ALLIGATOR CREEK - University of South Florida · 2018-10-25 · 8.1 Venice East Boulevard 5.5' x 9.0' Box Culvert $241,869 $114,000 Total $1,664,354 $1,743,000 Alternative Plan "B"

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ALLIGATOR CREEK FLOOD PROTECTION IMPROVEMENT

PLAN

CONCEPTUAL ALTERNATIVES ANALYSIS

FINAL REPORT

PREPARED FOR

SARASOTA COUNTY DEPARTMENT OF PUBLIC WORKS

STORMWATER DIVISION

PREPARED BY

PARSONS SARASOTA, FLORIDA

September 2002

Cover photograph taken in Venice Rookery behind Sarasota County Administration Building by Bryan Lardizabal of Parsons

TABLE OF CONTENTS

ALLIGATOR CREEK FLOOD PROTECTION IMPROVEMENT PLAN

CONCEPTUAL ALTERNATIVES ANALYSIS FINAL REPORT

SECTION Page

SECTION 1.0 EXECUTIVE SUMMARY. .......................................................................... 1-1

SECTION 2.0 INTRODUCTION, BACKGROUND, AND PURPOSE ............................. 2-1 2.1 Introduction ........................................................................................ 2-1 2.2 Basin Description and Background .................................................... 2-1 2.3 Purpose ............................................................................................... 2-4

SECTION 3.0 EXISTING FLOODING CONDITIONS ..................................................... 3-1

3.1 Existing Conditions Hydrologic and Hydraulic Modeling ................. 3-1

3.2 Flood Protection Level of Service Criteria ........................................ 3-2

3.3 Flood Protection Level of Service Deficiencies ................................. 3-2 3.3.1 Problem Area 1- Lower Alligator Creek ............................. 3-5 3.3.2 Problem Area 2- Scenic Drive ............................................. 3-7 3.3 .3 Problem Area 3 - Shamrock and Banyan ............................. 3-7 3.3.4 Problem Area 4- Briarwood Ditch ...................................... 3-8 3.3.5 Problem Area 5- Bal Harbour Drive ................................... 3-9 3.3.6 Problem Area 6- Jacaranda .................................................. 3-9 3.3.7 Problem Area 7- Venice East I Quail Lake ....................... 3-10 3.3.8 Problem Area 8- Venice East I Canal28-385 ................... 3-10

SECTION 4.0 FLOOD PROTECTION IMPROVEMENT PLAN .................................... .4-1

4.1 Problem Area 1 - Lower Alligator Creek .......................................... 4-1 4.1.1 Shamrock Drive Causeway ................................................... 4-1 4.1.2 Alligator Place Flood Storage Facility

(alternative included, but not considered) ............................ .4-4 4.1.3 Selective Maintenance Dredging .......................................... 4-6

4.2 Problem Area 2 - Scenic Drive .......................................................... 4-7 4.2.1 Outfall to Intracoastal Waterway ......................................... .4-7 4.2.2 Downstream Conveyance Improvements ............................. 4-9

4.3 Problem Area 3 - Shamrock Blvd and Banyan Drive ...................... 4-11 4.3.1 Banyan Drive Culverts and Pond ........................................ 4-11 4.3 .2 Replace Culverts Under Banyan Drive and

Redwood Road .................................................................... 4-13

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TABLE OF CONTENTS (CONTINUED)

SECTION Page

4.4 Problem Area 4- Briarwood Ditch ................................................. A-15 4.4.1 Briarwood Ditch Flood Storage Improvements ................. .4-15 4.4.2 Briarwood Ditch Outfall Conveyance

Improvements ...................................................................... 4-15 4.4.3 Briarwood Ditch "Pop-Off' at the Upstream

Side ofValencia Rd ............................................................ 4-16

4.5 Problem Area 5 - Bal Harbour Drive .............................................. A-18 4.5.1 Bal Harbour/Shamrock Blvd Drainage

Improvements ...................................................................... 4-18 4.5.2 Bal Harbour/Shamrock Drainage Improvements

and Garden School Pond ..................................................... 4-20 4.5.3 Bal Harbour/Shamrock Drainage Improvements

and Shamrock Lake Flap gate .............................................. 4-20

4.6 Problem Area 6- Jacaranda ............................................................ A-22 4.6.1 Enlarge Crossing at Jacaranda Blvd .................................... 4-24 4.6.2 Elevate Roadways (Innisbrook, Pinehurst, and

Pebble Beach Court) .......................................................... .4-24 4.6.3 Additional Flood Storage in Jacaranda Golf

Course ................................................................................. 4-24

4.7 Problem Area 7- Venice East I Quail Lake ................................... .4-26 4.7.1 Construct Secondary Outfall for Quail Lake ....................... 4-26 4.7.2 42" Pipe with 20' Weir, and Venice East Blvd

Interconnect ......................................................................... 4-26 4.7.3 Venice East Blvd Interconnect Culvert Only ..................... .4-26

4.8 Problem Area 8- Venice East I Canal28-385 ................................ .4-27 4.8.1 Replace Twin 48" RCP Culverts with 5.5' x 9.0'

Box Culvert ......................................................................... 4-27 4.8.2 Venice East Blvd Parallel 58" x 91" ERCP ....................... .4-30 4.8.3 Add 60" Culvert and Elevate Venice East

Boulevard ............................................................................ 4-30

SECTION 5.0 PLAN COSTS AND BENEFITS ................................................................. 5-1

5.1 Capital Cost Estimates ....................................................................... 5-1

5.2 Avoided Flood Damages .................................................................... 5-3

5.3 Cost and Benefit Comparison ............................................................ 5-7

SECTION 6.0 CONCLUSIONS AND RECOMMENDATIONS ................................................. 6-1

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Table 3.2-1 Table 3.3-1 Table 3.3-2

Table 5.1-1 Table 5.2-1 Table 5.2-2 Table 5.2-3 Table 5.3-1 Table 5.3-2 Table 5.3-3 Table 5.3-4

Figure 2-1 Figure 3-1

Figure 3-2 Figure 4.1-1

Figure 4.2-1 Figure 4.2-2


Figure 4.4-1

Figure 4.5-1

Figure 4.5-2

Figure 4.5-3

Figure 4.6-1


LIST OF TABLES

Page

Acceptable Flooding Criteria ........................................................................ 3-2 Existing Conditions Structure FPLOS Deficiencies ..................................... 3-3 Existing Conditions Street FPLOS Deficiencies .......................................... 3-4

Conceptual Opinion ofProject Capital Cost.. ............................................... 5-2 Typical AADT Values Used in Avoided Damages Calculations ................. 5-5 Avoided Flood Damages ............................................................................... 5-5 Proposed Conditions Street FPLOS, Alligator Creek ................................... 5-6 Project Cost and Flood Protection Benefit Comparison, Plan "A" ............... 5-7 Project Intangible Benefits ............................................................................ 5-8 Project Cost and Benefit Comparison, Plan "B" ........................................... 5-9 Functionally Equivalent Alternatives with Comparable Costs ................... 5-l 0

LIST OF FIGURES

Alligator Creek Watershed Location Map .................................................... 2-2 Alligator Creek Watershed Basin, Node, and Floodplain Map ................................................................................................ (rear map pocket) Flooding Problem Area Location Map ......................................................... 3-6 Conceptual Plan of Project 1.1 -Shamrock Drive Causeway Box Culvert ........................................................................................................... 4-3 Conceptual Plan of Project 2.1- Scenic Drive Outfall to ICW ................... .4-8 Conceptual Plan of Project 2.2- Scenic Drive Downstream Conveyance Improvements ........................................................................ .4-1 0 Conceptual Plan ofProject 3.1- Banyan Drive Culverts and Pond .......... .4-12 Conceptual Plan of Project 3.2- Banyan Drive and Redwood Road Culverts ....................................................................................................... 4-14 Conceptual Plan of Project 4.2 - Briarwood Area Conveyance Improvements .............................................................................................. 4-17 Conceptual Plan of Project 5.1 - Bal Harbour Drive I Shamrock Blvd Drainage Improvements .................................................................... .4-19 Conceptual Plan of Project 5.2- Bal Harbour Drive I Shamrock Blvd Drainage Improvements wl Garden Elementary Pond ....................... 4-21 Conceptual Plan of Project 5.3- Bal Harbour Drive I Shamrock Blvd Drainage Improvements with Shamrock Lake Flapgate ................... .4-23 Conceptual Plan ofProject 6.3- Jacaranda Golf Course Drainage and Flood Improvements ........................................................................... .4-25 Conceptual Plan ofProject 7.3- Venice East Blvd Interconnect.. ............. 4-28 Conceptual Plan of Project 8.1- Venice East Blvd Crossing of Canal 28-385 ............................................................................................... 4-29

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TECHNICAL APPENDICES

APPENDIX A EXISTING CONDITIONS DESIGN FLOOD ELEVATIONS

APPENDIX B PROPOSED CONDITIONS DESIGN FLOOD ELEVATION COMPARISON

APPENDIX C CAPITAL COST ESTIMATES

APPENDIX D AVOIDED FLOOD DAMAGE CALCULATIONS

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Alligator Creek Conceptual Alternatives Analysis Final Report

SECTION 1


EXECUTIVE SUMMARY

The Alligator Creek drainage basin encompasses approximately 11 square miles in

Sarasota County, south of the City of Venice. The existing conditions hydrologic and

hydraulic modeling study of the basin prepared by the Stormwater Planning Section of

Sarasota County Public Works, in coordination with Stormwater Management Resource

Technologies, Inc., has identified flood protection level of service deficiencies at 48

locations consisting of a combination of street and habitable structure flooding. In

addition, the study identified eight (8) areas for potential flood protection alternative

projects. A ninth area was later added (Shamrock and Banyan). The flooding problems

in the basin are localized in nature, and the majority of them are limited to the headwaters

and smaller tributaries of the watershed.

The purpose of this report is to provide Sarasota County Storm water with a tool to help

determine and prioritize the flood protection capital improvements within the basin. This

planning phase included the identification of several alternative solutions to the flooding

problems within the basin, and an analysis ofthe alternatives with respect to the costs and

benefits of each. Conceptual designs were prepared that are sufficient to evaluate project

effectiveness, permitting issues, construction feasibility, and cost effectiveness.

From the original nine (9) identified project areas, the Shamrock Drive Box Culvert and

the Alligator Place Flood Storage Facility were determined to be unnecessary. A third

project (Jacaranda) was determined to serve only private streets and therefore is not

included in the recommended capital improvement plan. Of the remaining areas,

alternative projects were analyzed in detail and six (6) projects were selected from the

alternatives that meet the level of service objectives in a cost effective manner.

Permitting issues and feasibility were also considered in the selection of recommended

alternatives.

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The following table provides a comparison between the estimated costs and the avoided

flood damages for each recommended project, and for the plan as a whole. From the

comparison, it is apparent that some of the individual projects are more cost effective

than others. However, the six recommended projects are believed to be cost effective,

when taken as a whole and the intangible benefits area also considered. Intangible

benefits include water quality benefits, reduced operations and maintenance costs, public

health and safety, public perception and community support, and consistency with flood

protection level of service objectives of the County Comprehensive Plan, BCC Policy,

andFEMA.

Project Cost and Flood Protection Benefit Comparison, Plan "A"

Flood Project Protection

ID Project Name Total Cost Benefits

2.1 Scenic Drive- Outfall to futracoastal Waterway $184,566 $407,000

3.1 Culverts Under Banyan Drive+ Storage in 150' ROW $148,219 $399,000

4.2 Briarwood Area Conveyance Improvements $141,305 $52,000

5.3 Bal Harbour/Shamrock Blvd Drainage Improvements $1,572,478 $732,000

7.3 Quail LakeN enice East Blvd futerconnect Culvert $83,755 $70,000

8.1 Venice East Boulevard 6' x 10.5' Box Culvert $241,869 $114,000

Total $2,372,193 $1,774,000

As conceptual-level capital improvement plans enter the implementation phase, it often

becomes necessary to revisit certain recommendations (or portions thereof) as newer and

more detailed information becomes available regarding design constraints, funding

issues, public perception, etc. With that in mind, it is desirable to identify up front any

functionally equivalent alternatives that may exist. In certain circumstances, it may also

be desirable to identify any alternatives that would provide a reduced level of service at a

reduced capital cost, but with a higher benefit to cost ratio.

An alternative plan (Plan "B") is presented that is cost effective solely based on flood

protection benefits. Plan "B" is identical to Plan "A" except that Bal Harbour Alternative

5.3 is substituted for Alternative 5.1. As described in Section 4.5.3, this alternative plan

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would not remedy the FPLOS deficiency at the north end of Bal Harbour Drive, and

includes 800 feet of roadway replacement instead of 1,600 feet.

Project Cost and Flood Protection Benefit Comparison, Plan "B"



2.1 Scenic Drive- Outfall to Intracoastal Waterway $184,566 $407,000



5.3 Bal Harbour/Shamrock Blvd Drainage Improvements $864,639 $701,000

7.3 Quail LakeN enice East Blvd Interconnect Culvert $83,755 $70,000

8.1 Venice East Boulevard 5.5' x 9.0' Box Culvert $241,869 $114,000

Total $1,664,354 $1,743,000

Alternative Plan "B" would be the recommended plan if it were deemed necessary to

financially justify the projects solely from a flood protection standpoint. Plan "B"

greatly improves the flood protection benefit to cost ratio, but at the expense of some

intangible benefits.

Within several of the problem areas, two alternatives were developed that have

comparable capital costs, and are nearly equivalent in terms of hydraulic performance,

level of service, and avoided damages. The following table lists these functionally

equivalent alternatives and their respective costs:

Functionally Equivalent Alternatives with Comparable Costs

Cost Comparison Project Project Name with Recommended

ID Alternative 3.2 Banyan Dr Culverts and Redwood Road Storm Piping Within 25% of3.1

5.2 Bal Harbour/ Shamrock Blvd Drainage Improvements Within 10% of 5.1 and Garden Elementary Pond

8.2 Venice East Blvd Parallel 58" x 91" ERCP Within 15% of 8.1

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SECTION 2


INTRODUCTION, BACKGROUND, AND PURPOSE

2.1 Introduction

The Stormwater Division of Sarasota County Public Works has initiated this study of

Alligator Creek as part of its ongoing stormwater capital improvement program. This

study is being conducted in accordance with the stormwater quantity level of service

objectives as defined in the County's Comprehensive Plan. Sarasota County Public

Works has contracted with Parsons Engineering Science, Inc. (Parsons) to provide

assistance with the identification and analysis of alternative stormwater improvements for

the Alligator Creek Basin.

Public involvement is a very important component of this plan; watershed improvements

cannot be realized without the willingness and cooperation of residents within the basin

boundaries. This alternatives analysis study is to include a public meeting at a future date

for the purpose of informing the basin residents of the plan alternatives, and for receiving

input from the public on their flooding problems and potential solutions.

2.2 Basin Description and Background

The Alligator Creek drainage basin encompasses approximately 11 square miles in

Sarasota County, south of the City of Venice (refer to Figure 2-1, Alligator Creek

Watershed Location Map). The land use in the basin is predominantly single-family

medium density residential, interspersed with small pockets of commercial and

institutional land uses. The Alligator Creek Drainage Basin includes the South Venice

Subdivision, Venice Gardens, Jacaranda, Venice East, Woodmere, Lake of the Woods,

and Plantation Golf and Country Club. Although the majority of the basin is developed,

a few significant parcels remain undeveloped, primarily in the form of pastureland and

isolated wetlands in the southeastern headwaters of the basin.

The lower and middle reaches of Alligator Creek have been previously dredged for

navigation and drainage. Despite the development that has occurred in places along its

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GULF OF

MEXICO

ALUGATOR CREEK WATERSHED

s~~~~oiiiilliiiiiiiiiiiiiiiiiiiiiiliiis Miles

Figure 2-1

SARASOTA COUNTY

Alligator Creek Watershed Location Map

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I ' ! MANATEE i ! COUNTY ! ···-···-·-······ ... •······•···•··········· ···-----··-···· ~--.

SARASOTA COUNTY PUBUC WORKS STORMWATER


banks, large areas of the historic floodplain of the creek still remain intact. Several

excavated earthen tributary channels have been constructed to provide drainage for the

residential development that has occurred. For the most part, these main tributary

channels are well maintained and have adequate capacity to convey the design rates of

stormwater runoff for the 1 00-year event.

Typical of other coastal basins in Sarasota County, the Alligator Creek Basin is

characterized by low topographic relief, sandy soils, and shallow water table conditions.

Following extreme rainfall events, the low relief and high water table of the basin

combine to produce localized flooding conditions. The flooding problems are primarily

the result of inadequate capacity in secondary or collector systems.

The Alligator Creek Basin has been the subject of previous investigations into the causes

of the flooding problems and potential solutions. The most comprehensive of these

studies was the 1986 Sarasota County Stormwater Master Plan prepared by Camp,

Dresser, and McKee, Inc. (CDM). This study included hydrologic modeling of the 25-

year, 24-hour storm event that resulted in the identification of four problem areas:

Shamrock Drive Bridge, Dolphin Lakes, Tundra Road, and Golf Club Drive. Potential

capital improvement project alternatives were evaluated for each problem area. The

study also recommended a basin-wide maintenance program. To date, three of the four

capital projects have been successfully implemented. The Tundra Road project was

removed from the County's capital improvement plan (CIP) when it was determined,

after more detailed analysis, that the severity of the flooding problem at that location did

not warrant the recommended project.

The Stormwater Planning Section of Sarasota County Public Works, in coordination with

Stormwater Management Resource Technologies, Inc., has recently completed an

updated analysis of the existing conditions within the basin. The detailed hydrologic and

hydraulic modeling study prepared by the County identified flood protection level of

service deficiencies at 48 locations consisting of a combination of street and habitable

structure flooding. In addition, the study identified eight (8) areas for potential flood

protection alternative projects.

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Alligator Creek Conceptual Alternatives Ana(vsis Final Report

2.3 Purpose

The purpose of this report is to provide Sarasota County Stormwater with a tool to help

determine and prioritize the flood protection capital improvements within the basin. This

planning phase included the identification of several alternative solutions to the flooding

problems within the basin, and an analysis of the alternatives with respect to the costs and

benefits of each. Conceptual designs were prepared that are sufficient to evaluate project

effectiveness, permitting issues, construction feasibility, and cost effectiveness.

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SECTION 3


EXISTING FLOODING CONDITIONS

3.1 Existing Conditions Hydrologic and Hydraulic Modeling

Staff of Sarasota County Public Works, Stormwater Planning, in coordination with

Stormwater Management Resource Technologies, Inc., prepared a detailed hydrologic

and hydraulic model of the Alligator Creek Basin. This completed model, prepared using

the AdiCPR Version 2.2 software, was provided to Parsons to serve as the analytical

basis for existing flooding conditions within the watershed. The SCS runoff curve

number and unit hydrograph method was used for the hydrologic analysis. Design

rainfall depths of 4.25, 6.0, 7.0, 8.0, and 10.0 inches were used with the SCS type II

modified rainfall distribution to simulate the 2-, 5-, 10-, 25-, and 1 00-year design storm

events, respectively. Hydraulic routing of each design storm was performed using the

one-dimensional, unsteady-flow routines contained within AdiCPR (ref. Advanced

Interconnected Channel and Pond Routing Model User's Manual, 1995. Streamline

Technologies).

Upon receipt of the existing conditions model from the County, Parsons conducted a

limited review of the model input and output. As a result of this review, several minor

corrections and revisions were made prior to proceeding with the alternatives analysis.

These were summarized in a letter report prepared by Parsons and submitted to the

County on January 7, 2002.

The Alligator Creek Basin/subbasin, node, and floodplain mapping prepared by Sarasota

County Stormwater Planning are included as Figure 3-1 in the rear map pocket. The

updated existing conditions design flood elevations are included as Appendix A.

Complete model input and output is available in electronic format, and is on file with \

Parsons and with Sarasota County Public Works, Stormwater Planning.

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3.2 Flood Protection Level of Service Criteria

The flood protection level of service (FPLOS) objectives for Sarasota County, as adopted

by Sarasota County comprehensive plan Amendment RU-24, are as follows:

I. No flooding is acceptable within emergency shelters and essential services, habitable structures, or employment/service centers for the 100-year design storm.

II. Roadways shall be passable during flooding. Roadway flooding less than or equal to 6" in depth at the low edge of pavement is considered passable. Evacuation routes and arterials shall be passable for the 1 00-year storm. Neighborhood roads and collectors shall remain passable for storm events up to the 10- and 25- year return periods, respectively, and in accordance with the following schedule:

Table 3.2-1 Acceptable Flooding Criteria

ROADWAYS 5-YEAR 10-YEAR 25-YEAR 100-YEAR

A. Evacuation None None None None

B. Arterial None None None 6 inches

c. Collectors None None 6 inches 9 inches

D. Neighborhood None 6 inches 9 inches 12 inches i

3.3 Flood Protection Level of Service Deficiencies

Structure Flooding

In order to determine the number and location of structure FPLOS deficiencies, habitable

structures within the limits of the 1 00-year floodplain were identified. Sarasota County

then contracted with Britt Surveying and Brigham Surveying to obtain field surveyed

finished floor elevations of the 252 structures located within the 1 00-year floodplain.

These elevations were then compared with the design flood elevations of the 1 00-year,

24-hour event. Of the 252 surveyed structures, six ( 6) were determined to have lowest

habitable floors below the 1 00-year design flood leveL The structure FPLOS deficiencies

are those corresponding to the shaded cells in Table 3.3-1. The majority of these

structures are located in the extreme northwest portion of the watershed bounded by US

41, Scenic Drive, and Sunset Beach Drive. The table also includes six (6) other

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Alligatcr Creek Conceplulll Alternlltives Armlysis Fitlfll Report

structures that were originally thought to be possible FPLOS deficiencies, but were

subsequently found not to be, either because the living quarters were found to be on the

second floor, or because the revisions to the existi11g conditions model resulted in lower

flood elevations in the vicinity.

Table 3.3-1 Existing Conditions Structure FPLOS Deficiencies Within the All igator Creek Basin

Finished 25-Year Node 100-Year Floor ID PID I# Street Address f1oocl Ekvotion tlood t:tc-, .. tion

ID Elevation (R, NOVIl)

(R, NCVU) (R, NOVO)

I 04 33-14-00119 208S REDI'HRN RJ) 15.27 12142 15.02 15.8

2 0434.o:J..0026 SOO GINGER R().fi111 0.0.. 15.32 12140 IS.OI IS 77

3 0434-03.0117 444 AVAI.ON RD 15.66 12133 15.29 15.8

4 0449-14-0008 288 NIGI l'riNGALE RO·first Ooor 7.90 12184 6.47 7.17

s 0449-15-000S 386 NI(';JITINGALI> R0 7.91 12188 6.85 7.52

6 0450.0S-OOS4 385 ORAKF. Rl) 13.93 12062 5.44 6.05

7 0450-12-00SI 3791 J)UNilAR Rl> 6.18 12056 5.31 5.92

8 0450-13-00SS SSS ALI.IGATOR OR 6.03 12054 5.2$ 5.38

9 0456.()3-00SI 4190 STROMIJUS RO 5.15 12048 4.93 5.55

10 0433-13-00CiO 2130 HAW1'110RNE RO-fma Ooo.- 14.71 1214() 1$.01 IS 77

II 0433140007 201S REDFERN R0 15.14 12142 15.02 15.80

12 0434·11 .0057 2500 LOGAN ROAD 15.56 12130 15.2 1 15.46

Street Flootiing

In order to determine the location and number of st reet flooding fi' J>LOS defi ciencies,

design flood elevations at each node were compared to the lowest roadway edge of

pavement as determined or estimated by Sarasota County. Street FPLOS deficiencies are

listed in Table 3.3-2. It should be mentioned lhat lhi s table includes not only County

maintained streets but also private streets. and FOOT highways such as U.S. 41 and State

Road 776.

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Alligator Creek Co11ceptual Altem(l/ives Aualysis Fiuai.Report

~Privnte strocl ~state Highway (FP01)

Road Low Edge of Node Computed Flood Slal(es for 24-Hour Stonn

ID tntersection Dcsil(uation Pavement EJ. ID 2-Ycar 5-Year 10-Year 25·Ycar 100-Year

2 f\zure Rood local 11.81. 12030 10.42 11.40 I 1.97 12.44 13.20 5 ti'OmJl'lllO J)r (Alligator) local 5.01 12052 3.83 5.22 $.65 5.73 5.88

7 Wisteria local 14.50 12136 13.55 I+.s'l 14.99 IS.29 15.80 9 fmm~cr/Scrpula local 14.54 12254 13.50 14.51 14.95 15.37 1567 10 l'•n•utcn'Valcncia loc;tl 14.66 12251 13.35 14.48 14.95 15.37 15.67 13 onipcr local 13.45 12268 12.31 l3.19 13.67 14.14 14.82 14 Mi Harbor local 12.5 U268 12.31 13.19 13.67 T4.14 14.82 15 Bal Harbor t>ioo cro""n2 local 12,14 12641 13.72 14-04 14.13 14.20 14.42. 16 Bal Hutbor/Lakesidc local I 2.87 12641 13.72 14.()4 14.13 14,:1,() 14.42·

17 Balllatbor/Sbamrock coUector 12.81 U641 IJ.12 14.04 14. 13 14.20 14.42 17.1 Bat Harbor Sooth local 12.3 12266 12.14 12.73 13.04 !_3,30 LJ.94 18 Killdeer Ct. {cul-de-sac) local 10.75 12566 10.40 10.85 11.11 11.37 11.86 19 Qullil Lake Dl1 Kilklocr Cr local 10.8 U566 10.40 10.85 I 1.11 11.37 11.86 20 Ouaill.a~-e 0,1 Waxwin~ Ct local 10.8 12566 10.40 10.85 11.11 11.37 11.86 2 1 Quail l.akc Ds1 Wttx\\ing Cr local 10.8 12566 10.40 10,8~ II.! I 11.37 11.86

22 Covey CV Co--cy Cr local 10.86 12566 10.40 10.85 11.11 11.37 11.86 23 IOuail Lake J)r/ Covey Ct 10«31 10.67 12568 10.66 11.41 11.52 11,57 11.8(• 24 Mav Alll)le Wny local 11.38 12530 10.09 10.84 11.28 11.71 12.4()

25 SouUtcml'inc Circle local 13.37 12479 12.84 l3.35 13.60 13.85 14.44 26 nnisbmok Court local 9.74 12618 9.48 1072 1 10.5'2 10:80 11.37 27 Wcbble B. Cl/Pinehurst local 9.97 12618 9.48 10.21} 10.52 10.80 11.37 28 Pebble B. Ct/ p1pe local 9.95 12618 9.48 U0.21 10.52 10.80 11.37

29 Wexford 131nl/l'aget Dr local 12.11 12904 10.84 11.70 12.18 12.57 ..13..40 30 Wcxl'ord 'Bh•d/J)cvonshire local 12 12905 10.98 I 1.99 12.56" 13.051 13.68 31 Wexford Blvd/Caromar local 12.04 12905 10.98 11.99 12.56 1J.05 ~368 32 Wexford Blvd/ S Pcmbrokc local 11.9 12905 10.98 11.99 1~.56 13.Q5 1} .68

33 Wexford Blvd/S Soulbampton loca.l 12.44 12918 12.16 12.57 12.77 13.09 • . 13.79

34 ~erronmr Way N. local 12.15 12915 10.99 12.00 12.56 13.05, 11,§8

35 ~crrolltllr Dr local 12.05 12907 10.77 11.59 12.07 12.56 It:' 13.4P 36 Wc~1ordl)r local 11.85 12927 11.03 12.11 12.7( 13.2 1 14.06

37 Wexford l)rfl'l local 12.58 12928 11.03 12.08 12.66 13.19 l4,04' 38 Wexford Drlfr local 12.43 12929 11.02 U.03 12.60 0.18 14.04 39 Wexford J)r/Rocklcy local 11.84 12929 I 1.02 12.03 12.60 13.18 14.04 ~

40 Venice East/ Ouail Lake Dl' collector 11.5 12570 10.70 IJ.SI I 1.74 I 1.91 12.04 4 1 Wexford l'crracc local 12.55 12925 11.03 U. ll 12.70 13.21 14,05 42 Venice Hast 131vd. collector 10.96 12446 8.92 10.60 11 .72 11.9$ 1~.24

43 ' hamrook illvd/Bonyan J)r collector 15.31 12282 15.56 16.2 16.28 16.13 16.39 44 Rocldey Blvd/Clubside. collector 12.25 12949 10.60 11.50 12.04 12.59 (3,40 45 US-41 (AUiJ!ntorbridJI.e-776) arterial 11.91 12353 11.87 13.12 13.43 13.64 14.01 <!{; 776 (US-41-Woodmcre) arterial 14.20 12357 13.55 14.07 14.3 .1 14.50 14.77

47 US-41 (771). Woodmere Rd) .artcri.al 13.34 12376 12.40 q.96· 14.25 14.51 14.95

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Individual flood protection level of service deficiencies for structures and County

maintained streets are located on Figure 3-1 in the rear map pocket. For clarity, FPLOS

deficiencies on private streets and on FDOT-maintained roads are not shown on this map.

From the 100-year floodplain mapping and the locations of the FPLOS deficiencies, it is

apparent that the majority of the flooding problems lie within the tributary systems, rather

than within the primary floodplain of Alligator Creek. The flooding problem areas are,

for the most part, independent of one another. For convenience, the flooding problem

areas were grouped into the eight areas described in the following subsections, and

located graphically on Figure 3-2 (Flooding Problem Area Location Map).

3.3.1 Problem Area 1 -Lower Alligator Creek

This area includes the floodplain of the tidal main stem of Alligator Creek from the

Shamrock Drive Bridge to the Jacaranda Blvd Bridge. Within Lower Alligator Creek,

two sources of flooding exist. Riverine flooding, or flooding due to rainfall and runoff, is

the basis for the level of service analysis contained herein. However, storm surge

flooding, or flooding due to a storm-induced rise in the sea levels (such as during a

hurricane) is the greatest danger to coastal residents. Design storm surge flood elevations

are much higher than the computed riverine elevations within the Lower Alligator Creek

area, and they therefore govern FEMA's base flood elevations. However, the Alligator

Creek FPLOS analysis was performed in a manner consistent with previous Sarasota

County studies, and was based solely on riverine flooding conditions. The tidal boundary

condition of elevation 2.5 ft NGVD approximates the highest expected astronomical tide

(spring tide).

Initially, one (1) street and six (6) structure FPLOS deficiencies were identified within

the floodplain of Alligator Creek between Shamrock Drive and Jacaranda Boulevard.

Revisions to the existing conditions model by Parsons have resulted in significantly lower

design flood elevations throughout this area. Because of this, and also because the living

quarters of some of them were determined to be on the second floor, there are currently

no FPLOS deficiencies identified in this area.


CENTERRD

AC·LAT2

+ 2000 0 2000 Feet

3-6

Figure 3-2 Flooding Problem Area Location Map

!.--.WATERSHED BASIN

~~~MAJOR SUBBASIN

r:;::.;t 100-YEAR FLOOD~PLAIN AE ZONE

(i) PROBLEM AREA

1. Lower Alligator Creek

2. Scenic Drive

3. Shamrock & Banyan

4. Brlarwood Ditch

5. Bal Harbour Drive

6. Jaceranda Drive

7. Venice East/ Quail Lake

B. Venice East/ Canal 28-385

0 SARASOTA COUNlY

PUBUC WORKS STORMWATER

PARSONS


3.3.2 Problem Area 2 - Scenic Drive

The Scenic Drive area is the portion of the South Venice Subdivision located in the

extreme northwest portion of the watershed, and is bounded by US 41, Scenic Drive, and

Sunset Beach Drive. Much of this area drains to an existing lake bounded by Ginger

Road, Hawthorn Road, and Scenic Drive. This lake lacks a positive outfall, and is

subject to overtopping its banks during extreme rainfall events, flooding several streets

and homes in the vicinity.

The widespread flooding in this area is exacerbated by several undersized culverts within

the ditch and canal system that drains this subbasin southward to Alligator Creek. The

majority of the identified structure FPLOS deficiencies within the Alligator Creek basin

are within the Scenic Drive area, a total of six (6). There are also two (2) residential

street FPLOS deficiencies in this area.

3.3.3 Problem Area 3 - Shamrock and Banyan

This area drains to Lake Shamrock in the northern headwaters of the Basin. The

intersection of Shamrock Boulevard and Banyan Drive is prone to frequent flooding due

to an undersized 18" x 29" arch CMP culvert under Banyan Drive, just north of its

intersection with Shamrock Blvd. The culvert must convey stormwater discharge from

the Jacaranda Plaza shopping center on US 41, a segment of Shamrock Blvd, and several

residential lots. This intersection is a FPLOS deficiency for every design storm event,

including the 2-year flood.

The problem at this location is largely a result of the rapid rates of stormwater runoff

from the shopping center and roadway. Lacking stormwater ponds, the runoff flows into

the stormwater collection system untreated and unattenuated. The shopping center was

constructed prior to current regulations governing the discharge of stormwater.

3-7 J:\DA TA\74 1261 \Report\Section3.doc

Alligator Creek Concepuml A lternatives A nalysu· Final Report

3.3.4 Problem Area 4 - Briarwood Ditch

Flooding occurs on Shamrock Blvd when the capacity of this undersized CMP culvert under Banyan Drive is exceeded.

The culvert must convey stormwater discharge from the Kmart on US 4 1, a segment of Shamrock Blvd, and several resident in I lots.

The Briarwood Ditch subbasin consists of approximately 125 acres of residential land

within the South Venice Subdivision, east of US 41 and south ofBriarwood Road. The

subbasin is drained by a system of lakes and culverts interconnected by narrow drainage

ditches. Street and property flooding occurs when the storage and conveyance capacities

of the system are exceeded during the 25- and 100- year design storm events. The

ex:isting conditions FPLOS analysis identified two (2) street flooding FPLOS deficiencies

for the 25- and 1 00-year storms.

The Briarwood Ditch system was the subject of two previous investigations into the

existing flooding problems. Tbe most recent investigation was completed in December

of 1998 by Oufrense-Henry, Inc. lo that report, combinations of improvements

consisting of culvert replacements, ditch widening, and lowering the normal water

elevations in the ponds were evaluated. To date, none of tbc improvements have been

constructed. Several owners of residential properties bordering the Briarwood Ditch have

spoken out against any project that would widen the existing ditch. Also, SWFWMD has

expressed concern regarding tbe proposal to lower tbc notmal water levels in the ponds.

3 - 8


3.3.5 Problem Area 5 - Bal Harbour Drive

Bal Harbour Drive is a residential street in the Venice Gardens Subdivision. The

roadway is several feet lower than adjacent grade throughout most of its 0.5-mile north

south length. As-built construction plans for the road could not be found, and the

County's efforts to survey the existing closed drainage system have proven to be

inconclusive as to the layout of parts of the system. However, as currently modeled, the

roadway and surrounding areas drain to three separate lakes within Venice Gardens. The

northernmost segment drains to Lake Shamrock to the west. The middle section, which

also includes a segment of Shamrock Boulevard (a collector road) drains to the east into

Claw Lake. It is believed that the southern section drains to the west into Canal28-337.

The roadway is prone to frequent flooding throughout its length due to its low vertical

profile and the high tailwater in the three lakes that are supposed to drain it. Essentially

the entire road, including the intersection with Shamrock Blvd, is a level of service

deficiency for all design storms, including the 2-year event. Discussions with one

resident of Bal Harbour revealed that the roadway becomes densely populated with

catfish during the fairly routine flood events.

In addition to the frequent flooding previously described, portions of Bal Harbour Drive

exhibit severe surface cracking, and subsidence of the concrete curbing. This is likely

due to high groundwater levels that keep the roadway base material at or near saturation

for extended periods of time. The groundwater levels in the area are influenced by the

control elevations of the large lakes on either side of the roadway.

3.3.6 Problem Area 6 - Jacaranda

Flood protection LOS deficiencies were identified on three private streets within the

Jacaranda Subdivision for the 5-, 10-, 25-, and 100-year design storms. The three streets

are Pebble Beach Court, Pinehurst Lane, and Innisbrook Court. The flooding is primarily

a result ofhigh stages in the receiving lake within the Jacaranda Golf Course.



3.3. 7 Problem Area 7- Venice East I Quail Lake

Quail Lake subdivision is in the Upper Alligator Creek subbasin, southwest of the

intersection of Venice East Boulevard and Center Road. Venice East Boulevard at its

intersection with Quail Lake Drive is subject to flooding for the 5-, 10-, 25-, and 1 00-year

storm events. This location is a collector street FPLOS deficiency for the 5- and 10-year

storm events. In addition, the streets within Quail Lake Subdivision are also subject to

flooding for the 5-, 10-, 25-, and 100-year design storms. These local streets are FPLOS

deficiencies for the 5- and 100-year storm events.

The flooding problems in this area are due partly to the relatively low street elevations, as

compared to the normal water levels in the lakes. The Quail Lake stormwater pond is

controlled at an elevation of 9.55' NGVD, while the low edge of pavement is 10.80'

NGVD in several places, or only 1.25' (15 inches) above the normal water level of the

pond. In addition, inadequately sized storm sewers that serve Venice East Blvd and that

interconnect the stormwater lakes exacerbate the flooding problem in this area. A review

of the Quail Lake permit file at SWFWMD (file # E06542) did not reveal any evidence

that the streets were designed to flood, as is sometimes done in order to reduce floodplain

compensation requirements.

3.3.8 Problem Area 8- Venice East I Canal 28-385

Canal 28-385 is a tributary to Alligator Creek, located within the Middle Alligator Creek

Subbasin. At the point where Venice East Blvd crosses this tributary, the road is subject

to flooding for the 10-, 25-, and 1 00-year design storm events. The existing twin 48"

culverts at this crossing do not have the capacity to convey the peak discharge rates from

the contributing area, which can be as high as 370 cfs for the 100-year storm. The

flooding at this location is highly localized and is basically confined to the road.

3- 10 J:\DA TA \741261 \Report\Section3.doc


SECTION 4

ALLIGATOR CREEK

FLOOD PROTECTION IMPROVEMENT PLAN

In this section, alternative solutions for each problem area are identified and discussed.

Computer modeling of each project was conducted using the AdiCPR model developed

for the existing conditions. Various alternatives were analyzed by modifying the models

to reflect an array of infrastructure improvement scenarios. In this manner, the modeling

was used as a planning tool to optimize the flood protection benefits ofthe projects, while

working within the constraints of cost, available right-of-way, and existing facilities and

infrastructure.

4.1 Problem Area 1 -Lower Alligator Creek

Lower Alligator Creek includes the reach between the Intracoastal Waterway and

Jacaranda Boulevard. Initially, one (1) street and six (6) structure FPLOS deficiencies

were identified within the floodplain of Alligator Creek between Shamrock Drive and

Jacaranda Boulevard. Revisions to the existing conditions model by Parsons have

resulted in significantly lower flood elevations throughout this area. However, two

alternatives for adding conveyance capacity to the Shamrock Drive crossing of Alligator

Creek were investigated:

4.1.1 Shamrock Drive Causeway

Existing Conditions

The causeway approach to the Shamrock Drive Bridge over Alligator Creek is

approximately 540 feet long and 70 feet wide. The creek's approximately 600-foot cross

section is reduced considerably at the bridge span, which is approximately 58 feet wide.

Along the south side of the causeway is a 0.081-acre mitigation area that was created to

compensate for wetland impacts resulting from the replacement of the bridge in 1994. At

that time, the original 3-span bridge with a total opening of 42 feet was replaced with a 2-

span bridge with a total opening width of approximately 58 feet. The low chord of the

4- 1 J:\DATA\741261 \Report\Section4.doc

Alligator Creek Cottceptual Altematives Amzlysis Fittul Report

bridge was elevated approximately one foot to an elevation of ten feet above mean sea

level. As part of the bridge replacement project, the mitigation area was cleared of

Brazilian pepper and planted with red and black mangroves, cordgrass, and sea oxeye

daisy. The north side of the causeway is still vegetated by the Brazilian pepper, a

noxious exotic species.

Shamrock Drive Bridge over Alligator Creek. The existing span was constructed in 1994.

The, opening at the bridge constricts the flow somewhat during storm events. The head

loss through the bridge is approximately 1.5' during a 100-year design flood. The

restriction also limits the tidal flushing upstream of the bridge during high tide events.

The creek upstream from the bridge has been affected by the constriction by limiting the

tidal flushing that is essential to estuarine systems.

Potetttial Project Altemati••es

Install Box Culvert(s) Parallel to Bridge - Based on the revised existing conditions

model, there is approximately 1.5' of headloss across the Shamrock Drive Bridge. The

headloss is partly the result of a 540' long causeway leading up to the bridge that was

constructed over the existing tidal estuary of Alligator Creek. In order to provide added

conveyance and reduce headloss through the bridge, a 5.25' x 10' concrete box culvert

could be installed within the causeway, with a length of 48 feet and an invert of -1 .0

(refer to Figure 4 .1·1 ).

4-2 J:\OATA\741261\Rep01t~io.i4.doc

-~~--~-------~--,----~-----~------~--------------------------------------~-----

--TO ICW

SARASOTA COUNTY PUBLIC WORKS

STORMWATER PLANNING

~PARSONS ~ ENGINEERING

SCIENCE, INC. Tampa, Florida

(813) 933-4650

ALLIGATOR CREEK CONCEPTUAL ALTERNATIVES ANALYSIS

PROJECT 1 . 1 SHAMROCK DRIVE CAUSEWAY BOX CULVERT


Install Culverts in Causeway- Six 38" x 60" ERCP culverts set at invert of -1.0' would

provide the same conveyance capacity as the box culvert alternative. The culverts could

be spaced evenly across the causeway, at 50' to 1 00' intervals for uniform conveyance

that would provided added environmental benefits associated with the restoration of a

more natural tidal circulation pattern. The placement of culverts in the causeway would

significantly improve the flow in the creek and improve the estuarine habitat. Although

this alternative would cost almost twice as much as the box culvert, the environmentally

preferred scenario would be to install culverts at intervals in the causeway to more

closely resemble the natural flow.

The Shamrock Causeway project was determined to be unnecessary for the following

reasons:

1. There does not appear to be any serious existing riverine flooding conditions along the main stem of Alligator Creek that would warrant a project ofthis scope.

2. Selective maintenance dredging around the bridges at Shamrock Drive and at U.S. 41 would provide a more cost-effective method of lowering the riverine flood elevations (refer to Section 4.1.3).

3. This project would lower flood elevations for flooding due to rainfall and runoff only (riverine flooding). The base flood elevations are, and would remain, based on FEMA's 100-year storm surge elevations, which are several feet higher than the riverine flood levels throughout lower Alligator Creek.

4. The environmental benefits of the project would not support a stand-alone project of this magnitude.

4.1.2 Alligator Place Flood Storage Facility

Existing Conditions

Parsons staff investigated the potential for the creation of a flood storage facility on

vacant properties east of US 41, south of Alligator Creek, and north of Alligator Place.

The two parcels totaling 58 acres are characterized by pine flatwoods, mixed mesic

hardwoods, and red maple swamp vegetation associations.

The pine flatwoods have been impacted by spot-clearing and grubbing, as well as some

earthwork in the form of topsoil removal. The canopy is sparse and dominated by slash



pine (Pinus elliotii). The understory is dominated by saw palmetto (Serenoa repens),

with sumac (Rhus copalina), gallberry (flex glabra), wax myrtle (Myrica cerifera) and

hardwood saplings of laurel oak (Quercus laurifolia) and live oak (Quercus virginiana).

Grape vine (Vitis sp.) and cat briar (Smilax sp.) were also present. The dense saw

palmetto growth and the succession to hardwood species indicated that the site had not

been burned in at least six years.

Numerous environmental constraints would make the use of this site as a flood storage

facility a low priority when compared to other alternatives. Gopher tortoise burrows

were noted during the cursory inspection of the site. The gopher tortoise is a protected

species in Florida and impacts to their habitat requires coordination with the Florida Fish

and Wildlife Conservation Commission and a permit to take, preserve or relocate the

tortoises. The burrows of the tortoises also support numerous commensual species that

are also protected by state and federal laws.

The northernmost portion of the two parcels is a jurisdictional wetland. This area

supports hydric vegetation and was historically part of the annual floodplain of the creek.

The dredged tidal channel that conveys the flow of the creek is now separated from the

former floodplain by several feet in elevation, and by a raised grassed access road and a

low berm. Occasional breaches in the berm allow the transfer of flood flows between the

creek and the wetland; however, hydrologic and hydraulic modeling of the system

indicates that the wetland would be flooded due to elevations in Alligator Creek only

during extreme events such as the 25- and 100-year storms. At the northeastern end of

the eastern parcel, a culvert through the berm discharges water impounded in the red

maple swamp into the creek.

Due to the fact that there are no remaining LOS deficiencies in the creek's floodplain

between U.S. 41 and Jacaranda Blvd, a flood storage facility in this area was determined

to be unnecessary.

4-5 J:\DA TA\74!26!\Report\Section4.doc

Alligrtwr (reek Conceptual Altermztives Analysis Final Report

On-site wetland hardwood canopy (left), Alligator Creek Canal and access road (right)

4.1.3 Selective Maintenance Dred ging

ln order to ensure that Alligator Creek continues to provide the capacity necessary to

convey the I 00-year flood flows without adverse flooding of streets and structures,

selective maintenance dredging is recommended around the bridges over Alligator Creek

at Shamrock Drive and at U.S. 41. The maintenance dredging would establish a 30' wide

bottom at an elevation of - 2.5' NGVD, under and around each bridge. The dredging

would extend for a distance of approximately 80' upstream of Shamrock Drive, 1,500'

downstream of U.S. 41, and 1,700' upstream of U.S. 41, where the project would tie in,

vertically and horizontally, to the channel segment extending up to Jacaranda Boulevard

that was dredged by maintenance crews earlier this year. The total volume of dredged

material is estimated to be approximately 5,900 cubic yards.

It should also be noted that the County' s dredging program is expected to provide

funding for navigation dredging of Alligator Creek by FY 2004. According to staff of

Sarasota County Environmental Services, a cooperative WCIND/County project would

extend from the mouth of the Creek up to U.S. 41. Although tl1e project would be

designed strictly for navigation, a side benefit would be the lowering of riverine flood

elevations in lower All igator Creek. It should also be noted however, that the navigation

dredging is anticipated to involve a volume of material that would be several times the

dredging volume required for the stormwater improvements.

4-6 J:\DA TA \74126 1 \Rcport\~e:ctiml<1.doc

Alligator Creek Conceptual A/tematives Analysis Final Report

4.2 Problem Area 2 - Scenic Drive

As discussed in Section 3.3.2, the existing lake bounded by Ginger Road, Hawthorn

Road, and Scenic Drive appears to have no outfall. Two alternative projects were

ident ified and analyzed for providing a positive outfall for the lake, and thereby reducing

the flooding associated w ith the 25- and I 00-year storm events.

4.2.1 Outfall to Intracoastal Waterway

This project would solve all of the stn1cturc level of service deficiencies (ID # I, 2, 3, I 0,

II, and 12) as well as the FPLOS deficiency on Wisteria Road. The project wou ld

require coordination with WCJND, the ACOE, and the SWFWMD. The project is

depicted on Figure 4.2- 1, and it includes the following improvements:

I. Installation of a control stmcturc for the ex isting lake, to consist of a I 0' wide weir at an elevation of approximately 10.0 n NGVD, with approx imately 320 feet of42" RCP. The proposed control water level of the lake would need to be tirmly established and approved by SWFWMD during the final design phase of the project.

2. Construction of a concrete spillway at elevation 12.5 on the southwest corner of the lake to connect it with the existing ditch.

3. Regrading a portion of the channel between the proposed spillway and Shamrock Drive.

4. Replacing the existing 36" RCP under Shamrock Drive with a 42" RCP.

5. Replacing the existing 18" RCP under Wisteria Rd with a 24" x 38" ERCP.

6. Replacing tbe existing 22" x 36" CMP A under Sunset Beach Drive with a 29" x 45" ERCP.

Various permjtting issues regarding tbis project wou ld need to be addressed prior to or

during the design phase. One such issue could stem from the proposed diversion of flow

from Alligator Creek to the Intracoastal Waterway (ICW). However, it should be pointed

out that b~cause the lake cun·ently has no positive outfall, the lake does not discharge to

the Alligator Creek system during annual flood conditions. Furthermore, it may be

possible to demonstrate that a significant rate of flow occurs from the lake to the TCW

under existing conditions, in the fom1 of seepage driven by the large head difference

between the two adjacent waterbodies.

4 - 7 J :\I)J\ "I'A \741261 \Report \Set I i(ln4.doc

DRIVE SHAMROCK

BEACH

', ~ """""' ,, ... '"""'"""""'"'"'''"""""'""~----···--"'""'"'' ....................... "'"""'"''"•·······--··· ... , .. ,.. ,, .................. ~· .. ····-····. '"''"'"''''"'-''·"'""''""'"'"'"'~'''""'~····""' "'"""""'""""'• "''"'" ............ ,,

PROPOSED CONCRETE SPILLWAY 20' WIDE CREST EL=12.5


STORMWATER PLANNING

WATERWAY



(813) 933-4050

250 125 0 250

SCALE: 1"=250'

PROPOSED 320 LF 42" RCP INV.=B.O (E). 7.5 (W)

4.2-1' PG. 4-8 ALLIGATOR CREEK

CONCEPTUAL ALTERNATIVES ANALYSIS PROJECT 2.1 SCENIC DRIVE

OUTFALL TO INTERCOASTAL WATERWAY

500


The U.S. Army Corps of Engineers currently operates and maintains the ICW. That

agency's review and approval of the project would need to be obtained prior to

undertaking any work within their right-of-way.

This alternative project is recommended due to its relatively low cost and its

effectiveness in meeting the LOS goals. However, because of the potential permitting

difficulties of the project, a second alternative was investigated that, although more

costly, could serve as a contingency plan.

4.2.2 Downstream Conveyance Improvements

This alternative project consists of lowering the existing pond overbank and enlarging

several culvert crossings in the canal between the existing lake and Alligator Creek. This

project would solve all of the structure FPLOS deficiencies except ID # 10, 2130

Hawthorn Road, which has a finished floor elevation of 14.71 ft NGVD. The level of

service deficiency on Wisteria Road would also be eliminated. The project is depicted on

Figure 4.2-2, and it includes the following improvements:

1. Construction of a concrete spillway at elevation 13.7 on the southwest comer of the lake to connect it with the existing ditch.

2. Regrading a portion of the channel between the proposed spillway and Shamrock Drive.

3. Replacing the existing 48" RCP under Zephyr Road with a 58" x 91" ERCP.

4. Replacing the existing 22" x 36" CMPA under Sunset Beach Drive with a 58" x 91" ERCP.

5. Replacing the existing 48" RCP downstream of Sunset Beach Drive with a 58" x 91" ERCP.

6. Replacing the existing 54" RCP along Siesta Drive under Seminole Drive/Jamaica Road with (2) 53" x 83" ERCP's (or hydraulic equivalent).

7. Replacing the existing 36" RCP downstream of Shamrock Drive with a 34" x 53" ERCP.

In terms of avoided damages, this alternative would be approximately equivalent to the

Alternative described in Section 4.2.1. However, this alternative would be approximately

double the cost.


PROPOsED'"GONCRETE SPILLWAY 20' WIDE CREST''El..=13.7

'•,


STORMWATER PLANNING



(813) 933-4650

_/\,

FIGURE 4.2-2, PG. 4-10 ALLIGATOR CREEK

CONCEPTUAL ALTERNATIVES ANALYSIS PROJECT 2.2 SCENIC DRIVE

DOWNSTREAM CONVEYANCE IMPROVEMENTS

Alligator Creek Concept1ml Alternatives Anoly.vis Filwl Report

Implementation of this project would increase tlood elevations downstream of Seminole

Drive. Witl:lin the "AC-SVNW'' subbasin, the increased flood elevations would not

create any flooding conditions; as the flooding appears to be contained within the existing

ditch banks. There would be, however, an increase in stage ofO.ll ft in Alligator Creek

at the "AC-SVNW" subbasin outfall (Node 12056) for the 100-yr 24-hr design storm

event. However, the selective maintenance dredging (refer to Section 4.1.3} would more

than offset this stage increase.

4.3 Problem Area 3 Shamrock Blvd and Banyan Drive

This alternative would require replacement of several culverts, including this 22" x 36" pipe under Sunset Beach Drive, with 58" x 91" ell iptical concrete pipe.

[n order to alleviate the flooding at the intersection of Shamrock Boulevard and Banyan

Street, two alternatives were investigated:

4.3.1 B rutyan Drive Culverts and Pond

As shown on Figure 4.3-1, tllis alternative includes replacing the 18" x 29" CMP under

Banyan Drive, nortb of Shamrock Blvd, with two (2) 29" x 45" RCP' s. In order to

provide attenuation for the increased flow rates due to the proposed culverts, and to

reduce the tailwater on the culverts, excavation of approximately 9,700 cubic yards of

material between elevation 12.4 and 17.0 is proposed within the 150' north-south util ity

4-11 J:\I)A'I'A \74126 1 \Repro\Soction4.duc

' -,.,. / \'\.. /

\ f \ I \

\ I ;

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\ I \ ' f

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113'± PROPOSED EXCAVAnON

r "'--~ ~~!~!!NG ~~AD~--- --~· ...•. ---· ~-

\1 EL=12.4 CWI.. ':"

EL-10.4

EL=S.O BOTTOM

SECTION NOT TO SCALE

20' MAINTENANCE

ACCESS

-·-· ·--- --~~- -··· -- - ._.,,.,.._ .... ,~ ~"""' <-""""'W >-.>< ~<

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EL==15.0 TOB

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EXCAVAnON ES 16,600 CU.YDS. 6,900 BELOW C

nMATE

WI.. WI.. 9, 700 ABOVE C

GLEN OAK ....... ,,,,,, .. ,, .. 'T'-·'-··-·-··-····----------,,--.-~----~---····;-···-···-.. --, ... , .. , .. ,,,,,.~-'''''1''"'''"''"'·•-,---• ............. ·1

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REPLACE EXISTING 18"x29" CMPA WITH 40 LF OF TWIN 29"x45" INVERT=12.5 (W)

=12.2 (E)

SARASOTA COUN1Y PUBLIC WORKS

STORMWATER PLANNING



(813) 933-4650


PROJECT 3.1 BANYAN DRIVE CULVERTS AND POND

Alligator Creek Ctmcepltuzl AIJernatives Amtlysis Fillllf Report

and drainage ROW north of the intersection of Shamrock and Banyan. It is

recommended that the limits of excavation remain at least 20' from the existing power

poles, or that the existing power poles be relocated to the eastern edge of the ROW.

This alternative would remedy the I 00- and 25-year FPLOS deficiencies on Shamrock

Boulevard, although there would still be some minor flooding (4") for the 10-year storm.

The project could also provide additional water quality benefits for the area. Currently,

mnoff from the Jacaranda Plaza shopping center to the west of the project area along US

41 does not get treated prior to discharge into Shamrock Lake. By excavating an

additional volume of material below the control water elevation of 12.4, the project could

serve as a wet detention pond that would improve the water quality of Shamrock Lake by

treating the ntnolf from the shopping center. Constntction of a control stntcture wit11 a

bleed-down notch or orifice could also be included for enhanced water quality benefits.

Shamrock and Banyan area, looking north.

One alternative for this area would include expanding the existing wet canal into a linear pond by excavating additional storage within the I SO' right of way to the east.

4.3.2 Repla ce Culverts Under BMyan Drive and Redwood Road

This alternative includes replacing the 18" x 29" CMP under Banyan Drive, north of

Shamrock, with two (2) 29" x 45" RCP's. In addition, approximately 565' of18" pipe

along the south side of Redwood Road would be replaced with 34" x 53" ERCP. The

flood reduction results of this alternative would be similar to tJJe results of Alternative

4.3.1, with no downstream increases in 100-year flood levels. The total cost of this

alternative would also be comparable to that of Alternative 4.3.1 (witl1in 30%), however,

there would be no water quality benefits associated with this alternative. This alternative

is depicted schematically on Figure 4.3-2.

4- 13 J:\OA'I"A\74 1261\RtpM\Sec:Lion4.doo

l

!------· ·--+ ,, .. . . .......... ,,+··········+--·-+·-···----+---..---- --l

.-~"'"'"""i NG 400 JF I LF 34"~53" ERCP VJ;;,l:lb~<&·-···ll.l-i"'.lS.J.fl£..1_:)h'}.LJ_,J,1_-.!_.J!.!_!::: __ ,,i~!~~~-~'=~---·~2 .... .! .............. ~~·-'·- ~-~ ........ J.J ... ,,. ____ k _______ ,L .............. L. ......... .,.,_ .. ,c. ................... J

REPLACE EXISTING 18"x29" CMPA WITH 40 LF OF TWIN 29"x45" ERCP's INVERT=12.5 (W)

=12.2 (E)

GLEN OAK ROAD

SARASOTA COUNlY PUBLIC WORKS

STORMWATER PLANNING

TERRACE



(813) 933-4650

REDWOOD ROAD

N


PROJECT 3.2 BANYAN DRIVE AND REDWOOD ROAD CULVERTS


4.4 Problem Area 4 - Briarwood Ditch

4.4.1 Briarwood Ditch Flood Storage Improvements

This project would solve the two street flooding level of service deficiencies on Tanager

Road, primarily through increasing the flood storage capacity of the three existing ponds

between Fiesta Drive and Geneva Road. No property acquisition would be required, and

the control levels of the lakes would remain at their existing levels. The project includes:

1. Maximizing the flood storage capacity of the Shasta Pond, Tanager Pond, and Morningside Ponds by expanding the lakes to fill the existing lake or park right-of way parcels. In order to realize a significant benefit for the 1 00-year storm event, all three lakes would need to be expanded.

2. Replacing the failing 22" x 36" CMP A under Valencia Drive with a control weir and a 24" x 38" ERCP.

3. Replacing the outfall pipe(s) for Tanager Pond with larger culverts.

This alternative was eliminated from consideration primarily due to the high capital cost,

which can be expected to exceed $500,000.

4.4.2 Briarwood Ditch Outfall Conveyance Improvements

This project, illustrated on Figure 4.4-1, consists of enlarging several culvert crossings

between the Tanager Pond and the north-south canal to Alligator Creek, including the

Valencia Drive crossing and the control structure on the outfall pond. The project would

solve the LOS deficiencies on Tanager Road. Specific details of this project include:

1. Replacing the existing 12" x 18" ERCP outfall pipe for Tanager Pond (to the east) with (2) 19" x 30" ERCP's under Serpula Road.

2. Replacing the failing 22" x 36" CMPA under Valencia Drive with a 38" x 60" ERCP.

3. Grading of the roadside ditch between the downstream end of the proposed (2) 19" x 30" ERCP's under Serpula Road and the upstream end ofthe existing 24" x 38" ERCP under Morningside Road.

4. Replacing the existing 36" RCP under Rosedale Road with a 38" x 60" ERCP.

5. Replacing the existing 30" RCP under Fiesta Drive Gust dis of Shasta Pond) with a 38" x 60" ERCP.

6. Replacing the existing 30" RCP under Mohegan Road with a 38" x 60" ERCP.

4- 15 J:\DA T A \741261 \Report\Section4.doc


7. Grading of the ditch between the downstream end of the proposed 38" x 60" ERCP under Fiesta Drive and the upstream end of the proposed 38" x 60" ERCP under Mohegan Road.

8. Replacing the control structure on the outfall pond (Node 12242). The weir opening should be increased from 22" to approximately 120" and the existing (2) 24" RCP's should be replaced with a 48" RCP.

Implementation of this project would increase the flood elevations in the north-south

portion of the Briarwood ditch (downstream of the outfall pond (Node 12242)) a

maximum of0.28 ft for the 100-yr 24-hr design storm event. The increased stages appear

to be contained within the existing ditch banks. Additionally, there would be a 0.05 ft

increase in flood elevation upstream of the north-south portion of the Briarwood ditch, at

node 12266 (25-acre pond), for the 100-yr 24-hr design storm event. However, there

would be no increase in flooding at node 12266 if the Bal Harbour project is

implemented in conjunction with this project (refer to Section 4.5).

4.4.3 Briarwood Ditch "Pop-Off'' at the Upstream Side of Valencia Rd

This project consists of diverting some of the flow to the north at the upstream side of

Valencia Drive as well as increasing the outfall capacity of pond 12266. The project

would eliminate the LOS deficiencies on Tanager Road. Details of this project include:

1. Adding approximately 535 LF of 38" x 60" ERCP at the upstream side of Valencia Road to connect this system to Pond 12266.

2. Increasing the outfall capacity of Pond 12266 by adding one additional 42" x 60" CMP A to the existing three.

Similar to the previously described alternative (Section 4.4.2), increases in flood

elevation within the north-south portion of the Briarwood ditch would not exceed 0.28 ft

for the 100-year design storm. There would be a 0.11 ft increase in flood elevation for

the 1 00-yr 24-hr design storm event, upstream of the north-south portion of the

Briarwood ditch, at node 12266 (25-acre pond). However, this project in conjunction

with the recommended Bal Harbour Drive project will only yield a net stage increase of

0.02 ft for the 100-yr 24-hr design storm event at this location.

This alternative is not recommended due to a significantly higher expected capital cost

than the conveyance improvement alternative described in Section 4.4.2.

4- 16 J:\DA TA \741261 \Report\Section4.doc

~'.,'"/// .. >".. /"... / r'~·--···{>-~ ... L ......... L .......... J..-~.L-~..J ...... si:c--L.HAk8ou·~--·~Li)i~i&E:······ ······j 01

·\,···('// .>·· .. :~--- --~/· / \ ··················· .,~!::"::DELwooo DRNE / < .. , '··.'/ ~/ ... /·/·\.,_./'rT ·T ···T·····T····-r·· .. ·r····T ..... l ..... T. 1 ··· ! 1

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JlJJ : SCALE: 1"=250'

SHASTA POND

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~~~==liD ;.-~ .. - .... ---'1 . r-0--.. ---··-~·1 1 a ~ .. _ ................... .., I ;.,. ........ _,_, .. ~;, . 0

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~ / I

REPlAct ~XJSnNG CONlROL \\,, SlRUClVR~ w /1 0' WEIR EL=9.0I I

! l I \ \

>~·-····-! ~~


STORMWATER PLANNING

~PARSONS

OUTFALL POND

~ ENGINEERING SCIENCE, INC. Tampa, Florida

(813) 933-4650

REPLAC¢ SXISTING TWIN 24• RCP's \ w /50 L.Jt .fa• RCP INV.=8.~ 4W)

=6.0 (E) I "-~---·---·--·----! /"·-·····--.. --.. -~·-·-~ .............

FIGURE 4.4-1,

I

I

LAKE

PG. 4-17 ALLIGATOR CREEK

CONCEPTUAL ALTERNATIVES ANALYSIS PROJECT 4.2 BRIARWOOD AREA

CONVEYANCE IMPROVEMENTS

Alligator Creek Co11ceptual Alter11atives Aualysis Fhml Report

4.5 P roblem A•·ca 5 - Bat Harbour D•·ive

4.5.1 Bal Harbour Drive I Shamrock Boulevard Drainage Improvements

As illustrated on Figure 4.5-1, the installation of approximately 700 feet of 72" RCP,

l, 180 feet of 48"-54" RCP, and accompanying collection system upgrades would solve

the LOS deficiency on Shamrock Blvd at Bal Harbour, and greatly reduce flood

elevations at three of the LOS deficiencies on Bal Harbour Drive. Included in this project

is the replacement of approximately 1,600 feet of Bat Harbour Drive roadway between

Michigan Drive North to Lakeside Drive. In addition to the resurfacing necessary for the

pipe installations, the profile of the road could be raised slightly (3" - 9") in order to

bring the entire road segment into LOS compliance for the I 00-year flood. Because Bal

Harbour Drive is several feet below adjacent grade throughout most of its 2,500' north

south length. it would be possible to elevate the road significantly with no permanent

impacts to adjacent properties and side streets.

Bal Harbour Drive near Shamrock Blvd.

In addition to frequent tlooding, segments of Bal Harbour Drive exhibit severe cracking of the asphalt and subsidence of concrete curbing due to high groundwater levels. The recommended projects include raising the profile of the road up to 9 inches.

The southemmost LOS deficiency on .Sal Harbour is due to high tail water in the lake to

the west (node 12266). This could be resolved by diverting drainage from the roadway

subbasin to the east, into lake node l2642, which has a much lower flood level.

Approximately 400' of24" RCJ> would be required for the diversion.

Simi larly, the northernmost LOS deficiency on Bal Harbour is due to the high tailwater

of Lake Shamrock (node 12268). Due to overland flow tTansfers of floodwaters fi·om

4- 18 J:\DA 1'A \741 U I \Rcpori\ScCijoo4.d«X:


STORMWATER PLANNING



(813) 933-4650

SARASOTA COUN1Y SCHOOL BOARD GARDEN ELEMENTARY SCHOOL

FIGURE 4.5-1,

600

PG. 4-19 ALLIGATOR CREEK CONCEPTUAL ALTERNATIVES

ANALYSIS PROJECT 5.1 BAL HARBOUR DR./SHAMROCK BLVD. DRAINAGE

IMPROVEMENTS


Lake Shamrock into the Bal Harbour system, it would be difficult to resolve the LOS

deficiencies on Bal Harbour near Shamrock without also lowering the flood elevations at

the north end of Bal Harbour. Flood elevations could be significantly reduced at the

north end of Bal Harbour through the installation of the 1180 feet of 48"-54" RCP

previously mentioned. This component of the proposed system would sever and divert

the north Bal Harbour drainage subbasin (approximately 16.1 acres) from Lake Shamrock

and into the proposed 72" pipe along Bal Harbour, which ultimately would discharge into

Claw Lake.

4.5.2 Bal Harbour/Shamrock Drainage Improvements and Garden School Pond

As illustrated on Figure 4.5-2, similar to Alternative 5.1, upgrading the existing 540 LF

of 24" RCP with approximately 700 LF of 60" -66" RCP and accompanying collection

system upgrades would solve the LOS deficiency on Shamrock at Bal Harbour.

Additionally, creation of a 5-acre pond on the southwest portion of the Garden

Elementary School property would collect and attenuate runoff from the north Bal

Harbour subbasin (16.1 acres) and reduce flood levels at the north end ofBal Harbour by

over 1.5'. This pond would then be routed to the east via 870 feet of 24" x 38" ERCP.

The culvert crossing at Shamrock Blvd, as well as the pipes immediately upstream and

downstream of this roadway crossing, should be increased in capacity to 29" x 45"

ERCP's. Included in this project is the replacement of approximately 800 feet of Bal

Harbour Drive roadway between Michigan Drive North to Lakeside Drive. In addition to

the resurfacing necessary for the pipe replacement, it is recommended that the profile of

the road be raised slightly (3"- 9") in order to bring the road into LOS compliance.

The southernmost LOS deficiency on Bal Harbour is due to high tailwater in the lake to

the west (node 12266). As in the first alternative, this could be resolved by diverting

drainage from the roadway subbasin to the east, into lake node 12642, which has a much

lower flood level. Approximately 400' of 24" RCP would be required for the diversion.

4.5.3 Bal Harbour/Shamrock Drainage Improvements & Shamrock Lake Flapgate

As previously mentioned, it would be difficult to resolve the LOS deficiencies on Bal

Harbour near Shamrock without also lowering the flood elevations at the north end ofBal


I I, PROPOSED

66• RCP

i '

BL 1:1

PROPOSED DElENTION POND 5.0 AC(:i:) CWL•10.65 FW1..•13.2 (100 YR.)

SA.!V'ISOTA COUNlY SCHOOL BOARD GARDEN Et..EMENTA.!'(Y SCHOOL

600

1 "=300'


Harbour, which is also a LOS deficiency. This observation is due to overland flow

transfers of floodwaters from Lake Shamrock into the Bal Harbour system. The two

alternatives previously described would rely upon severing and diverting the north Bal

Harbour subbasin from the Lake Shamrock system to the west and diverting runoff from

the 16.1 acres into the eastern lake system, at a substantial cost.

A third alternative would allow the 16.1 acre north Bal Harbour subbasin to continue to

drain to Lake Shamrock through the existing CMP storm sewer, and install a flapgate on

the end of the pipe that would not allow floodwaters from Shamrock Lake to back up into

the Bal Harbour Drive system during extreme events. This would reduce the burden on

the proposed system between Shamrock Blvd and Claw Lake. This alternative would not

eliminate the LOS deficiency at the north end of Bal Harbour Drive, but it would allow

the other LOS deficiencies on Bal Harbour and Shamrock Blvd to be resolved at a lower

cost. It would also significantly reduce flood elevations for the 25- and 100-year storm

events at the north end ofBal Harbour, although not for the more frequent storms.

The stormwater piping and roadway improvements between Shamrock Blvd and Claw

Lake for this alternative would be identical to that described in Alternative 5.2. This

alternative would not include the 5-acre lake and associated outfall piping. In order to

avoid adverse increases in flood levels in Lake Shamrock due to installation of the flap

gate, an additional 36" pipe would be required to be installed under Shamrock Blvd,

between Lake Shamrock (node 12268) and downstream canal 28-374 (node 12267).

Flood stages would increase slightly at node 12267, however the increase is contained

within the banks of the canal for the 1 00-year design storm. This Alternative is depicted

schematically on Figure 4.5-3.

4.6 Problem Area 6- Jacaranda

This project is not included in the recommended capital improvement plan due to the fact

that the streets are private. However, alternative projects for solving residential street

flooding LOS deficiencies on the three private streets within the Jacaranda Subdivision

were analyzed for the benefit of the homeowner's association, and are presented herein

for informational purposes only:


28-337


STORMWATER PLANNING



(813) 933-4650

EXISTING CMP STORM DRAIN (ASSUMED LOCATION)

SARASOTA COUNTY SCHOOL BOARD GARDEN ELEMENTARY SCHOOL

FIGURE 4.5-3 PG. 4-23 ALLIGATOR CREEK CONCEPTUAL ALTERNATIVES

ANALYSIS PROJECT 5.3 BAL HARBOUR DR./SHAMROCK BLVD. DRAINAGE IMPROVEMENTS & SHAMROCK LAKE FLAPGATE


4.6.1 Enlarge Crossings at Jacaranda Boulevard

This could potentially be accomplished by adding additional pipes to the existing 42" and

48" multiple pipe crossings of Jacaranda Blvd and the golf cart path. AdiCPR modeling

of this alternative confirms that the addition of two (2) 42" culverts under Jacaranda

Boulevard, and three (3) additional 48" CMP culverts under the adjacent golf cart

crossing would be required to solve the LOS deficiencies, for a total cost of

approximately $100,000. However, this alternative would result in adverse increases of

0.07' in the 100-year flood levels of Alligator Creek, downstream of Jacaranda

Boulevard, raising permitting concerns.

4.6.2 Elevate Roadways (lnnisbrook, Pinehurst, and Pebble Beach Court)

The roadway would need to be raised 6" -8" to alleviate the LOS deficiencies. The total

length of roadway to be raised would be approximately 2,650 feet, with total costs

expected to exceed $300,000. This alternative is not recommended due to the high cost

and the inconvenience to the residents associated with the roadway reconstruction.

4.6.3 Additional Flood Storage in Jacaranda Golf Course

Approximately 6.7 acre-feet of additional storage could be gained by lowering the

driving range adjacent to Pond 12620 by an average of 1.5 feet, to elevation 10.5. One of

the four 36" CMP culverts under the golf cart crossing immediately downstream of Pond

12620 would be plugged in order to reduce the flows to the downstream Pond 12618.

This alternative would almost eliminate any offsite increases in flood elevations and

would reduce the number of additional culverts required under Jacaranda Boulevard and

the Golf Cart crossing to 1 pipe and 2 pipes, respectively. The excavation and sod would

add a net cost of approximately $80,000 including engineering and contingency,

assuming an excavation volume of 10,800 cubic yards. The total cost of the project is

expected to be approximately $185,000. Although more costly than Alternative 6.1, this

is the preferred alternative due to the permitting concerns associated with Alternative 6.1.

Figure 4.6-1 depicts the schematic design plan ofthis alternative project.

4-24 J:\DA T A \741261 \Report\Section4.doc

- _)


STORMWATER PLANNING

CWL=B.·l FWL=10.7 YR.) FWL= 1 2.3 1 00 YR.)

I \ \ \ ~ ... ,,

,, -, ,,

28-378



(813) 933-4050

"'' '"•"""·'--.. ······~-----·'"· "'" """'""1


PROJECT 6.3 JACARANDA GOLF COURSE DRAINAGE AND FLOOD STORAGE IMPROVEMENTS

1


4.7 Problem Area 7- Venice East I Quail Lake

4.7.1 Construct Secondary Outfall for Quail Lake (36" Pipe with 10' Weir)

This alternative project would include installation of a pipe under the entrance drive for

the subdivision, and along Indian Hills Blvd to the north-south ditch on the section line.

A control weir would be constructed at elevation 9.75+/- at the upstream end of the

proposed pipe. This alternative would not result in adverse increases in flood elevations

due to the delayed timing of the peak stages in Alligator Creek near the proposed outfall.

Two alternative levels of improvements were investigated. The first alternative consists

of installation of a 36" Pipe with 10' Weir. This project would result in flood level

reductions of 0.19' for the 1 00-year storm within Quail Lake. This is a relatively small

reduction, but it is enough to resolve 5 of the 7 LOS deficiencies in the area, with the

LOS deficiencies at Venice East Boulevard and the intersection of Covey Court and

Quail Lake Drive remaining. The 850' -long pipe would discharge to the upstream side of

Indian Hills Blvd. The total cost would be approximately $200,000.

4.7.2 42" Pipe with 20' Weir, and Venice East Boulevard Interconnect Culvert

This project would result in flood level reductions in Quail Lake of0.43' for the 100-year

storm. This culvert would be 850' in length, and would discharge to the upstream side of

Indian Hills Blvd. In order to solve the LOS deficiencies on Venice East Boulevard and

at Covey Court and Quail Lake, approximately 350' of new 30" RCP could be installed

from Venice East Blvd to the pond at node 12548. This alternative would remedy all 7

LOS deficiencies for a total cost of approximately $320,000.

4. 7.3 Venice East Boulevard Interconnect Culvert Only

In order to solve the LOS deficiency on Venice East Boulevard, and at Covey Court and

Quail Lake, approximately 350' of new 30" RCP could be installed from Venice East

Blvd to the pond at node 12548 (Willow Springs). This project would solve the LOS

deficiencies for the 5- and 10- year storms on Venice East Boulevard, and would

eliminate all flooding on the road for the 25- and 100-year storms. In addition, it would

solve the five (5) LOS deficiencies at node 12566 (Quail Lake). This project would also

make Quail Lake Drive at Covey Court passable for the 5- and 10- year storm events,

4-26 J :\DATA \7 41261 \Report\Section4.doc


although the LOS deficiency at that location would remain for the 1 00-year storm event.

This project would result in a rise of 0.1' for the 1 00-year flood within the receiving lake

in Willow Springs. Based on the existing extent of the 100-year floodplain within

Willow Springs, it does not appear that this rise would result in a significant adverse

impact. Due to the cost effectiveness of this alternative, this project is recommended

over the other two (refer to Figure 4.7-1).

4.8 Problem Area 8 - Venice East Boulevard/ Canal 28-385

4.8.1 Replace twin 48" RCP culverts with 5.5' x 9' box culvert

The proposed culvert at this location (refer to Figure 4.8-1) must accommodate a peak

discharge rate of approximately 370 cfs for the 100-year storm. In this alternative, the

existing twin 48" culverts under Venice East Boulevard within Canal 28-385 would be

removed and replaced with a 5.5' x 9.0' concrete box culvert. This project will solve the

LOS deficiency on Venice East Blvd. The resulting increase in 100-year flood elevations

in the downstream ditch would be less than 0.1 0'. However, this may be considered an

adverse impact due to the existing flooding on Dorchester Drive (node 12417112418). In

order to avoid these downstream impacts, a weir could be installed in the channel

upstream of the proposed culvert that would hold the upstream and downstream 100-year

flood elevations upstream at the existing levels, while eliminating the LOS deficiency on

·the road itself. The weir would add approximately $60,000 to the total capital cost ofthe

project. Maintenance costs associated with the weir could be minimized by installing

orifices at the invert of the existing channel bed that would allow the bed load of

sediment to pass through the structure. Or as an alternative, the weir could be designed

as a sediment trap with an upstream sump that would serve as a dedicated sediment

collection point. The sump would then be cleaned on an annual basis, or as needed to

prevent restriction of the channel.


!i j!:f--~,,,,.,_,,,,,,, I I I

SARASOTA COUNlY PUBLIC WORKS

STORMWATER PLANNING



(813) 933-4650

FIGURE 4.7-1, PG. 4-28 ALLIGATOR CREEK

CONCEPTUAL ALTERNATIVES ANALYSIS PROJECT 7.3 VENICE EAST DRIVE

INTERCONNECT CULVERT

ALSACE

if! -l ;;o

DRIVE Pl •: ... ':~: .. :.:_-::._:~~-···"""i""":;~T'"""'"'·~, --"" fT1 I \,--~

... \..""'""' .. l ............. J ................ ; ....... "2J. .. "J~·····--····

ALSACE

DORCHESTER J r---- ............. , ___ ,

~ ·-""" ··-----) ...... ,.,_,,-[ ... - ..•.. -+.--.-·-•···· i }

VENICE EAST BLVD.

G) 200 100 0 200 400

SCALE: 1"=200'

DRlVE


4.8.2 Venice East Boulevard 58" x 91" ERCP Parallel Culvert

Instead of removing the existing 48" culverts, the additional capacity could be achieved

by installing a parallel 58" x 91" ERCP culvert. The combined conveyance of the 58" x

91" ERCP and the twin 48" RCP's would nearly equal the capacity of a 5.5' x 9' box

culvert, and this would save as much as 10%-15% on the total capital cost of the project.

However, the box culvert alternative is a much "cleaner" design that should result in

lower long-term maintenance costs, a longer life span, improved reliability, and improved

aesthetics.

4.8.3 Add 60" Culvert and Raise Venice East Boulevard

This alternative would involve adding a 60" RCP culvert to the existing twin 48"

culverts, which would remain in place. In addition, the roadway would be raised

approximately 9" from an existing low edge of pavement elevation of 10.96' NGVD to

11.70' NGVD. The addition of the 60" RCP would provide the capacity necessary to

offset the overflow capacity lost due to raising the road 9". In this way, the alternative

would eliminate the LOS deficiency on Venice East Boulevard without any upstream or

downstream impacts. The weir upstream of the proposed culvert would not be required

under this alternative.

To accomplish the elevating of the roadway would require realigning the vertical profile

of approximately 300' of Venice East Boulevard. New pavement, curb and gutter, and

drainage inlets would be required for the 300' ( +/-) segment.

The capital cost of this alternative would be slightly higher than the cost of the first

alternative (the box culvert with upstream weir). Another disadvantage of this alternative

would be the disruption of traffic on Venice East Boulevard associated with the

substantial changes to the roadway. This alternative would also have a shorter lifespan

and lower reliability than the box culvert alternative due to the fact that the existing 48"

RCP culverts are already as much as 20 years old or more. Because of the disadvantages

listed above, this alternative should be rejected in favor of the box culvert alternative

described in Section 4.8.1.

4-30 J:\DA TA\741261 \Report\Section4.doc

Alligator Creek Concepluttl A ltenwtivcs Analy.vis Fimtl Report

4 - 31

One alternative project would include addition of a 60'' RCP culvert next to the existing twi.n 48" RCP's. The profile of Venice East Blvd would also be raised by approximately nine inches.


SECTION 5


PLAN COSTS AND BENEFITS

5.1 Capital Cost Estimates

For purposes ofbudgetary planning and cost effective analysis, cost estimates were made,

in 2002 dollars, of each capital improvement project. Table 5.1-1 summarizes the total

cost estimates for the individual projects, detailed estimates of which are included as

Appendix C. The cost estimates are based on the conceptual design and are subject to

change pending completion of a more detailed design process. Costs for the line items

were estimated based on past or current similar Parsons ES projects, and by consulting

the FDOT 1- and 3-year cost history listings dated February 2001.

The cost estimates include a 20% miscellaneous construction and restoration contingency

allowance for utilities, maintenance of traffic, best management practices, etc. A factor

of 15% of the construction cost was then applied to cover the County's internal project

management and administration costs. An amount equal to 30% of the construction cost

was also included for consulting fees for land surveying, geotechnical investigations,

engineering, environmental permitting, and construction engineering services. Where

applicable, an additional 15% was added to cover potential costs for acquisition of

additional right-of-way and/or easements, including temporary construction easements.

For the purposes of comparing project costs and benefits, it was necessary to select a

recommended alternative for each problem area. The shaded rows in Table 5.1-1 indicate

the six recommended CIP projects (and one maintenance project). As previously

discussed in Section 4.0, the recommended projects are not necessarily those with the

least capital cost. The alternatives analysis considered factors other than cost including

permitting issues, maintenance and operation costs, water quality benefits, and County

wide LOS objectives. The costs and benefits of the recommended alternatives are

discussed further in Section 5.3.

5 - 1 J:\DA TA \741261\Report\SectionS.doc

Alligator Creek Conceptual Altertuztives Analysis Final Report

Proj ect lD

Table 5.1-1 Conceptual Opinion of Project Capital Cost

(Shaded rows indicate recommended alternative)

Project Name

1. Lowe•· Alligator Creek l.l Shamrock Drive Causeway Box Culvert

1.2 Shamrock Drive Causeway 38" x 60" Culverts

1.3 Selective Dredging (maintenance project - no/ included in CIP)

2. Scenic Drive 2. 1 Scenic Drive Pond Outfall to Intracoastal Waterway 2_2 Scenic Drive Downstream Conveyance Improvements

3. Shamrock and Banyan 3. 1 Replace Banyan Drive Culverts + Excavate Storage in 150' RJW

3.2 Replace Banyan Drive Culverts and Redwood Road Storm Sewer

4. Brianvood Oitcb 4.1 Briarwood Area Lake Storage improvements

4.2 Briarwood Area Conveyance improvements

4.3 Briarwood Ditch "Pop-Oil" Culvert

5. Bal Harbour Drive 5.1 Bal Harbour/Shamrock B lvd Drainage Improvements

5.2 Bal Harbour/Shamrock Blvd Drainage Improvements and Garden Elementary School Pond

5.3 Bal Harbour/Shamrock Blvd Drainage improvements and Lake Sharo.rock F lapgate

Total Cost $

$110,559

$204,982

$189,228

$184,566

$368,672

$148,219

$190,688

$637,207

$141.305 $241,844

$1.572.478

$1,722.942

$864,639 6. Jacaranda (not included in CJP-cost figures provided for ilrformationat purpose only.} 6.1 Enlarge Crossings at Jacaranda .Boulevard $125,000

6.2 Elevate Roadways (lnnisbrook, Pinehurst, & Pebble Beach Ct) $625,000

6.3 Additional Flood Storage io Jacaranda Golf Course $230,000

7. Venice East I Quail La.ke 7. 1 Construct Secondary Outfall for Quail Lake, 36" Pipe + I 0' Weir $200,341

7.2 42" Pipe + 20 ' Weir, and Venice East Blvd Interconnect Culvert $319,850

7.3 Venice East Boulevard Interconnect Culvert Only $83,755

8. Veni.ce East I Canal 28-385 8.J Replace twin 48" RCP cui verts with 6' x 10.5' box culvert $241 869 8.2 Raise Venice East Boulevard $208,084

8.3 Add 60" Culvert and Raise Venice East Boulevard $282,692

5- 2 J:\DAT A \74116 1 \Report\St'CI ion5 .doc


5.2 A voided Flood Damages

In order to quantify the flood protection benefits associated with each of the capital

improvement alternatives analyzed, a cost-effective analysis was conducted for each

alternative. In the cost-effective analysis, the projected avoided damages, or benefits,

associated with each flood event were calculated based on the damages avoided by the

reduction in flood levels. The Sarasota County Stormwater Environmental Utility (SEU)

has developed a method of projecting damages associated with flood events. This

method was used for this analysis. For a detailed explanation of SEU's method, the

reader is referred to "Projecting Damages Associated with Flooding- A Proposed Cost

Effective Analysis for Stormwater Projects -Version 1.7" dated 7118/00. This method

allows SEU to determine the cost-effectiveness of proposed CIP projects by comparing

the capital cost of the proposed project to the projected avoided damages associated with

the reduction in flood levels. The components of the avoided damage calculations are

summarized below:

• Building Damages (BD)- Structural damage associated with flooded residences; calculated as a function of the depth of flooding and the assessed value of the property.

• Content Damages (CD) - Damage associated with contents of flooded residences; calculated as a function ofBD.

• Automobile Damages (AD) - Damage to flooded automobiles; calculated as a function ofthe number of flooded structures (#FS).

• Exterior Property Damages (PD) - Damage to landscaping of flooded lots; calculated as a function of the number of houses in the horizontal floodplain (#HFP).

• Displacement Costs for Flooded Structures (DISF) - Per diem cost associated with uninhabitable residences; calculated as a function of#FS.

• Displacement Costs for Structures in the Floodplain (DIS) - Per diem costs associated with non-accessible homes, but structure does not flood; calculated as a function of#HFP.

• Lost Wages or Business Income (LBI)- Costs associated with time off from work and/or loss of commercial business due to flooding. Lost wages are calculated as a function of #FS and #HFP. Currently the analysis does not include lost business income, however, SEU staff are analyzing how flooding impacts businesses such that this component can be incorporated into this analysis.

• Road Detour Costs (RD) - Costs associated with detouring due to street flooding; calculated as a function of detour length and average annual daily traffic (AADT).

5-3 J:\DA TA \741261\Report\SectionS.doc


• Public Works Costs (PW) - Estimated costs incurred by the Public Works Department in dealing with each flood event. Associated costs could include: time spent by County staff answering and documenting flooding complaints, field investigation of flooding complaints, time spent placing and removing detour signs due to roadway flooding.

• Flood Insurance Costs - Flood insurance premiums that would be avoided if structure is removed from the floodplain; calculated as a function of the assessed value of the property.

Some assumptions were necessary to estimate some of the individual components above

and are described as follows:

During the analysis it was observed that access to entire neighborhoods/subdivisions

might be denied due to roadway flooding at the entrance(s) to particular subdivisions (see

next paragraph). Although these particular structures are not contained within the

horizontal floodplain, damages were accounted for in the analysis. Depending on the

time of the flood event, some residents may not be able to get home while others may not

be able to get to work. To account for this, the number of structures that would be denied

access, either in or out, was split between DISP and LBI; however the duration was

assumed to be less than those structures actually within the horizontal floodplain.

Additionally, in calculating avoided Road Detour Costs (RD) it was assumed that

avoided damages would be realized if an impassable roadway became passable. As

defined in Sarasota County's adopted Level of Service Criteria, "Roadway flooding <6"

at the outside edge of pavement is considered passable". In determining detour routes, it

was assumed that a particular roadway classification would be re-routed to the same

roadway classification (i.e. a collector road will be re-routed to another collector road).

Average annual daily traffic (AADT) values for specific roadway classifications typically

used on other stormwater projects were supplied to Parsons by Sarasota County and are

listed in Table 5.2-1. It should be noted that this method could be sensitive to the actual

volumes of traffic on individual flooded roads.

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Table 5.2-1- Typical AADT Values Used in Avoided Damages Calculations

Roadway Classification AADT

Neighborhood\ Local 2,000

Collector 5,000

Arterial 10,000 and up

Evacuation 45,000 ...

Source: Sarasota County Pubhc Works, Stormwater Planmng DIVISion

Based on these components, the projected avoided damages are annualized by

constructing a plot of avoided damages versus probability of occurrence. The integral of

the resulting function yields the expected annual value. In this analysis, the integral was

obtained using the trapezoidal rule of integration. A present worth analysis is necessary

to compare the total expected avoided annual damages to the cost of the CIP. In the

analysis, an interest rate of 5% was used for the entire 50-year project life. This result is

compared to the cost of the improvement project to approximate the cost-effectiveness of

the project. Table 5.2-2 summarizes the avoided flood damages for the six recommended

CIP projects:

Table 5.2-2 A voided Flood Damages

Project Flood Protection ID Project Name Benefits

2.1 Scenic Drive- Outfall to Intracoastal Waterway $407,000

3.1 Culverts Under Banyan Drive+ Storage in 150' ROW $399,000

4.2 Briarwood Area Conveyance Improvements $52,000

5.1 Bal Harbour/Shamrock Blvd Drainage Improvements $732,000

7.3 Quail LakeN enice East Blvd Interconnect Culvert $70,000

8.1 Venice East Boulevard 5.5' x 9.0' Box Culvert $114,000

Total $1,774,000

Project 1.3 - Selective Maintenance Dredging, is a periodic maintenance activity that is

recommended to ensure that Alligator Creek continues to provide the capacity necessary

to convey the 1 00-year flood flows without adverse flooding of streets and structures.

Therefore, no avoided flood damages (or capital costs) were assigned to this activity.


Alligtttor Creek Co11cepf11al Altemlltives Antilysis Fitwl Report

In order to quantify the flood protection benefits of the recommended plan with respect to

established flood protection level of service (FPLOS) criteria, the results from the

AdlCPR modeling of the six recommended CIP projects were compared with structure

and street elevations in a manner simi lar to the existing conditions FPLOS analysis

described in Sect ion 3.3. The recommended plan would remedy aU of the structure

FPLOS deficiencies. The proposed conditions County road FPLOS is presented in Table

5.2-3. Tllis table includes only those County-maintained roadways that were identified as

existing conditions FPLOS deficiencies in Section 3.3. The locations of the existing

conditions FPLOS deficiencies are located on Figure 3- 1.

Table 5.2-3- Proposed Conditions Street FPLOS, AJligator Creek

l I = Remaining County Road FPLOS Dcl1cicncy

Road Low Edge of l Node Comouted Flood Stal!cs for 24-Hour Storm

ID Intersection Designation P:IVCOlCill El. lD 2-Ycar 5· Ye<lr 10-Ycar 25-Ycar 100·Ycnr

2 ~7.urc Road local 11.81 12030 10.42 11.42 12.02 12.47 13 22 5 it'cmpono Dr (Allii!Alor) local 5.01 12052 3.75 5.07 $63 5.71 5.81

7 WistCliO local 14.50 12136 13.36 13.88 14.25 14.56 15.21

9 h'aruP ""' uta local 14.54 12254 13.18 13.66 13.95 14,50 15.52

10 ir ~~~~~&c:rNalcncia local 14.66 U251 13.17 13.64 IJ .!n 14.46 15.52

13 uniJX.-r Road local 13.45 12268 12.22 12.82 13.53 14.03 14.81

14 Michik:U.IBtll 1-lnrbor local IJ.OO• 12641C 11.53 12.35 12.84 13.23 13.76

15 llalllarlxl.-,;~ local 12.50• 1264 1 11.50 12.00 12.38 12.72 13.28

16 Do l llarborfl.akesidc local 12.87 1264 1 11.50 12.00 12.38 u.n 13.28

17 Bol llarbor/Shanttock colleclor 12.81 12641 11.50 12.0() 12.38 12.72 13.28

17. 1 llal l tart>or South local 12.3 126416 11.50 12.03 12.38 12.67 13.16

18 l<.ill<i= Ct. ( cui.<Jo.-'<1<) local 10.75 12566 10.36 10.78 11.02 11.26 11.73

19 Ouail Lake Dr/ Killdeer Cr local 10.8 12566 10.36 10.78 11.02 11.26 11.73

20 Quail Lake Dr/ Waxwil~g C1 local 10.8 12566 10.36 10.78 11.02 11.26 11.73

21 Quail Lake Dd WAX~>-q Cr local 10.8 125<'o6 10.36 10.78 11.02 11.26 11.73

22 Covey Cl/ Covey Cr local IO.M 12566 10.36 10.78 11.02 11.26 11.73

23 Qu>lill..okc Dr/ Covcv Cl local 10.67 12568 10.33 Ill. 71 11.04 11.34 11.71 24 May At>t>le Way local 11.38 12530 10.09 10.84 11.28 ll.71 12.40

25 Sou1hcm Pine CltClc local 13.37 12479 12.84 13.35 13.60 13.85 14.43

40 Venice lla:;t/ Ouail l.okc Dr collcotor 11.5 12570 10.27 10.68 10.?9 11.29 11.56 42 Venice East Blvd collector 10.% 12446 7.57 8.89 9.49 10.08 11.60

43 Shllmrock Bl..vtlony•n Dr collector 15.31 12282 14.74 15.40 1$.64 15.79 16.06

From the table above, it is apparent that the recommended plan would resolve the

majority of the County roadway FPLOS deficiencies within the Basin. The remaining

5-6


FPLOS deficiencies are generally isolated or "borderline" cases that cannot be addressed

economically.

Appendix B provides a design flood elevation companson between the proposed

conditions (recommended plan "A") and the existing conditions, for the 2, 5, 10, 25, and

100-year design storm events.

5.3 Cost and Benefit Comparison

Table 5.3-1 provides a comparison between the estimated costs and the avoided flood

damages for each recommended project, and for the plan as a whole (Plan "A"). From

the comparison, it is apparent that some of the individual projects are more cost effective

than others. However, it is believed that when taken as a whole, the six recommended

projects are cost effective, when the intangible benefits are also considered.

Table 5.3-1- Project Cost and Flood Protection Benefit Comparison, Plan "A"


ID Project Name Total Cost Benefits 2.1 Scenic Drive - Outfall to Intracoastal Waterway $184,566 $407,000

3.1 Culverts Under Banyan Drive+ Storage in 150' ROW $148,219 $399,000 4.2 Briarwood Area Conveyance Improvements $141,305 $52,000 5.1 Bal Harbour/Shamrock Blvd Drainage Improvements $1,572,478 $732,000 7.3 Quail LakeN enice East Blvd Interconnect Culvert $83,755 $70,000


Total $2,372,193 $1,774,000

Intangible Benefits- In addition to the flood protection benefits quantified in Section 5.2,

the Alligator Creek Flood Protection hnprovement Plan will have several intangible

benefits. Monetary values have not been assigned to these factors due to the highly

subjective nature of most components. However, they should generally be considered

when deciding whether to go forward with a particular project. The intangible factors

include, but are not limited to:

• Water quality benefits • Reductions in maintenance and operations cost

5-7 J:\DA TA\741261 \Report\Section5.doc


• Public health concerns (for example, impact on septic systems) • Public safety, including access of emergency vehicles • Public perception and community support • Consistency with flood protection level of service objectives of the County

Comprehensive Plan, BCC Policy, and the Federal Emergency Management Agency (FEMA).

Within the Alligator Creek Flood Protection Improvement Plan, several of the projects

have intangible benefits. All of the projects would improve public health and safety, and

would improve the County's compliance with its LOS objectives. In addition, Project

3.1, (Shamrock and Banyan) has potential water quality benefits as previously described

in Section 4.3. Project 4.2 (Briarwood Ditch) would replace several old culvert crossings

with new culverts, reducing maintenance costs by increasing the life span of the existing

culverts. Project 5.1 (Bal Harbour Drive) includes replacing 1,600 feet of deteriorating

roadway with new pavement, curb and gutter, and inlets, elevating the roadway above the

water table. This project would improve the existing road surface and thereby reducing

the future roadway maintenance costs. Table 5.3-2 lists some of the intangible benefits

associated with each project.

Project ID

2.1 3.1 4.2 5.1 7.3 8.1

Table 5.3-2 -Project Intangible Benefits

WQ =Water quality benefits O&M = Reductions in maintenance and operations cost

PH= Public health concerns (for example, impact on septic systems) PS = Public safety, including access of emergency vehicles

CS =Public perception and community support FPLOS =Consistency with flood protection level of service objectives

Project Name Intangible Benefits

Scenic Drive- Outfall to futracoastal Waterway FPLOS, PH, PS

Culverts Under Banyan Drive+ Storage in 150' ROW FPLOS, PH, PS, WQ

Briarwood Area Conveyance Improvements FPLOS, PH, PS, O&M

Bal Harbour/Shamrock Blvd Drainage Improvements FPLOS, PH, PS, O&M, CS

Quail LakeN enice East Blvd futerconnect Culvert FPLOS, PH, PS

Venice East Boulevard 5.5' x 9.0' Box Culvert FPLOS, PH, PS, O&M

Alternative Plans - Based upon the available data and conceptual analysis as presented

herein, it is believed that the recommended plan (Plan "A") is cost effective, feasible, and

permittable. However, as conceptual-level capital improvement plans enter the



implementation phase, it often becomes necessary to revisit certain recommendations (or

portions thereof) as newer and more detailed information becomes available regarding

design constraints, funding issues, public perception, etc. With that in mind, it is

desirable to identify up front any functionally equivalent alternatives that may exist. In

certain circumstances, it may also be desirable to identify any alternatives that would

provide a reduced level of service at a reduced capital cost, but with a higher benefit to

cost ratio.

For example, an alternative recommended plan (Plan "B") is presented that is cost

effective solely based on flood protection benefits. Plan "B" is identical to Plan "A"

except that Bal Harbour Alternative 5.3 is substituted for Alternative 5.1. As described in

Section 4.5.3, this alternative plan would not remedy the FPLOS deficiency at the north

end of Bal Harbour Drive, and it includes only 800 linear feet of roadway replacement

instead of 1,600 feet. The capital costs and avoided flood damages for Plan "B" are

compared in Table 5.3-3.

Alternative Plan "B" would be the recommended plan if it were deemed necessary to

financially justify the projects solely from a flood protection standpoint. Plan "B"

greatly improves the flood protection benefit to cost ratio, but at the expense of some

intangible benefits, including a portion of the operation and maintenance cost savings,

and potentially, public perception and community support.

Table 5.3-3 - Project Cost and Flood Protection Benefit Comparison, Plan "B"



2.1 Scenic Drive - Outfall to Intracoastal Waterway $184,566 $407,000



5.3 Bal Harbour/Shamrock Blvd Drainage Improvements $864,639 $701,000

7.3 Quail LakeN enice East Blvd Interconnect Culvert $83,755 $70,000


Total $1,664,354 $1,743,000



Within several of the problem areas, two alternatives were developed that have

comparable capital costs, and are nearly equivalent in terms of hydraulic performance,

level of service, and avoided damages. Table 5.3-4 lists these functionally equivalent

alternatives and their respective costs:

Table 5.3-4 -Functionally Equivalent Alternatives with Comparable Costs

Cost Comparison Project Project Name with Recommended

ID Alternative 3.2 Banyan Dr Culverts and Redwood Road Storm Piping Within 25% of3.1

5.2 Bal Harbour/ Shamrock Blvd Drainage Improvements Within 10% of5.1 and Garden Elementary Pond

8.2 Venice East Blvd Parallel 58" x 91" ERCP Within 15% of8.1

5- 10 J :\DATA \741261 \Report\Section5.doc


SECTION6


CONCLUSIONS AND RECOMMENDATIONS

The purpose of this report is to provide Sarasota County Stormwater with a tool to help

determine and prioritize the flood protection capital improvements within the basin.

From the original nine (9) identified project areas, the Shamrock Drive Bridge and the

Alligator Place Flood Storage Facility were determined to be unnecessary. A third

project (Jacaranda) was determined to serve only private streets and therefore is not

included in the recommended capital improvement plan. Of the remaining areas,

alternative projects were analyzed in detail and six (6) CIP projects were selected from

the alternatives that meet the level of service objectives in a cost effective manner.

Permitting issues and feasibility were also considered in the selection of recommended

alternatives.

.t

From the comparison of costs and benefits, it is apparent that some of the individual

projects are more cost effective than others. However, when taken as a whole, the six

recommended projects are cost effective, with estimated capital costs totaling

approximately $2.4 million. In addition, periodic maintenance dredging around the

bridges over Alligator Creek at Shamrock Drive and at U.S. 41 is necessary to ensure that

Alligator Creek continues to have the capacity necessary to convey the 1 00-year flood

flows without adverse flooding in streets and structures.

This planning phase included the identification of several alternative solutions to the

flooding problems within the basin, and an analysis of the alternatives with respect to the

costs and benefits of each. Conceptual designs were prepared that are sufficient to

evaluate project effectiveness, permitting issues, construction feasibility, and cost

effectiveness. Should the County decide to implement the recommended plan, each of

the six projects should be subjected to a more detailed design process that begins with

J:\DAT A \741261 \Report\Section6.doc


construction level ground surveys, geotechnical investigations, and subsurface utility

investigations.

6-2 J:\DAT A\741261 \Report\Section6.doc

APPENDIX A

EXISTING CONDITIONS DESIGN FLOOD ELEVATIONS

Alligator Creek Existing Conditions Flood Elevations in feet NGVD 1929 Updated 9/13/2002, using 0.25 second time step 24-Hour SCS type II modified rainfall ,

NODENAME 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H 12000 2.50 2.50 2.50 2.50 2.50 12001 4.88 4.38 4.38 4.38 4.38 12002 6.61 5.89 5.59 5.22 4.70 12003 5.59 5.56 5.55 5.53 4.90 12004 4.05 3.71 3.52 3.31 2.92 12005 10.89 10.81 10.74 10.50 9.61 12006 7.15 7.11 7.10 7.07 6.77 12007 5.00 4.98 4.96 4.94 4.39 12008 5.98 5.85 5.75 5.60 5.38 12009 7.36 7.30 7.24 7.18 7.08 12010 8.42 7.80 7.71 7.58 7.38 12011 5.58 4.97 4.60 4.20 3.39 12012 5.70 5.05 4.64 4.23 3.42 12013 6.41 5.32 4.91 4.52 3.65 12014 6.82 6.15 5.89 5.60 4.77 12016 7.12 6.52 6.24 5.95 5.03

' 12017 7.55 6.94 6.70 6.50 5.66 12018 7.83 7.20 6.96 6.75 5.86 12019 8.19 7.80 7.64 7.47 6.69 12020 8.83 8.39 8.21 8.02 7.15 12021 9.69 8.99 8.61 8.24 7.20 12022 10.33 9.79 9.51 9.27 7.81 12023 10.94 10.34 10.04 9.68 8.10 12024 11.27 10.49 10.17 9.82 8.95 12025 11.68 10.94 10.44 10.01 9.13 12026 14.49 14.35 14.24 14.12 13.93 12027 12.97 12.81 12.39 11.38 11.03 12028 14.27 14.08 13.96 13.77 13.44 12029 12.85 12.07 11.72 11.25 10.25 12030 13.20 12.44 11.97 11.40 10.42 12031 13.21 12.47 12.03 11.54 11.34 12032 13.22 12.58 12.49 12.33 12.03 12033 13.48 12.70 12.24 12.02 11.60 12034 13.76 12.91 12.63 12.45 11.92 12035 14.07 13.20 13.07 12.87 12.27 12036 14.36 13.75 13.58 13.33 12.64 12037 14.50 14.20 13.99 13.70 12.72 12038 14.76 14.32 14.06 13.67 12.72 12039 'i4.56 14.20 13.99 13.70 12.72 12040 14.73 14.05 13.82 13.69 12.71 12041 14.74 14.05 13.50 12.87 12.22 12042 5.95 5.68 5.52 5.08 4.25 12043 6.79 6.70 6.50 5.88 5.07 12044 8.13 7.92 7.43 6.66 5.92 12045 4.42 4.28 4.20 4.12 3.95 12046 9.44 9.16 8.82 8.51 7.90 12048 5.55 4.93 4.53 4.11 3.31 12049 8.73 8.62 8.28 7.71 6.65

Exist_ Septo2.xls 1of17

Alligator Creek Existing Conditions Flood Elevations in feet NGVD 1929 Updated 9/13/2002, using 0.25 second time step, 24-Hour SCS type II modified rainfall

NODENAME 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H 12050 5.88 5.25 4.85 4.42 3.54 12051 9.10 9.03 8.92 8.47 8.34 12052 5.88 5.73 5.65 5.22 3.83 12053 10.91 10.87 10.59 10.05 9.47 12054 5.88 5.25 4.85 4.42 3.87 12055 11.96 11.75 11.35 10.71 9.84 12056 5.93 5.31 4.92 4.48 3.59 12057 12.34 12.10 11.69 11.00 10.13 12058 12.55 12.29 11.94 11.29 10.38 12059 12.75 12.36 12.01 11.34 10.66 12060 13.16 12.46 12.05 11.35 10.95 12061 13.27 12.78 12.56 12.34 11.92 12062 6.05 5.44 5.05 4.61 3.70 12063 14.64 14.29 14.08 13.73 13.04 12064 8.15 7.59 6.67 5.70 4.27 12065 7.73 7.63 7.10 6.26 5.96 12066 5.97 5.63 5.33 4.61 3.61 12067 6.15 5.55 5.17 4.74 3.82 12068 6.15 5.55 5.17 4.90 4.73 12069 6.37 6.12 5.97 4.93 4.44 12070 6.63 6.24 6.02 5.71 4.70 12072 8.10 6.69 6.40 6.12 5.54 12073 8.17 7.78 7.40 6.90 5.96 12074 9.02 8.58 8.32 7.73 7.19 12075 9.79 9.21 8.83 8.35 7.80 12076 11.43 10.20 9.90 9.00 8.33 12077 12.02 10.75 10.40 9.53 9.07 12078 12.31 11.26 10.96 10.03 9.53 12079 12.51 11.72 11.35 10.63 10.16

12079A 12.64 11.97 11.63 11.07 10.60 12080 11.44 11.33 11.27 11.20 10.99 12081 15.35 15.33 15.30 15.25 15.06 12082 15.30 15.26 15.22 15.16 14.77 12083 15.14 15.08 15.05 14.99 14.56 12084 15.04 14.89 14.76 14.58 13.89 12085 14.76 14.55 14.36 14.20 13.53 12086 14.38 14.22 14.02 13.86 13.33 12087 14.08 13.73 13.57 13.39 12.91 12088 13.21 13.12 13.01 12.88 12.43 12089 12.62 12.47 12.41 12.35 11.97 12090 11.52 11.37 11.33 11.28 10.99 12091 10.96 10.63 10.52 10.44 9.92 12092 10.24 9.49 9.19 8.70 7.96 12094 13.31 12.84 12.54 12.38 12.22 12095 12.89 12.36 12.02 11.34 10.82 12096 13.02 12.50 12.14 11.71 11.40 12097 13.10 12.55 12.23 11.92 11.62

12097A 13.15 12.58 12.29 12.02 11.71

Exist_ Sept02.xls 2of17


NODENAME 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H 12098 13.27 12.75 12.53 12.36 12.10 12099 13.63 13.06 12.88 12.73 12.49 12100 7.49 7.09 6.87 6.56 5.57

121000 15.70 15.57 15.48 15.40 15.25 121001 15.71 15.57 15.49 15.40 15.25 121005 10.88 10.45 10.26 10.06 9.70 121006 11.60 11.42 11.32 11.18 10.83 121007 11.70 11.53 11.44 11.30 11.05 121008 12.29 12.05 11.95 11.74 11.34 121009 11.60 11.42 11.31 11.18 10.83 12101 11.47 11.26 11.03 10.83 10.52 121010 11.60 11.41 11.30 11.16 10.82 121011 11.60 11.41 11.30 11.16 10.82 121012 11.57 11.38 11.27 11.14 10.81 121013 11.57 11.38 11.27 11.14 10.81 121014 11.55 11.36 11.25 11.12 10.79 121015 11.55 11.36 11.25 11.12 10.79 121016 11.54 11.35 11.24 11.11 10.78 121017 10.70 10.64 10.63 10.62 10.57 121018 10.64 10.54 10.52 10.51 10.46 121019 10.51 10.46 10.43 10.42 10.39 12102 8.36 8.08 7.92 7.70 6.64 121020 10.28 10.22 10.19 10.19 10.15 121021 10.11 10.04 10.01 10.00 9.97 121022 9.84 9.73 9.66 9.63 9.60 121023 9.30 9.30 9.30 9.30 9.30 121024 11.60 11.43 11.32 11.18 10.84 121025 11.57 11.38 11.27 11.14 10.80 121026 11.57 11.38 11.27 11.13 10.79 121027 11.57 11.38 11.28 11.14 10.80 121028 11.55 11.38 11.28 11.15 10.80 12103 11.07 10.80 10.65 10.50 10.21 121035 13.29 12.79 12.35 11.90 11.19

121035A 13.33 12.85 12.40 12.06 11.87 121036 14.35 14.28 14.24 14.18 13.92 121037 14.47 14.38 14.32 14.24 13.95 121038 15.18 15.11 15.05 14.98 14.80 121039 15.24 15.15 15.09 15.00 14.82 12104 10.86 10.66 10.55 10.44 10.22 121040 15.41 15.38 15.37 15.35 15.30 121041 15.64 15.56 15.53 15.49 15.39 121042 15.62 15.54 15.50 15.44 15.21 121043 15.63 15.55 15.50 15.44 15.33 121045 11.69 11.50 11.38 11.23 10.85 121046 11.75 11.56 11.42 11.26 10.86 121047 12.18 11.91 11.80 11.67 11.50 121048 12.85 12.71 12.67 12.62 12.55 121049 12.89 12.75 12.71 12.66 12.59



NODENAME 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H 12105 9.29 9.08 8.96 8.76 7.69 12106 11.54 11.32 11.11 10.72 9.93 12107 12.13 12.00 11.88 11.67 11.18 12108 13.23 13.02 12.76 12.28 11.29 12109 13.29 13.09 12.84 12.38 11.48

12109A 13.33 13.10 12.85 12.40 11.53 12110 13.37 13.17 13.10 12.89 11.72 12111 10.07 9.85 9.72 9.52 8.55 12112 13.43 13.14 13.02 13.00 12.80 12113 10.66 10.44 10.31 10.10 9.17 12114 14.07 13.62 13.39 13.31 13.21 12115 11.29 11.08 10.94 10.72 9.79 12116 15.29 15.03 14.59 14.15 13.40 12117 11.75 11.54 11.41 11.18 10.26

12117A 14.18 13.94 13.79 13.65 13.38 12118 14.95 13.61 13.61 13.61 13.61 12119 15.18 13.87 13.08 12.39 11.63

12119A 15.02 13.95 13.79 13.65 13.38 12120 15.95 15.52 15.23 14.70 13.87 12121 15.21 13.92 13.16 12.49 11.70

12121A 15.37 14.80 14.70 14.64 14.39 12122 16.01 15.57 15.33 15.20 14.84 12123 15.88 14.31 13.98 13.75 13.31 12124 15.22 13.95 13.19 12.54 11.73 12125 15.22 13.96 13.21 12.56 11.76 12126 15.22 13.96 13.22 12.57 11.77 12127 15.22 13.97 13.23 12.59 11.78

12127A 15.25 14.01 13.28 12.62 11.82 12128 15.79 15.14 14.79 14.32 13.37 12129 15.25 14.39 14.31 14.22 14.04 12130 15.80 15.21 14.89 14.41 13.44 12131 15.80 15.40 15.07 14.51 13.65 12132 15.75 15.19 14.94 14.50 13.51 12133 15.80 15.29 14.98 14.51 13.51 12135 15.80 15.29 14.99 14.52 13.53 12136 15.80 15.29 14.99 14.52 13.55 12138 15.77 15.16 14.95 14.51 13.52 12139 15.77 15.17 14.95 14.75 14.48 12140 15.77 15.01 14.09 13.34 12.28 12141 15.80 15.02 14.09 13.34 12.28 12142 15.80 15.02 14.09 13.34 12.49 12143 15.76 15.01 14.09 13.34 12.28 12144 15.77 15.15 14.95 14.51 13.90 12145 15.85 15.40 15.18 14.95 14.55 12146 15.80 15.29 14.98 14.51 13.50 12147 15.80 15.21 14.89 14.41 13.44 12149 15.77 15.34 15.05 14.53 14.04 12150 6.18 5.58 5.19 4.78 3.87

Exist_ Sept02 .xis 4of17


NODENAME 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H 12151 8.40 6.83 6.29 5.71 4.79 12153 8.42 6.86 6.31 6.01 5.37 12157 10.11 9.60 9.36 9.27 9.04 12159 15.19 14.91 14.62 14.27 13.60 12161 15.19 14.91 14.62 14.27 13.60 12163 15.19 14.91 14.62 14.27 13.60 12164 14.98 14.91 14.67 14.30 13.61 12165 14.95 14.91 14.67 14.31 13.90 12170 6.92 6.68 6.66 6.64 6.61 12171 15.43 15.41 15.39 15.36 15.18 12172 15.44 15.42 15.40 15.37 15.26 12173 15.88 15.82 15.74 15.67 15.45 12174 16.03 16.00 15.97 15.87 15.54 12175 16.11 16.05 16.01 15.94 15.57 12176 16.12 16.06 16.02 15.96 15.64 12177 16.12 16.06 16.02 15.95 15.62 12178 15.44 15.41 15.39 15.36 15.18 12179 8.21 7.80 7.50 7.07 6.33 12180 6.92 6.21 5.73 5.30 4.16 12184 7.17 6.47 6.01 5.57 4.42 12186 8.32 8.17 8.09 7.99 7.82 12188 7.52 6.85 6.42 5.93 4.73 12190 7.95 6.91 6.49 6.01 4.82 12191 9.35 9.20 9.02 8.82 8.43 12193 8.56 7.60 7.16 6.60 5.28 12194 8.70 8.53 8.45 8.37 8.22 12195 13.13 13.00 12.94 12.87 12.75

12195A 9.82 9.73 9.68 9.64 9.56 12196 13.13 13.00 12.94 12.87 12.75 12197 8.65 7.72 7.30 6.75 5.41 12198 10.76 10.57 10.47 10.39 10.22 12199 12.17 12.04 11.93 11.81 11.63 12200 8.56 8.11 8.09 8.08 8.04 12202 8.93 8.06 7.66 7.10 5.78 12203 9.23 8.50 8.20 7.80 7.08 12204 11.67 11.48 11.34 11.21 10.95 12205 9.41 8.81 8.57 8.28 7.82 12210 9.73 9.29 8.97 8.67 8.11

12210A 6.95 6.07 5.55 4.99 3.93 12240 8.61 8.27 8.20 8.05 7.52 12241 11.77 11.14 10.81 10.36 9.12

12241A 11.88 11.26 10.94 10.50 9.24 12242 12.56 12.49 12.20 11.82 11.18 12243 14.20 13.69 13.44 12.92 12.35 12244 13.42 13.19 12.85 12.42 11.51

12245A 14.09 13.78 13.41 12.94 11.79 12246 14.12 13.81 13.44 12.98 11.84 12247 14.46 14.16 13.78 13.29 11.93



NODENAME 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H 12248 14.49 14.19 13.82 13.36 12.31 12249 15.67 15.32 14.92 14.48 13.34 12250 15.67 15.35 14.94 14.48 13.35 12251 15.67 15.37 14.95 14.48 13.35 12252 15.68 15.33 14.94 14.51 13.47 12253 15.68 15.36 14.95 14.51 13.50 12254 15.67 15.37 14.95 14.51 13.50 12255 15.68 15.33 14.94 14.52 13.52

12255A 15.71 15.35 14.97 14.58 13.70 12256 15.73 15.37 15.02 14.73 14.18

122568 15.77 15.60 15.44 15.13 14.45 12256C 15.77 15.60 15.45 15.13 14.46 12257 15.68 15.37 15.02 14.83 14.27 12258 15.77 15.60 15.45 15.13 14.47

12258A 15.78 15.61 15.46 15.14 14.48 12259 15.73 15.52 15.39 15.10 14.36 12260 15.80 15.63 15.48 15.17 14.51 12261 15.77 15.60 15.45 15.14 14.58 12262 15.76 15.60 15.52 15.18 14.48 12263 15.75 15.54 15.40 15.11 14.47 12264 11.95 11.35 11.03 10.59 9.35 12265 12.28 11.76 11.50 11.14 10.15 12266 13.94 13.30 13.04 12.73 12.14 12267 14.15 13.46 13.15 12.80 12.19 12268 14.82 14.14 13.67 13.19 12.31 12269 14.97 14.21 13.98 13.81 12.35 12270 15.87 15.69 15.46 14.69 13.08 12271 15.90 15.72 15.60 15.53 15.20 12272 15.87 15.69 15.47 14.81 13.16 12273 15.90 15.72 15.60 15.46 13.88 12274 15.90 15.72 15.60 15.53 14.21 12275 15.90 15.72 15.60 15.53 14.37 12276 15.90 15.72 15.61 15.56 14.57 12277 15.90 15.73 15.66 15.60 14.78 12278 15.93 15.82 15.74 15.64 15.02 12280 16.14 15.95 15.82 15.69 15.32

12280A 16.00 16.00 16.00 16.00 16.00 12281 16.17 16.04 15.91 15.78 15.37 12282 16.39 16.33 16.28 16.20 15.56 12283 15.90 15.67 15.51 15.19 14.52 12284 15.96 15.69 15.52 15.20 14.54 12285 15.97 15.69 15.52 15.20 14.54 12286 15.74 15.41 15.11 14.85 14.30 12300 8.47 8.32 8.23 8.13 7.85 12301 8.83 8.64 8.52 8.40 8.03 12302 9.18 8.96 8.82 8.67 8.21 12303 9.64 9.38 9.21 9.03 8.47 12304 9.69 9.41 9.24 9.05 8.47

Exist_ Sept02. xis 6of17


NODENAME 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H 12305 9.00 8.99 8.99 8.97 8.47 12306 10.10 9.80 9.60 9.37 8.69 12307 10.15 9.83 9.62 9.39 8,70 12308 9.52 9.31 9.17 9.02 8.47 12309 10.54 10.19 9.97 9.71 8.91 12310 10.79 10.31 10.05 9.76 8.93 12311 10.86 10.51 10.27 9.98 9.10 12312 10.87 10.52 10.27 9.99 9.10 12313 11.16 10.81 10.55 10.24 9.28 12314 11.26 10.95 10.62 10.29 9.29 12317 12.63 12.39 12.25 12.14 12.04 12318 11.52 11.14 10.87 10.54 9.49 12319 11.75 11.36 11.07 10.73 9.63 12320 11.97 11.72 11.54 11.09 9.64 12321 11.98 11.57 11.28 10.92 9.78 12322 12.28 11.85 11.54 11.18 9.97 12323 12.74 11.98 11.57 11.20 9.98 12324 15.61 15.42 15.26 14.98 13.92 12325 12.43 12.01 11.71 11.34 10.12 12326 12.79 12.31 11.94 11.52 10.16 12327 12.50 12.11 11.83 11.46 10.23 12328 12.58 12.22 11.93 11.57 10.34 12329 12.66 12.32 12.04 11.68 10.45 12330 12.83 12.43 12.14 11.75 10.46 12331 12.92 12.48 12.18 11.78 10.47 12332 12.84 12.43 12.14 11.72 10.46 12333 12.85 12.42 12.14 11.73 10.46 12334 13.01 12.60 12.18 11.73 10.46 12335 12.84 12.43 12.14 11.72 10.46 12336 12.89 12.56 12.30 11.96 10.73 12337 13.07 12.76 12.51 12.18 10.97 12338 13.29 13.01 12.82 12.44 11.02 12339 13.35 13.08 12.90 12.47 11.02 12340 13.22 12.91 12.67 12.36 11.17 12341 13.43 13.11 12.94 12.64 11.05 12342 13.43 13.14 12.96 12.69 11.05 12343 13.39 13.07 12.85 12.56 11.40 12344 13.44 13.15 12.97 12.70 11.86 12345 14.03 13.92 13.83 13.71 13.15 12346 13.46 13.16 12.98 12.70 11.86 12347 13.58 13.24 13.02 12.74 11.57 12348 13.48 13.17 13.00 12.74 11.57 12349 13.72 13.37 13.15 12.87 11.68 12350 14.00 13.63 13.43 13.11 11.70

12350A 13.86 13.50 13.29 12.99 11.70 12351 13.84 13.47 13.25 12.97 11.80 12352 14.01 13.63 13.40 13.07 11.85 12353 14.01 13.64 13.43 13.12 11.87



NODENAME 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H 12354 14.00 13.61 13.39 13.12 11.96 12355 14.33 13.95 13.71 13.44 12.48

12355A 14.75 14.44 14.22 13.94 13.02 12356A 7.70 7.70 7.70 7.70 7:70 123568 7.80 7.80 7.80 7.80 7.80 12356C 7.90 7.90 7.90 7.90 7.90 12357 14.77 14.50 14.31 14.07 13.55 12358 15.09 14.81 14.60 14.32 13.33 12359 15.39 15.14 14.94 14.66 13.62 12360 15.61 15.42 15.25 14.97 13.89 12361 15.60 15.44 15.30 15.01 14.02 12362 15.58 15.48 15.40 15.21 14.38 12363 15.37 14.89 14.40 14.03 13.71 12364 14.05 13.65 13.43 13.17 11.99 12365 14.09 13.69 13.47 13.21 12.02 12366 14.13 13.72 13.50 13.24 12.04 12367 14.17 13.74 13.53 13.28 12.06 12368 14.38 13.86 13.63 13.36 12.09 12369 14.52 13.97 13.71 13.42 12.09 12370 14.19 13.77 13.55 13.30 12.08 12371 14.03 13.66 13.46 13.27 12.08 12372 14.24 13.81 13.58 13.34 12.10 12373 14.27 13.86 13.63 13.39 12.12 12374 14.40 14.07 13.81 13.58 12.23 12375 14.41 14.16 13.96 13.71 12.28

12375A 14.41 14.15 13.96 13.71 12.28 12376 14.95 14.51 14.25 13.96 12.40 12377 14.49 14.17 13.87 13.66 12.27 12378 14.11 13.96 13.83 13.74 13.63 12379 14.11 13.96 13.85 13.76 13.64 12380 14.52 14.28 14.00 13.74 12.31 12381 14.73 14.55 14.24 13.83 12.35 12382 14.74 14.55 14.31 13.88 12.42 12383 15.04 14.80 14.35 13.85 12.36 12384 15.11 14.95 14.42 13.85 12.36 12387 15.65 15.63 15.62 15.56 15.30 12388 15.58 15.49 15.41 15.33 15.13 12389 15.80 15.67 15.61 15.53 15.39 12400 9.06 8.24 7.69 7.11 5.77 12401 10.33 10.25 10.21 10.15 10.02 12403 9.19 8.37 7.83 7.24 5.90 12404 9.19 8.37 7.83 7.25 5.92 12405 9.33 8.54 8.05 7.51 6.34 12406 11.48 10.21 9.45 8.72 7.95 12407 9.23 8.44 7.91 7.34 6.35 12408 9.28 8.52 8.15 7.88 6.73 12409 9.28 8.53 8.17 7.91 6.75 12410 10.33 10.14 9.78 9.13 7.37

Exist_ Septo2. xis 8of17

Alligator Creek Existing Conditions Flood Elevations in feet NGVD 1929 Updated 9/13/2002 using 0 25 second time step 24-Hour SCS type II modified rainfall

' ' NODENAME 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H

12411 10.65 10.30 9.91 9.30 7.86 12412 10.97 10.49 10.07 9.57 8.52 12413 11.10 10.88 10.63 10.07 8.80 12414 11.83 11.44 11.14 10.66 9.56 12415 9.25 8.47 7.97 7.40 6.15 12416 9.31 8.56 8.11 7.56 6.36 12417 9.93 9.13 8.60 8.13 7.03 12418 10.15 10.00 9.93 9.83 9.18 12419 11.35 11.22 11.13 11.01 9.99 12420 11.46 11.30 11.19 11.05 10.02 12421 11.57 11.37 11.25 11.09 10.07 12422 11.68 11.46 11.33 11.16 10.48 12423 11.70 11.49 11.35 11.18 10.50 12424 12.64 12.21 11.92 11.55 10.77 12425 12.63 12.20 11.91 11.55 10.77 12426 13.01 12.61 12.32 11.97 11.20 12427 13.26 12.86 12.58 12.24 11.47 12428 14.66 14.58 14.53 14.48 14.34 12429 14.01 13.46 13.20 12.85 12.10 12430 14.30 14.28 14.27 14.25 14.21 12431 13.93 13.63 13.39 13.10 12.51 12432 14.29 14.05 13.88 13.68 13.33 12433 14.40 14.17 14.01 13.84 13.52 12434 14.47 14.28 14.15 14.02 13.80 12435 13.26 12.86 12.58 12.24 11.47 12436 14.72 14.53 14.43 14.31 14.09 12437 14.74 14.55 14.44 14.33 14.10 12438 14.75 14.56 14.45 14.34 14.11 12439 14.50 14.31 14.20 14.07 13.84 12440 14.73 14.45 14.29 14.14 13.85 12441 14.37 14.00 14.00 14.00 14.00 12442 12.66 12.23 11.93 11.56 10.78 12443 10.36 9.56 9.02 8.57 7.48 12444 10.50 9.65 9.05 8.59 7.49 12445 12.02 11.53 11.23 10.92 10.34 12446 12.24 11.98 11.72 10.60 8.92 12447 12.33 12.04 11.77 10.68 9.07 12448 12.67 12.30 11.98 11.01 9.57 12449 12.76 12.37 12.03 11.08 9.62 12450 12.79 12.58 12.28 11.26 9.83 12451 12.81 12.60 12.28 11.28 10.03 12452 12.87 12.46 12.12 11.24 9.91 12453 12.89 12.48 12.14 11.27 9.95 12454 13.17 12.66 12.25 11.31 9.98 12455 13.21 12.70 12.29 11.38 10.09 12456 13.22 12.71 12.30 11.39 10.96 12457 14.89 14.78 14.69 14.59 14.39 12458 13.26 12.76 12.37 11.55 10.50



NODENAME 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H 12459 13.29 12.81 12.41 11.60 11.37 12460 14.38 14.16 14.04 13.92 13.61 12461 14.86 14.53 14.35 14.18 13.72 12462 15.95 15.74 15.59 15.43 15.10 12463 15.92 15.74 15.60 15.44 15.12 12464 14.46 14.24 14.13 14.01 13.73 12465 14.63 14.39 14.27 14.14 13.91 12466 14.70 14.48 14.37 14.26 14.05 12467 13.74 13.19 12.86 12.63 12.29 12468 13.97 13.37 13.03 12.75 12.32 12469 13.95 13.39 13.05 12.76 12.33 12470 14.24 13.53 13.16 12.85 12.35 12471 15.47 14.27 14.13 14.09 14.01 12472 14.25 13.70 13.32 12.97 12.38 12473 14.25 13.75 13.36 12.99 12.39 12474 13.13 13.11 13.10 13.09 13.06 12475 14.29 13.71 13.45 13.26 12.83 12476 14.32 13.83 13.56 13.32 12.84 12477 14.44 13.87 13.60 13.35 12.84 12478 14.44 13.94 13.65 13.37 12.85 12479 14.44 13.85 13.60 13.35 12.84 12480 12.73 12.36 12.02 11.09 10.18 12481 12.81 12.46 12.11 11.59 11.33 12482 9.26 8.49 8.00 7.44 6.19 12483 9.26 8.49 8.00 7.44 6.19 12484 10.82 10.39 10.20 10.01 9.64 12485 10.82 10.39 10.20 10.01 9.64 12486 10.86 10.43 10.24 10.05 9.69 12487 10.86 10.44 10.24 10.05 9.69 12488 10.86 10.44 10.24 10.05 9.69 12489 10.87 10.45 10.25 10.06 9.69 12490 11.40 10.52 10.31 10.10 9.69 12491 11.95 11.63 11.40 11.12 10.64 12492 12.30 11.77 11.48 11.18 10.67 12493 10.84 10.41 10.22 10.03 9.65 12494 10.85 10.42 10.23 10.04 9.65 12495 10.84 10.41 10.21 10.02 9.65 12496 10.84 10.41 10.21 10.02 9.65 12497 11.89 11.83 11.58 11.31 10.78 12498 13.93 13.60 13.48 13.34 13.04 12499 14.31 14.27 14.24 14.22 13.93 12500 11.15 10.44 10.21 10.02 9.65 12501 12.02 11.92 11.87 11.81 11.65 12502 10.87 10.44 10.25 10.06 9.69 12503 10.04 9.82 9.68 9.51 9.01 12504 10.88 10.45 10.25 10.06 9.69 12506 10.88 10.45 10.25 10.06 9.69 12508 10.92 10.49 10.29 10.09 9.76

Exist_ Sept02. xis 10of17


NODENAME 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H 12510 10.92 10.53 10.33 10.13 9.78 12512 10.97 10.56 10.35 10.15 9.79 12514 11.03 10.63 10.43 10.21 9.82 12516 11.31 10.73 10.46 10.22 9.82 12518 11.39 10.84 10.57 10.30 9.84 12519 11.72 11.68 11.67 11.65 11.61 12520 11.42 10.87 10.60 10.33 9.87 12522 11.47 10.92 10.65 10.37 9.91 12524 11.65 11.06 10.76 10.47 9.97 12526 11.71 11.12 10.81 10.51 10.00 12528 11.72 11.12 10.81 10.52 10.01 12530 12.40 11.71 11.28 10.84 10.09 12534 11.80 11.80 11.80 11.80 11.80 12536 10.87 10.57 10.49 10.40 10.21 12538 11.24 10.84 10.63 10.45 10.21 12540 11.58 11.07 10.82 10.55 10.21 12542 11.62 11.20 10.93 10.62 10.22 12544 10.88 10.45 10.25 10.06 9.69 12546 10.88 10.61 10.50 10.39 10.16 12548 11.11 10.80 10.64 10.47 10.19 12550 11.62 11.25 10.96 10.64 10.22 12552 11.62 11.26 10.98 10.65 10.22 12554 11.52 11.13 10.91 10.66 10.22 12558 10.93 10.72 10.61 10.48 10.24 12560 11.26 10.95 10.78 10.61 10.30 12562 11.56 11.16 10.95 10.73 10.35 12564 11.73 11.28 11.04 10.80 10.38 12566 11.86 11.37 11.11 10.85 10.40 12568 11.86 11.57 11.52 11.41 10.66 12570 12.04 11.91 11.74 11.51 10.70 12572 12.11 11.85 11.62 11.31 10.53 12574 10.88 10.45 10.25 10.06 9.71 12576 10.88 10.45 10.27 10.19 10.02 12578 10.88 10.53 10.40 10.27 10.05 12600 9.91 9.70 9.59 9.45 9.12 12602 10.04 9.76 9.61 9.46 9.13 12604 10.17 9.79 9.63 9.46 9.13 12606 10.24 9.82 9.64 9.47 9.13 12608 10.58 10.15 9.89 9.59 9.13 12610 11.70 11.05 10.71 10.46 10.36 12612 10.24 9.72 9.59 9.45 9.12 12614 10.34 9.86 9.66 9.48 9.13 12616 10.80 10.37 10.14 9.87 9.29 12618 11.37 10.80 10.52 10.21 9.48 12619 11.64 11.20 10.90 10.56 9.80 12620 12.27 11.55 11.15 10.68 9.66 12622 12.66 12.14 11.96 11.78 11.45 12626 11.51 11.34 11.25 11.14 10.31

Exist_ Sept02.xls 11 of17



12628 13.32 12.74 12.37 11.92 10.91 12630 12.21 10.82 10.54 10.22 9.49 12632 12.32 11.59 11.18 10.69 9.71 12634 12.32 12.11 12.08 12.04 11.77 12636 12.32 11.60 11.19 10.70 9.71 12638 12.32 11.60 11.19 10.70 9.71 12640 12.32 11.60 11.19 10.70 9.71 12641 14.42 14.20 14.13 14.04 13.72 12642 12.86 12.28 12.08 11.88 11.48 12644 14.12 13.15 12.53 11.98 11.48 12645 13.04 12.53 12.32 12.09 11.61 12646 12.91 12.34 12.13 11.92 11.48 12647 12.91 12.35 12.14 11.92 11.49 12648 13.14 12.56 12.28 12.02 11.54 12650 13.20 12.60 12.32 12.06 11.56 12652 13.53 12.85 12.45 12.15 11.62 12654 13.53 12.85 12.45 12.15 11.62 12655 13.36 12.95 12.74 12.50 11.98 12656 13.14 12.56 12.28 12.02 11.54 12657 14.46 14.18 13.98 13.73 13.12 12658 14.81 14.56 14.37 14.12 13.48 12660 12.91 12.35 12.14 11.92 11.49 12662 12.91 12.35 12.14 11.92 11.57 12663 12.97 12.64 12.53 12.44 11.74 12664 14.35 14.08 13.92 13.74 13.46 12666 14.81 14.52 14.45 14.37 14.12 12668 13.14 12.56 12.28 12.02 11.54 12700 11.83 11.13 10.71 10.13 9.09 12702 11.72 11.20 10.98 10.78 10.52 12704 13.63 13.09 12.82 12.55 12.07 12705 12.02 11.31 10.91 10.42 9.26

12705A 12.16 11.44 11.02 10.56 9.37 127058 12.15 11.43 11.01 10.55 9.36 12706 12.18 11.47 11.10 10.70 10.22 12708 14.52 14.19 14.02 13.85 13.58 12710 13.63 13.09 12.82 12.55 12.07 12712 11.83 11.13 10.71 10.14 9.09 12714 16.10 15.74 15.50 15.22 14.37 12716 11.84 11.14 10.72 10.16 9.14 12718 12.00 11.30 10.87 10.24 9.20 12720 12.00 11.30 10.87 10.25 9.22 12721 15.45 14.83 14.40 14.16 13.85 12722 12.06 11.36 10.92 10.30 9.23 12723 15.46 14.92 14.71 14.46 13.98 12724 15.45 14.83 14.39 13.95 12.98 12725 15.45 14.83 14.40 14.12 13.84 12726 15.46 15.07 14.83 14.54 14.01 12727 15.46 15.00 14.77 14.50 14.00

Exist_Sept02.xls 12of17

Alligator Creek Existing Conditions Flood Elevations in feet NGVD 1929 Updated 9/13/2002, using 0.25 second time step 24-Hour SCS type II modified rainfall

' NODENAME 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H

12728 15.46 15.04 14.81 14.53 14.02 12730 12.01 11.31 10.88 10.27 9.28 12731 13.25 12.81 12.36 11.76 10.65

12731A 13.25 12.80 12.36 11.75 10.65 127318 12.54 12.04 11.57 11.00 9.95 12732 13.28 12.83 12.37 11.77 10.66 12733 13.30 12.83 12.38 11.78 10.67 12734 12.37 11.68 11.13 10.50 9.44 12735 13.23 12.55 12.01 11.26 9.66 12736 14.04 13.39 12.86 11.98 9.84 12737 14.08 13.43 12.94 12.19 11.87 12738 14.11 13.94 13.87 13.79 13.39 12739 14.68 14.17 13.95 13.82 13.42 12740 15.18 14.38 14.05 13.88 13.65 12741 15.19 15.01 14.89 14.75 14.43 12742 14.24 13.94 13.60 13.47 13.28

' 12743 14.50 14.42 14.32 14.05 13.10 12744 14.83 14.56 14.40 14.13 13.63 12745 15.15 14.69 14.48 14.20 13.70 12746 15.17 15.04 14.90 14.67 14.41 12747 15.39 15.13 14.95 14.73 14.43 12748 14.23 13.92 13.42 13.13 12.34 12749 15.43 15.15 14.96 14.74 14.43 12750 14.29 13.67 13.24 12.66 12.00 12751 14.85 14.43 14.27 14.13 13.90 12752 14.47 13.94 13.59 13.21 12.65 12753 14.47 13.95 13.60 13.23 12.68 12754 14.47 13.95 13.60 13.23 12.92 12755 14.47 13.95 13.60 13.28 13.06 12756 14.63 14.40 14.18 13.96 13.70 12757 14.48 13.95 13.60 13.30 13.07 12758 14.47 13.95 13.60 13.24 12.69 12759 12.36 12.07 11.92 11.77 11.51 12760 14.49 13.98 13.66 13.32 12.78 12761 14.51 14.02 13.72 13.40 12.87 12762 15.68 15.38 15.23 15.07 14.76 12763 16.61 16.31 16.14 15.95 15.49 12764 14.49 13.98 13.66 13.32 12.80 12765 14.49 13.99 13.66 13.33 12.80 12766 14.50 14.01 13.70 13.37 12.83 12767 14.57 14.27 14.14 14.01 13.77 12768 14.86 14.77 14.70 14.59 14.18 12769 14.86 14.77 14.70 14.59 14.18 12770 15.73 15.70 15.68 15.66 15.63 12771 12.79 12.02 11.46 10.84 10.74 12772 14.14 13.45 13.05 12.47 12.14 12773 14.32 13.72 13.43 13.19 12.84 12774 13.77 12.91 12.43 11.82 11.82

Exist_Sept02.xls 13of17



12775 13.87 12.92 12.37 12.04 11.54 12776 13.73 12.62 11.97 11.33 10.77 12777 14.05 13.20 12.82 12.71 12.29 12778 14.94 14.90 14.80 14.57 13.17 12779 15.06 15.04 15.03 14.85 13.30 12780 14.48 13.97 13.64 13.28 12.71 12781 14.46 14.00 13.84 13.75 13.62 12782 14.55 14.38 14.33 14.27 14.14 12783 15.46 15.27 15.17 15.06 14.88 12784 14.05 13.19 12.79 11.62 10.76 12785 14.10 13.53 13.02 12.31 11.65 12786 12.70 11.96 11.41 10.65 9.58 12787 13.02 12.20 11.63 10.80 9.89 12788 13.33 12.41 11.85 10.95 10.06 12791 13.53 12.53 11.91 11.19 10.53 12792 17.04 16.95 16.89 16.76 16.31 12793 12.96 12.15 11.59 10.83 10.73 12800 9.60 8.70 8.11 7.56 6.39 12801 10.77 10.51 10.25 9.76 8.70 12802 12.77 12.40 12.20 12.00 11.60 12803 14.13 13.76 13.61 13.47 13.26 12804 14.15 13.86 13.72 13.58 13.33 12805 14.14 13.62 13.31 12.99 12.44 12806 14.16 13.65 13.34 13.02 12.46 12807 14.88 14.63 14.46 14.15 13.34 12808 9.74 9.74 9.75 9.76 9.64 12809 11.46 11.31 11.22 11.11 10.88 12810 12.00 11.85 11.76 11.66 11.40 12811 14.91 14.67 14.50 14.19 13.37 12812 12.23 12.05 11.91 11.79 11.47 12813 13.09 12.85 12.70 12.61 12.44 12814 12.11 11.96 11.87 11.76 11.50 12815 13.14 12.87 12.72 12.62 12.45 12816 13.62 13.08 12.81 12.54 12.07 12817 13.39 12.99 12.80 12.68 12.48 12818 13.62 13.08 12.81 12.54 12.07 12819 13.33 12.79 12.52 12.25 11.73 12820 13.19 12.98 12.85 12.70 12.28 12821 13.46 13.07 12.86 12.73 12.51 12822 13.22 13.00 12.88 12.72 12.30 12823 13.73 13.45 13.36 13.28 13.11 12824 13.41 13.14 12.99 12.81 12.35 12825 13.94 13.31 13.01 12.69 12.00 12826 13.49 13.20 13.03 12.84 12.80 12827 13.73 13.45 13.36 13.28 13.14 12828 13.53 13.24 13.06 12.87 12.39 12829 13.79 13.54 13.45 13.37 13.22 12830 13.57 13.27 13.09 12.90 12.42



NODENAME 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H 12831 13.62 13.43 13.41 13.38 13.32 12832 13.62 13.08 12.81 12.54 12.07 12833 13.80 13.55 13.47 13.38 13.22 12834 16.71 16.48 16.28 16.06 15.64 12835 15.57 15.33 15.22 15.11 14.83 12837 15.40 15.21 15.14 15.12 14.94 12838 15.68 15.38 15.23 15.09 14.81 12839 12.30 11.92 11.71 11.50 11.09 12840 15.69 15.37 15.22 15.09 14.69 12841 12.06 12.01 11.90 11.80 11.80 12842 15.65 15.34 15.18 15.04 14.65 12844 15.77 15.42 15.26 15.13 14.49 12850 15.45 15.41 15.39 15.36 15.25 12852 15.44 15.36 15.32 15.28 15.21 12853 14.96 14.74 14.69 14.65 14.58 12854 15.41 15.31 15.28 15.25 15.21 12856 15.45 15.37 15.34 15.30 15.20 12857 15.09 14.93 14.84 14.76 14.62 12858 15.50 15.41 15.36 15.32 15.20 12859 14.97 14.75 14.70 14.66 14.58 12860 15.55 15.44 15.39 15.33 15.20 12862 15.78 15.70 15.68 15.64 15.52 12864 15.39 15.20 15.05 14.92 14.86 12865 14.89 14.67 14.51 14.26 13.75 12890 14.54 14.28 14.13 14.06 14.06 12891 15.53 15.26 15.13 15.00 14.78 12892 15.90 15.64 15.51 15.39 15.16 12893 15.95 15.68 15.54 15.41 15.17 12900 11.01 10.67 10.52 10.37 9.98 12901 11.46 11.13 10.98 10.82 10.50

12901A 12.32 11.68 11.42 11.14 10.61 129018 12.90 12.04 11.71 11.35 10.69 12902 13.35 12.34 11.95 11.52 10.75 12903 13.37 12.41 12.02 11.57 10.78 12904 13.40 12.57 12.18 11.70 10.84 12905 13.68 13.05 12.56 11.99 10.98

12905A 13.68 13.06 12.57 12.00 10.99 12906 13.76 13.08 12.58 12.01 10.99

12906A 13.77 13.08 12.58 12.01 11.00 12907 13.40 12.56 12.07 11.59 10.77

12907A 13.40 12.73 12.23 11.69 10.78 12908 13.41 12.57 12.08 11.59 10.77 12909 13.45 12.58 12.08 11.60 10.77 12910 14.65 13.77 13.11 12.42 11.25 12911 13.33 12.53 12.06 11.58 10.72

12911A 13.36 12.56 12.08 11.59 10.73 129118 13.39 12.59 12.11 11.62 10.73 12914 13.23 12.46 12.00 11.53 10.71



NODENAME 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H 12915 13.68 13.05 12.56 12.00 10.99 12916 13.68 13.12 12.61 12.04 11.01 12917 13.92 13.18 12.64 12.07 11.03 12918 13.79 13.09 12.77 12.57 12.16 12919 14.17 13.26 12.74 12.13 11.04 12920 14.30 13.33 12.79 12.17 11.05 12921 14.51 13.48 12.89 12.24 11.06 12922 14.65 13.61 12.99 12.29 11.08 12923 14.65 13.64 13.20 13.15 13.05 12924 14.53 13.57 13.35 13.29 13.19 12925 14.05 13.21 12.70 12.11 11.03 12926 14.04 13.24 12.73 12.12 11.04 12927 14.06 13.21 12.71 12.11 11.03 12928 14.04 13.19 12.66 12.08 11.03 12929 14.04 13.18 12.60 12.03 11.02 12935 10.85 10.45 10.25 10.06 9.69 12936 10.08 9.68 9.60 9.56 9.10 12937 9.24 9.01 8.96 8.95 8.65 12938 8.79 8.27 7.94 7.62 7.21 12939 11.46 11.14 10.98 10.82 10.50 12940 11.47 11.14 10.99 10.82 10.50 12941 12.04 11.48 11.23 10.97 10.53 12942 12.04 11.48 11.23 10.97 10.53 12943 12.48 11.72 11.41 11.09 10.56 12944 12.61 11.79 11.46 11.12 10.56

12944A 12.62 11.79 11.46 11.12 10.56 12945 12.61 11.79 11.46 11.12 10.56 12946 12.63 11.79 11.46 11.12 10.56 12947 12.63 11.79 11.46 11.12 10.56 12948 12.73 11.95 11.57 11.20 10.58 12949 13.40 12.59 12.04 11.50 10.60 12950 14.02 12.96 12.35 11.74 10.74 12955 10.31 10.12 10.02 9.92 9.70 12956 10.53 10.19 9.97 9.80 9.58 12957 10.64 10.23 9.93 9.66 9.48 12958 10.65 10.54 10.48 10.36 9.93 12959 10.88 10.63 10.52 10.37 9.94 12960 11.23 10.81 10.61 10.41 9.94

12960A 11.31 10.84 10.63 10.43 9.93 129608 11.44 10.93 10.70 10.48 9.95 12961 11.64 11.06 10.79 10.53 9.98 12962 10.65 10.54 10.48 10.37 9.93 12963 11.51 11.06 10.90 10.73 10.41

12963A 11.70 11.17 10.98 10.79 10.43 129638 12.19 11.57 11.30 11.01 10.52 12963C 12.39 11.74 11.42 11.10 10.55 12964 13.20 12.50 12.19 11.89 11.42 12965 12.60 11.90 11.54 11.19 10.58

Exist_Septo2.xls 16of17


NODENAME 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H 12966 12.90 12.18 11.81 11.39 10.64

12966A 12.75 11.98 11.61 11.23 10.59 12967 12.99 12.27 11.86 11.43 10.67 12968 13.19 12.42 11.97 11.51 10.70 12969 12.99 12.28 11.86 11.44 10.68 12971 9.43 9.29 9.21 9.11 8.95 12972 10.11 9.84 9.71 9.58 9.35 12973 11.94 11.50 11.16 10.86 10.29 12974 12.72 12.22 11.84 11.44 10.69 12975 12.96 12.46 12.08 11.65 10.85 12976 12.96 12.46 12.08 11.65 10.85 12977 13.40 12.83 12.42 11.89 10.97

12977A 13.40 12.52 12.08 11.65 10.85 12978 13.13 12.68 12.27 11.81 11.00 12979 13.40 13.12 13.03 12.94 12.76 12980 13.47 13.21 13.09 13.00 12.88 12981 13.42 13.16 13.06 12.96 12.85 12982 13.62 13.37 13.25 13.14 12.96 12983 13.16 12.71 12.30 11.85 11.12 12984 14.19 13.89 13.75 13.60 13.34 12986 15.02 13.93 13.27 12.82 12.28

12986A 15.01 13.90 13.24 12.79 12.28 12987 15.82 15.69 15.64 15.59 15.45 12988 15.84 15.70 15.65 15.59 15.45 12989 15.61 15.48 15.41 15.35 15.22 12990 15.89 15.79 15.77 15.73 15.51 12991 15.93 15.71 15.60 15.47 15.20 12992 15.54 15.45 15.39 15.33 15.22 12993 16.08 15.71 15.52 15.35 15.22 12994 15.48 15.40 15.36 15.32 15.27 12995 16.83 16.46 16.26 16.06 15.68 12996 15.39 15.35 15.33 15.31 15.26 12997 17.40 17.15 17.01 16.87 16.58 12998 17.53 17.20 17.04 16.87 16.58 12999 17.50 17.20 17.05 16.88 16.58


APPENDIXB

PROPOSED CONDITIONS DESIGN FLOOD ELEVATION COMPARISON

Alligator Creek Proposed Conditions 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H

NODENAME Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference 12000 2.50 2.50 0.00 2.50 2.50 0.00 2.50 2.50 0.00 2.50 2.50 0.00 2.50 2.50 0.00 12001 4.88 4.95 0.07 4.38 4.50 0.12 4.38 4.38 0.00 4.38 4.38 0.00 4.38 4.38 0.00 12002 6.61 6.63 0.02 5.89 5.89 0.00 5.59 5.59 0.00 5.22 5.22 0.00 4.70 4.70 0.00 12003 5.59 5.59 0.00 5.56 5.56 0.00 5.55 5.55 0.00 5.53 5.53 0.00 4.90 4.90 0.00 12004 4.05 4.29 0.23 3.71 3.87 0.16 3.52 3.64 0.12 3.31 3.40 0.09 2.92 2.94 0.02 12005 10.89 10.89 0.00 10.81 10.81 0.00 10.74 10.74 0.00 10.50 10.50 0.00 9.61 9.61 0.00 12006 7.15 7.15 0.00 7.11 7.11 0.00 7.10 7.10 0.00 7.07 7.07 0.00 6.77 6.77 0.00 12007 5.00 5.01 0.01 4.98 4.98 0.00 4.96 4.96 0.00 4.94 4.94 0.00 4.39 4.39 0.00 12008 5.98 5.98 0.00 5.85 5.85 0.00 5.75 5.76 0.01 5.60 5.63 0.02 5.38 5.38 0.00 12009 7.36 7.36 0.00 7.30 7.30 0.00 7.24 7.25 0.00 7.18 7.18 0.00 7.08 7.08 0.00 12010 8.42 8.42 0.00 7.80 7.80 0.00 7.71 7.71 0.00 7.58 7.58 0.00 7.38 7.38 0.00 12011 5.58 5.20 -0.37 4.97 4.63 -0.34 4.60 4.29 -0.31 4.20 3.97 -0.23 3.39 3.28 -0.11 12012 5.70 5.34 -0.36 5.05 4.67 -0.38 4.64 4.33 -0.31 4.23 4.00 -0.23 3.42 3.31 -0.11 12013 6.41 5.88 -0.53 5.32 5.01 -0.31 4.91 4.66 -0.24 4.52 4.37 -0.15 3.65 3.58 -0.07 12014 6.82 6.60 -0.22 6.15 6.11 -0.04 5.89 5.85 -0.03 5.60 5.59 -0.01 4.77 4.78 0.01 12016 7.12 7.01 -0.11 6.52 6.47 -0.05 6.24 6.20 -0.04 5.95 5.94 -0.01 5.03 5.04 0.01 12017 7.55 7.51 -0.05 6.94 6.88 -0.06 6.70 6.66 -0.04 6.50 6.49 -0.01 5.66 5.67 0.01 12018 7.83 7.77 -0.05 7.20 7.14 -0.07 6.96 6.91 -0.05 6.75 6.74 -0.01 5.86 5.87 0.00 12019 8.19 8.15 -0.04 7.80 7.75 -0.05 7.64 7.58 -0.05 7.47 7.46 -0.01 6.69 6.70 0.00 12020 8.83 8.78 -0.05 8.39 8.34 -0.05 8.21 8.15 -0.06 8.02 8.01 -0.01 7.15 7.16 0.00 12021 9.69 9.67 -0.03 8.99 8.94 -0.05 8.61 8.57 -0.04 8.24 8.22 -0.02 7.20 7.20 0.00 12022 10.33 10.28 -0.05 9.79 9.74 -0.04 9.51 9.33 -0.18 9.27 9.28 0.01 7.81 7.81 0.00 12023 10.94 10.90 -0.04 10.34 10.31 -0.04 10.04 9.75 -0.29 9.68 9.69 0.01 8.10 8.11 0.00 12024 11.27 11.25 -0.02 10.49 10.46 -0.03 10.17 9.87 -0.30 9.82 9.83 0.01 8.95 8.95 0.00 12025 11.68 11.67 -0.01 10.94 11.14 0.20 10.44 10.66 0.22 10.01 10.03 0.02 9.13 9.15 0.02 12026 14.49 14.49 0.00 14.35 14.35 0.00 14.24 14.24 0.00 14.12 14.12 0.00 13.93 13.93 0.00 12027 12.97 12.98 0.00 12.81 12.83 0.02 12.39 12.54 0.15 11.38 11.51 0.13 11.03 11.03 0.00 12028 14.27 14.27 0.00 14.08 14.08 0.00 13.96 13.96 0.00 13.77 13.77 0.00 13.44 13.44 0.00 12029 12.85 12.86 0.01 12.07 12.14 0.07 11.72 11.76 0.04 11.25 11.27 0.02 10.25 10.26 0.01 12030 13.20 13.22 0.01 12.44 12.47 0.03 11.97 12.02 0.05 11.40 11.42 0.02 10.42 10.42 0.00 12031 13.21 13.22 0.01 12.47 12.50 0.03 12.03 12.08 0.05 11.54 11.54 0.00 11.34 11.34 0.00 12032 13.22 13.23 0.01 12.58 12.58 0.00 12.49 12.49 0.00 12.33 12.33 0.00 12.03 12.03 0.00 12033 13.48 13.48 0.01 12.70 12.74 0.03 12.24 12.29 0.05 12.02 12.02 0.00 11.60 11.60 0 00 12034 13.76 13.77 0.01 12.91 12.94 0.03 12.63 12.64 0.00 12.45 12.45 0.00 11.92 11.92 0.00 12035 14.07 14.07 0.01 13.20 13.21 0.00 13.07 13.07 0.00 12.87 12.87 0.00 12.27 12.27 0.00 12036 14.36 14.36 0.00 13.75 13.75 0.00 13.58 13.58 0.00 13.33 13.33 0.00 12.64 12.64 0 00 12037 14.50 14.50 0.00 14.20 14.20 0.00 13.99 13.99 0.00 13.70 13.70 0.00 12.72 12.72 0.00 12038 14.76 14.77 0.00 14.32 14.32 0.00 14.06 14.06 0.00 13.67 13.67 0.00 12.72 12.72 0.00 12039 14.56 14.56 0.00 14.20 14.20 0.00 13.99 13.99 0.00 13.70 13.70 0.00 12.72 12.72 0.00 12040 14.73 14.73 0.00 14.05 14.05 0.00 13.82 13.82 0.00 13.69 13.69 0.00 12.71 12.71 0.00 12041 14.74 14.74 0.00 14.05 14.05 0.00 13.50 13.50 0.00 12.87 12.87 0.00 12.22 12.22 0.00 12042 5.95 5.81 -0.14 5.68 5.61 -0.07 5.52 5.43 -0.09 5.08 4.98 -0.10 4.25 4.25 0 00 12043 6.79 6.78 0.00 6.70 6.69 -0.01 6.50 6.43 -0.07 5.88 5.81 -0.08 5.07 5 07 0 00

---------

PropCompar.xls 1of19


NODENAME Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference 12044 8.13 8.13 0.00 7.92 7.91 -0.02 7.43 7.37 -0.06 6.66 6.69 0.04 5.92 5.92 0.00 12045 4.42 4.42 0.00 4.28 4.28 0.00 4.20 4.20 0.00 4.12 4.12 0.00 3.95 3.95 0.00 12046 9.44 9.44 0.00 9.16 9.16 0.00 8.82 8.82 0.00 8.51 8.51 0.00 7.90 7.90 0.00 12048 5.55 5.16 -0.39 4.93 4.54 -0.39 4.53 4.19 -0.34 4.11 3.85 -0.27 3.31 3.19 -0.13 12049 8.73 8.73 0.00 8.62 8.61 0.00 8.28 8.24 -0.05 7.71 7.73 0.02 6.65 6.65 0.00 12050 5.88 5.54 -0.34 5.25 4.90 -0.35 4.85 4.54 -0.32 4.42 4.16 -0.26 3.54 3.38 -0.16 12051 9.10 9.10 0.00 9.03 9.03 0.00 8.92 8.91 -0.01 8.47 8.47 0.00 8.34 8.34 0.00 12052 5.88 5.81 -0.07 5.73 5.71 -0.02 5.65 5.63 -0.02 5.22 5.07 -0.14 3.83 3.75 -0.08 12053 10.91 10.91 0.00 10.87 10.87 0.00 10.59 10.59 0.00 10.05 10.06 0.00 9.47 9.47 0.00 12054 5.88 5.54 -0.34 5.25 4.90 -0.35 4.85 4.54 -0.32 4.42 4.16 -0.26 3.87 3.78 -0.09 12055 11.96 11.96 0.00 11.75 11.75 0.00 11.35 11.35 0.00 10.71 10.71 0.00 9.84 9.84 0.00 12056 5.93 5.62 -0.31 5.31 4.99 -0.32 4.92 4.63 -0.29 4.48 4.24 -0.24 3.59 3.44 -0.15 12057 12.34 12.34 0.00 12.10 12.10 0.00 11.69 11.69 0.00 11.00 11.00 0.00 10.13 10.13 0.00 I

12058 12.55 12.55 0.00 12.29 12.29 0.00 11.94 11.94 0.00 11.29 11.29 0.00 10.38 10.38 0.00 12059 12.75 12.75 0.00 12.36 12.36 0.00 12.01 12.01 0.00 11.34 11.34 0.00 10.66 10.66 0.00 12060 13.16 13.16 0.00 12.46 12.46 0.00 12.05 12.05 0.00 11.35 11.35 0.00 10.95 10.95 0.00 12061 13.27 13.27 0.00 12.78 12.78 0.00 12.56 12.56 0.00 12.34 12.34 0.00 11.92 11.92 0.00 12062 6.05 5.84 -0.21 5.44 5.20 -0.24 5.05 4.82 -0.22 4.61 4.42 -0.19 3.70 3.57 -0.13 12063 14.64 14.64 0.00 14.29 14.29 0.00 14.08 14.08 0.00 13.73 13.73 0.00 13.04 13.04 0.00 12064 8.15 8.14 -0.01 7.59 7.57 -0.02 6.67 6.67 0.00 5.70 5.72 0.02 4.27 4.27 0.00 12065 7.73 7.72 0.00 7.63 7.63 0.00 7.10 7.11 0.01 6.26 6.26 0.00 5.96 5.96 0.00 12066 5.97 5.80 -0.17 5.63 5.47 -0.17 5.33 5.17 -0.16 4.61 4.46 -0.15 3.61 3.47 -0.14 12067 6.15 5.87 -0.28 5.55 5.25 -0.30 5.17 4.87 -0.29 4.74 4.48 -0.26 3.82 3.63 -0.19 12068 6.15 5.87 -0.28 5.55 5.25 -0.30 5.17 5.01 -0.16 4.90 4.90 0.00 4.73 4.73 0.00 12069 6.37 6.36 0.00 6.12 6.08 -0.04 5.97 5.92 -0.05 4.93 4.95 0.02 4.44 4.44 0.00 12070 6.63 6.56 -0.07 6.24 6.23 -0.01 6.02 6.03 0.01 5.71 5.76 0.05 4.70 4.79 0.09 12072 8.10 8.09 0.00 6.69 6.65 -0.04 6.40 6.32 -0.08 6.12 6.12 0.00 5.54 5.54 0.00 12073 8.17 8.17 0.00 7.78 7.76 -0.02 7.40 7.34 -0.06 6.90 6.90 0.00 5.96 5.96 0.00 12074 9.02 9.02 0.00 8.58 8.55 -0.03 8.32 8.32 0.00 7.73 7.73 0.00 7.19 7.19 0.00 12075 9.79 9.79 0.00 9.21 9.19 -0.02 8.83 8.83 0.00 8.35 8.35 0.00 7.80 7.80 0.00 12076 11.43 11.43 0.00 10.20 10.20 0.00 9.90 9.90 0.00 9.00 9.00 0.00 8.33 8.33 0.00 12077 12.02 12.02 0.00 10.75 10.75 0.00 10.40 10.40 0.00 9.53 9.53 0.00 9.07 9.07 0.00 12078 12.31 12.31 0.00 11.26 11.26 0.00 10.96 10.96 0.00 10.03 10.03 0.00 9.53 9.53 0.00 12079 12.51 12.51 0.00 11.72 11.72 0.00 11.35 11.35 0.00 10.63 10.63 0.00 10.16 10.16 0.00

12079A 12.64 12.64 0.00 11.97 11.97 0.00 11.63 11.63 0.00 11.07 11.07 0.00 10.60 10.60 0.00 12080 11.44 11.44 0.00 11.33 11.33 0.00 11.27 11.27 0.00 11.20 11.20 0.00 10.99 10.99 0.00 12081 15.35 15.35 0.00 15.33 15.33 0.00 15.30 15.30 0.00 15.25 15.25 0.00 15.06 15.06 0.00 12082 15.30 15.30 0.00 15.26 15.26 0.00 15.22 15.22 0.00 15.16 15.16 0.00 14.77 14.77 0.00 12083 15.14 15.14 0.00 15.08 15.08 0.00 15.05 15.05 0.00 14.99 14.99 0.00 14.56 14.56 0.00 12084 15.04 15.04 0.00 14.89 14.89 0.00 14.76 14.76 0.00 14.58 14.58 0.00 13.89 13.89 0.00 12085 14.76 14.76 0.00 14.55 14.55 0.00 14.36 14.36 0.00 14.20 14.20 0.00 13.53 13.53 0.00 12086 14.38 14.38 0.00 14.22 14.22 0.00 14.02 14.02 0.00 13.86 13.86 0.00 13.33 13.33 0.00 12087 14.08 14.08 0.00 13.73 13.73 0.00 13.57 13.57 0.00 13.39 13.39 0.00 12.91 12.91 0.00



NODENAME Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference

12088 13.21 13.21 0.00 13.12 13.12 0.00 13.01 13.01 0.00 12.88 12.88 0.00 12.43 12.43 0.00 12089 12.62 12.62 0.00 12.47 12.47 0.00 12.41 12.41 0.00 12.35 12.35 0.00 11.97 11.97 0.00 12090 11.52 11.52 0.00 11.37 11.37 0.00 11.33 11.33 0.00 11.28 11.28 0.00 10.99 10.99 0.00 12091 10.96 10.96 0.00 10.63 10.63 0.00 10.52 10.52 0.00 10.44 10.44 0.00 9.92 9.92 0.00 12092 10.24 10.24 0.00 9.49 9.49 0.00 9.19 9.19 0.00 8.70 8.70 0.00 7.96 7.96 0.00

'

12094 13.31 13.27 -0.05 12.84 12.62 -0.22 12.54 12.44 -0.09 12.38 12.38 0.00 12.22 12.22 0.00 •

12095 12.89 12.89 0.00 12.36 12.35 0.00 12.02 12.02 0.00 11.34 11.34 0.00 10.82 10.82 0.00 I

12096 13.02 13.02 0.00 12.50 12.50 0.00 12.14 12.14 0.00 11.71 11.71 0.00 11.40 11.40 0.00 !

12097 13.10 13.10 0.00 12.55 12.55 0.00 12.23 12.23 0.00 11.92 11.92 0.00 11.62 11.62 0.00 12097A 13.15 13.15 0.00 12.58 12.58 0.00 12.29 12.29 0.00 12.02 12.02 0.00 11.71 11.71 0.00 12098 13.27 13.27 0.00 12.75 12.75 0.00 12.53 12.53 0.00 12.36 12.36 0.00 12.10 12.10 0.00 12099 13.63 13.63 0.00 13.06 13.06 0.00 12.88 12.88 0.00 12.73 12.73 0.00 12.49 12.49 0.00 12100 7.49 7.49 0.00 7.09 7.10 0.01 6.87 6.88 0.02 6.56 6.60 0.04 5.57 5.63 0.07 121000 15.70 15.70 0.00 15.57 15.57 0.00 15.48 15.48 0.00 15.40 15.40 0.00 15.25 15.25 0.00 121001 15.71 15.71 0.00 15.57 15.57 0.00 15.49 15.49 0.00 15.40 15.40 0.00 15.25 15.25 0.00 121005 10.88 10.87 -0.01 10.45 10.45 0.00 10.26 10.26 0.00 10.06 10.06 0.00 9.70 9.70 0.00 121006 11.60 11.60 0.00 11.42 11.42 0.00 11.32 11.32 0.00 11.18 11.18 0.00 10.83 10.84 0.00 •

121007 11.70 11.70 0.00 11.53 11.53 0.00 11.44 11.44 0.00 11.30 11.30 0.00 11.05 11.05 0.00 121008 12.29 12.29 0.00 12.05 12.05 0.00 11.95 11.95 0.00 11.74 11.74 0.00 11.34 11.34 0.00 121009 11.60 11.60 0.00 11.42 11.42 0.00 11.31 11.31 0.00 11.18 11.18 0.00 10.83 10.83 0.00 12101 11.47 11.44 -0.03 11.26 11.27 0.00 11.03 11.04 0.01 10.83 10.83 0.00 10.52 10.52 0.00

121010 11.60 11.60 0.00 11.41 11.41 0.00 11.30 11.30 0.00 11.16 11.16 0.00 10.82 10.82 0.00 121011 11.60 11.60 0.00 11.41 11.41 0.00 11.30 11.30 0.00 11.16 11.16 0.00 10.82 10.82 0.00 121012 11.57 11.57 0.00 11.38 11.38 0.00 11.27 11.27 0.00 11.14 11.14 0.00 10.81 10.81 0.00 121013 11.57 11.57 0.00 11.38 11.38 0.00 11.27 11.27 0.00 11.14 11.14 0.00 10.81 10.81 0.00 121014 11.55 11.55 0.00 11.36 11.36 0.00 11.25 11.25 0.00 11.12 11.12 0.00 10.79 10.79 0.00 121015 11.55 11.55 0.00 11.36 11.36 0.00 11.25 11.25 0.00 11.12 11.12 0.00 10.79 10.79 0.00 121016 11.54 11.54 0.00 11.35 11.35 0.00 11.24 11.24 0.00 11.11 11.11 0.00 10.78 10.78 0.00 121017 10.70 10.70 0.00 10.64 10.64 0.00 10.63 10.63 0.00 10.62 10.62 0.00 10.57 10.57 0.00 121018 10.64 10.64 0.00 10.54 10.54 0.00 10.52 10.52 0.00 10.51 10.51 0.00 10.46 10.46 0.00 121019 10.51 10.51 0.00 10.46 10.46 0.00 10.43 10.43 0.00 10.42 10.42 0.00 10.39 10.39 0.00 12102 8.36 8.36 0.00 8.08 8.09 0.01 7.92 7.94 0.01 7.70 7.73 0.04 6.64 6.73 0.09 121020 10.28 10.28 0.00 10.22 10.22 0.00 10.19 10.19 0.00 10.19 10.19 0.00 10.15 10.15 0.00 121021 10.11 10.11 0.00 10.04 10.04 0.00 10.01 10.01 0.00 10.00 10.00 0.00 9.97 9.97 0.00 121022 9.84 9.84 0.00 9.73 9.73 0.00 9.66 9.66 0.00 9.63 9.63 0.00 9.60 9.60 0.00 121023 9.30 9.30 0.00 9.30 9.30 0.00 9.30 9.30 0.00 9.30 9.30 0.00 9.30 9.30 0.00 121024 11.60 11.60 0.00 11.43 11.43 0.00 11.32 11.32 0.00 11.18 11.18 0.00 10.84 10.84 0.00 121025 11.57 11.57 0.00 11.38 11.38 0.00 11.27 11.27 0.00 11.14 11.14 0.00 10.80 10.80 0.00 121026 11.57 11.57 0.00 11.38 11.38 0.00 11.27 11.27 0.00 11.13 11.13 0.00 10.79 10.79 0.00 121027 11.57 11.57 0.00 11.38 11.38 0.00 11.28 11.28 0.00 11.14 11.14 0.00 10.80 10.80 0.00 121028 11.55 11.55 0.00 11.38 11.38 0.00 11.28 11.28 0.00 11.15 11.15 0.00 10.80 10.80 0.00 12103 11.07 11.07 0.00 10.80 10.80 0.00 10.65 10.65 0.00 10.50 10.50 0.00 10.21 10.21 0.00 121035 13.29 13.29 0.00 12.79 12.79 0.00 12.35 12.35 0.00 11.90 11.90 0.00 11.19 11.19 0.00 i



NODENAME Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference 121035A 13.33 13.33 0.00 12.85 12.85 0.00 12.40 12.40 0.00 12.06 12.06 0.00 11.87 11.87 0.00 121036 14.35 14.35 0.00 14.28 14.28 0.00 14.24 14.24 0.00 14.18 14.18 0.00 13.92 13.92 0.00 121037 14.47 14.47 0.00 14.38 14.38 0.00 14.32 14.32 0.00 14.24 14.24 0.00 13.95 13.95 0.00 121038 15.18 15.18 0.00 15.11 15.11 0.00 15.05 15.05 0.00 14.98 14.97 0.00 14.80 14.80 0.00 121039 15.24 15.24 0.00 15.15 15.15 0.00 15.09 15.09 0.00 15.00 15.00 0.00 14.82 14.82 0.00 12104 10.86 10.86 0.00 10.66 10.66 0.00 10.55 10.55 0.00 10.44 10.44 0.00 10.22 10.22 0.00 .

121040 15.41 15.41 0.00 15.38 15.38 0.00 15.37 15.37 0.00 15.35 15.35 0.00 15.30 15.30 0.00 !

121041 15.64 15.64 0.00 15.56 15.56 0.00 15.53 15.53 0.00 15.49 15.49 0.00 15.39 15.39 0.00 121042 15.62 15.62 0.00 15.54 15.54 0.00 15.50 15.50 0.00 15.44 15.43 -0.01 15.21 15.22 0.01 121043 15.63 15.63 0.00 15.55 15.55 0.00 15.50 15.50 0.00 15.44 15.43 -0.01 15.33 15.33 0.00 121045 11.69 11.69 0.00 11.50 11.50 0.00 11.38 11.38 0.00 11.23 11.23 0.00 10.85 10.85 0.00 121046 11.75 11.75 0.00 11.56 11.56 0.00 11.42 11.42 0.00 11.26 11.26 0.00 10.86 10.87 0.00 121047 12.18 12.18 0.00 11.91 11.91 0.00 11.80 11.80 0.00 11.67 11.67 0.00 11.50 11.50 0.00 121048 12.85 12.85 0.00 12.71 12.71 0.00 12.67 12.67 0.00 12.62 12.62 0.00 12.55 12.55 0.00 121049 12.89 12.89 0.00 12.75 12.75 0.00 12.71 12.71 0.00 12.66 12.66 0.00 12.59 12.59 0.00 12105 9.29 9.29 0.00 9.08 9.09 0.01 8.96 8.97 0.01 8.76 8.79 0.04 7.69 7.77 0.09 12106 11.54 11.54 0.00 11.32 11.32 0.00 11.11 11.11 0.00 10.72 10.72 0.00 9.93 9.93 0.00 12107 12.13 12.13 0.00 12.00 12.00 0.00 11.88 11.88 0.00 11.67 11.67 0.00 11.18 11.18 0.00 12108 13.23 13.23 0.00 13.02 13.02 0.00 12.76 12.76 0.00 12.28 12.28 0.00 11.29 11.29 0.00 12109 13.29 13.29 0.00 13.09 13.09 0.00 12.84 12.84 0.00 12.38 12.38 0.00 11.48 11.48 0.00

12109A 13.33 13.33 0.00 13.10 13.10 0.00 12.85 12.85 0.00 12.40 12.40 0.00 11.53 11.53 0.00 12110 13.37 13.37 0.00 13.17 13.17 0.00 13.10 13.10 0.00 12.89 12.89 0.00 11.72 11.72 0.00 12111 10.07 10.06 -0.01 9.85 9.86 0.01 9.72 9.74 0.02 9.52 9.57 0.05 8.55 8.66 0.11 12112 13.43 13.43 0.00 13.14 13.14 0.00 13.02 13.02 0.00 13.00 13.00 0.00 12.80 12.80 0.00 12113 10.66 10.65 -0.01 10.44 10.45 0.01 10.31 10.32 0.02 10.10 10.15 0.05 9.17 9.28 0.12 12114 14.07 14.07 0.00 13.62 13.62 0.00 13.39 13.39 0.00 13.31 13.31 0.00 13.21 13.21 0.00 12115 11.29 11.27 -0.01 11.08 11.08 0.01 10.94 10.96 0.02 10.72 10.77 0.05 9.79 9.89 0.10 12116 15.29 15.29 0.00 15.03 15.03 0.00 14.59 14.59 0.00 14.15 14.15 0.00 13.40 13.40 0.00 12117 11.75 11.74 -0.01 11.54 11.55 0.01 11.41 11.43 0.02 11.18 11.25 0.06 10.26 10.36 0.11

12117A 14.18 14.18 0.00 13.94 13.95 0.00 13.79 13.80 0.00 13.65 13.65 0.00 13.38 13.38 0.00 12118 14.95 14.91 -0.04 13.61 13.61 0.00 13.61 13.61 0.00 13.61 13.61 0.00 13.61 13.61 0.00 12119 15.18 15.12 -0.06 13.87 13.93 0.06 13.08 13.22 0.14 12.39 12.54 0.15 11.63 11.87 0.24

12119A 15.02 14.96 -0.06 13.95 13.95 0.00 13.79 13.80 0.00 13.65 13.65 0.00 13.38 13.38 0.00 12120 15.95 15.95 0.00 15.52 15.53 0.00 15.23 15.23 0.00 14.70 14.70 0.00 13.87 13.87 0.00 12121 15.21 15.14 -0.06 13.92 13.98 0.05 13.16 13.30 0.14 12.49 12.64 0.15 11.70 11.94 0.24

12121A 15.37 15.32 -0.05 14.80 14.81 0.01 14.70 14.72 0.03 14.64 14.64 0.00 14.39 14.39 0.00 12122 16.01 16.01 0.00 15.57 15.58 0.00 15.33 15.33 0.00 15.20 15.20 0.00 14.84 14.84 0.00 12123 15.88 15.85 -0.03 14.31 14.37 0.06 13.98 13.98 0.00 13.75 13.75 0.00 13.31 13.31 0.00 12124 15.22 15.16 -0.06 13.95 14.00 0.06 13.19 13.33 0.14 12.54 12.69 0.15 11.73 11.98 0.25 12125 15.22 15.16 -0.06 13.96 14.02 0.06 13.21 13.35 0.14 12.56 12.72 0.16 11.76 12.01 0.25 12126 15.22 15.16 -0.06 13.96 14.02 0.06 13.22 13.36 0.14 12.57 12.73 0.16 11.77 12.02 0.25 12127 15.22 15.16 -0.06 13.97 14.03 0.06 13.23 13.37 0.14 12.59 12.75 0.16 11.78 12.04 0.26

12127A 15.25 15.22 -0.03 14.01 14.10 0.09 13.28 13.49 0.20 12.62 -- __ 1_~§t3 .. 0.24 11.82 12.14 0.32 ----




12128 15.79 15.44 -0.35 15.14 14.42 -0.72 14.79 13.94 -0.86 14.32 13.44 -0.87 13.37 12.76 -0.61 12129 15.25 15.22 -0.03 14.39 14.39 0.00 14.31 14.31 0.00 14.22 14.22 0.00 14.04 14.04 0.00 12130 15.80 15.46 -0.34 15.21 14.49 -0.73 14.89 14.02 -0.87 14.41 13.57 -0.84 13.44 12.81 -0.63 12131 15.80 15.60 -0.19 15.40 15.31 -0.10 15.07 14.92 -0.15 14.51 14.39 -0.12 13.65 13.63 -0.02 12132 15.75 14.38 -1.37 15.19 13.61 -1.58 14.94 13.45 -1.49 14.50 13.27 -1.23 13.51 12.82 -0.69 12133 15.80 14.94 -0.86 15.29 13.81 -1.48 14.98 13.67 -1.32 14.51 13.50 -1.01 13.51 13.19 -0.32 12135 15.80 15.21 -0.59 15.29 14.56 -0.74 14.99 14.11 -0.88 14.52 13.75 -0.77 13.53 13.31 -0.22 12136 15.80 15.21 -0.59 15.29 14.56 -0.73 14.99 14.25 -0.74 14.52 13.88 -0.64 13.55 13.36 -0.19 12138 15.77 14.02 -1.75 15.16 13.52 -1.64 14.95 13.38 -1.57 14.51 13.22 -1.29 13.52 12.81 -0.70 12139 15.77 15.25 -0.52 15.17 14.93 -0.24 14.95 14.90 -0.06 14.75 14.75 0.00 14.48 14.48 0.00 12140 15.77 13.74 -2.03 15.01 12.87 -2.14 14.09 12.37 -1.72 13.34 11.76 -1.58 12.28 10.72 -1.56 12141 15.80 14.10 -1.70 15.02 13.29 -1.73 14.09 12.87 -1.22 13.34 12.61 -0.73 12.28 11.97 -0.31 12142 15.80 14.29 -1.51 15.02 13.53 -1.50 14.09 13.20 -0.89 13.34 12.94 -0.40 12.49 12.49 0.00 12143 15.76 13.84 -1.92 15.01 12.99 -2.02 14.09 12.44 -1.64 13.34 11.87 -1.47 12.28 11.47 -0.81 12144 15.77 13.90 -1.87 15.15 13.31 -1.83 14.95 13.21 -1.74 14.51 13.09 -1.42 13.90 12.79 -1.11 12145 15.85 15.85 0.00 15.40 15.40 0.00 15.18 15.18 0.00 14.95 14.95 0.00 14.55 14.55 0.00 12146 15.80 15.19 -0.61 15.29 14.53 -0.76 14.98 14.07 -0.91 14.51 13.67 -0.85 13.50 13.21 -0.30 12147 15.80 15.45 -0.34 15.21 14.48 -0.73 14.89 14.02 -0.87 14.41 13.56 -0.84 13.44 12.81 -0.63 12149 15.77 15.11 -0.66 15.34 14.77 -0.57 15.05 14.58 -0.47 14.53 14.38 -0.15 14.04 14.04 0.00 12150 6.18 5.92 -0.26 5.58 5.29 -0.29 5.19 4.93 -0.26 4.78 4.54 -0.24 3.87 3.69 -0.18 12151 8.40 8.18 -0.22 6.83 6.83 0.00 6.29 6.29 0.00 5.71 5.71 0.00 4.79 4.77 -0.02 -12153 8.42 8.21 -0.22 6.86 6.86 0.00 6.31 6.31 0.00 6.01 6.01 0.00 5.37 5.37 0.00 12157 10.11 10.09 -0.02 9.60 9.59 -0.01 9.36 9.36 0.00 9.27 9.22 -0.05 9.04 9.04 0.00 12159 15.19 15.19 0.00 14.91 14.91 0.00 14.62 14.62 0.00 14.27 14.27 0.00 13.60 13.60 0.00 12161 15.19 15.19 0.00 14.91 14.91 0.00 14.62 14.62 0.00 14.27 14.27 0.00 13.60 13.60 0.00 12163 15.19 15.19 0.00 14.91 14.91 0.00 14.62 14.62 0.00 14.27 14.27 0.00 13.60 13.60 0.00 12164 14.98 14.98 0.00 14.91 14.91 0.00 14.67 14.67 0.00 14.30 14.30 0.00 13.61 13.61 0.00 12165 14.95 14.95 0.00 14.91 14.91 0.00 14.67 14.67 0.00 14.31 14.31 0.00 13.90 13.90 0.00 12170 6.92 6.70 -0.22 6.68 6.67 0.00 6.66 6.66 0.00 6.64 6.64 0.00 6.61 6.61 0.00 12171 15.43 15.43 0.00 15.41 15.41 0.00 15.39 15.39 0.00 15.36 15.36 0.00 15.18 15.18 0.00 12172 15.44 15.44 0.00 15.42 15.42 0.00 15.40 15.40 0.00 15.37 15.37 0.00 15.26 15.26 0.00 12173 15.88 15.88 0.00 15.82 15.82 0.00 15.74 15.74 0.00 15.67 15.67 0.00 15.45 15.45 0.00 12174 16.03 16.03 0.00 16.00 16.00 0.00 15.97 15.97 0.00 15.87 15.87 0.00 15.54 15.54 0.00 12175 16.11 16.11 0.00 16.05 16.05 0.00 16.01 16.01 0.00 15.94 15.94 0.00 15.57 15.57 0.00 12176 16.12 16.12 0.00 16.06 16.06 0.00 16.02 16.02 0.00 15.96 15.96 0.00 15.64 15.64 0.00 12177 16.12 16.12 0.00 16.06 16.06 0.00 16.02 16.02 0.00 15.95 15.95 0.00 15.62 15.62 0.00 12178 15.44 15.44 0.00 15.41 15.41 0.00 15.39 15.39 0.00 15.36 15.36 0.00 15.18 15.18 0.00 12179 8.21 8.10 -0.11 7.80 7.80 0.00 7.50 7.50 0.00 7.07 7.07 0.00 6.33 6.33 0.00 12180 6.92 6.36 -0.56 6.21 5.72 -0.49 5.73 5.28 -0.46 5.30 4.79 -0.51 4.16 3.83 -0.33 12184 7.17 6.52 -0.65 6.47 5.88 -0.60 6.01 5.43 -0.58 5.57 4.93 -0.64 4.42 3.94 -0.48 12186 8.32 8.32 0.00 8.17 8.17 0.00 8.09 8.09 0.00 7.99 7.99 0.00 7.82 7.82 0.00 12188 7.52 6.87 -0.65 6.85 6.21 -0.64 6.42 5.73 -0.69 5.93 5.22 -0.72 4.73 4.15 -0.58 12190 7.95 6.98 -0.97 6.91 6.33 -0.58 6.49 5.86 -0.63 6.01 5.36 ' -0.65 '· 4.82 4.29 -0.53

··-



NODENAME Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference 12191 9.35 9.35 0.00 9.20 9.20 0.00 9.02 9.02 0.00 8.82 8.82 0.00 8.43 8.43 0.00 12193 8.56 8.14 -0.42 7.60 7.34 -0.26 7.16 6.79 -0.37 6.60 6.20 -0.40 5.28 4.91 -0.37 12194 8.70 8.70 0.00 8.53 8.53 0.00 8.45 8.45 0.00 8.37 8.37 0.00 8.22 8.22 0.00 12195 13.13 13.13 0.00 13.00 13.00 0.00 12.94 12.94 0.00 12.87 12.87 0.00 12.75 12.75 0.00

12195A 9.82 9.82 0.00 9.73 9.73 0.00 9.68 9.68 0.00 9.64 9.64 0.00 9.56 9.56 0.00 12196 13.13 13.13 0.00 13.00 13.00 0.00 12.94 12.94 0.00 12.87 12.87 0.00 12.75 12.75 0.00 12197 8.65 8.30 -0.36 7.72 7.52 -0.21 7.30 6.98 -0.32 6.75 6.40 -0.35 5.41 5.08 -0.33 12198 10.76 10.76 0.00 10.57 10.57 0.00 10.47 10.47 0.00 10.39 10.39 0.00 10.22 10.22 0.00 12199 12.17 12.17 0.00 12.04 12.04 0.00 11.93 11.93 0.00 11.81 11.81 0.00 11.63 11.63 0.00 12200 8.56 8.15 -0.41 8.11 8.11 0.00 8.09 8.09 0.00 8.08 8.08 0.00 8.04 8.04 0.00 12202 8.93 8.73 -0.20 8.06 7.97 -0.09 7.66 7.44 -0.22 7.10 6.86 -0.24 5.78 5.56 -0.22 12203 9.23 9.04 -0.19 8.50 8.45 -0.05 8.20 8.07 -0.12 7.80 7.69 -0.11 7.08 7.05 -0.03 12204 11.67 11.67 0.00 11.48 11.48 0.00 11.34 11.34 0.00 11.21 11.21 0.00 10.95 10.95 0.00 12205 9.41 9.25 -0.15 8.81 8.77 -0.04 8.57 8.50 -0.07 8.28 8.23 -0.05 7.82 7.81 -0.01 12210 9.73 9.73 0.00 9.29 9.28 -0.01 8.97 8.97 0.00 8.67 8.67 0.00 8.11 8.11 0.00

12210A 6.95 6.73 -0.22 6.07 5.89 -0.19 5.55 5.35 -0.20 4.99 4.82 -0.17 3.93 3.75 -0.18 12240 8.61 8.67 0.06 8.27 8.51 0.25 8.20 8.42 0.22 8.05 8.17 0.12 7.52 7.58 0:06 12241 11.77 11.99 0.22 11.14 11.42 0.27 10.81 11.12 0.31 10.36 10.53 0.17 9.12 9.23 0.12

12241A 11.88 12.10 0.22 11.26 11.54 0.27 10.94 11.24 0.30 10.50 10.67 0.17 9.24 9.36 0.12 12242 12.56 12.58 0.02 12.49 12.21 -0.29 12.20 11.79 -0.41 11.82 11.41 -0.42 11.18 10.71 -0.47 12243 14.20 14.20 0.00 13.69 13.69 0.00 13.44 13.44 0.00 12.92 12.92 0.00 12.35 12.35 0.00 12244 13.42 13.28 -0.14 13.19 12.68 -0.51 12.85 12.15 -0.70 12.42 11.69 -0.73 11.51 10.75 -0.75

12245A 14.09 13.91 -0.18 13.78 13.10 -0.68 13.41 12.48 -0.93 12.94 11.93 -1.01 11.79 10.80 -0.99 12246 14.12 13.99 -0.13 13.81 13.19 -0.62 13.44 12.59 -0.85 12.98 12.06 -0.92 11.84 10.99 -0.85 12247 14.46 14.48 0.01 14.16 13.59 -0.57 13.78 12.90 -0.88 13.29 12.15 -1.14 11.93 11.23 -0.70 I

12248 14.49 14.63 0.14 14.19 13.89 -0.30 13.82 13.37 -0.45 13.36 13.09 -0.27 12.31 12.52 0.22 12249 15.67 15.21 -0.46 15.32 14.32 -1.00 14.92 13.72 -1.20 14.48 13.26 -1.22 13.34 12.58 -0.76 12250 15.67 15.37 -0.30 15.35 14.42 -0.93 14.94 13.81 -1.13 14.48 13.49 -0.99 13.35 13.01 -0.34 12251 15.67 15.52 -0.15 15.37 14.46 -0.91 14.95 13.92 -1.03 14.48 13.64 -0.84 13.35 13.17 -0.18 •

12252 15.68 15.29 -0.39 15.33 14.48 -0.85 14.94 13.97 -0.97 14.51 13.64 -0.87 13.47 13.09 -0.38 12253 15.68 15.45 -0.23 15.36 14.50 -0.86 14.95 13.96 -0.99 14.51 13.66 -0.85 13.50 13.15 -0.34 12254 15.67 15.52 -0.15 15.37 14.50 -0.87 14.95 13.95 -1.00 14.51 13.66 -0.85 13.50 13.18 -0.32 12255 15.68 15.30 -0.38 15.33 14.51 -0.82 14.94 14.04 -0.90 14.52 13.74 -0.78 13.52 13.24 -0.28

12255A 15.71 15.39 -0.32 15.35 14.67 -0.68 14.97 14.27 -0.70 14.58 14.03 -0.55 13.70 13.57 -0.13 12256 15.73 15.57 -0.16 15.37 15.04 -0.33 15.02 14.76 -0.25 14.73 14.59 -0.13 14.18 14.17 -0.01

122568 15.77 15.73 -0.04 15.60 15.58 -0.02 15.44 15.40 -0.04 15.13 15.09 -0.04 14.45 14.45 -0.01 12256C 15.77 15.73 -0.04 15.60 15.58 -0.02 15.45 15.41 -0.04 15.13 15.10 -0.04 14.46 14.46 -0.01 12257 15.68 15.52 -0.16 15.37 15.06 -0.32 15.02 15.00 -0.02 14.83 14.79 -0.04 14.27 14.27 -0.01 12258 15.77 15.74 -0.04 15.60 15.59 -0.02 15.45 15.41 -0.04 15.13 15.10 -0.03 14.47 14.46 -0.01

12258A 15.78 15.75 -0.03 15.61 15.59 -0.01 15.46 15.42 -0.04 15.14 15.11 -0.03 14.48 14.48 -0.01 12259 15.73 15.62 -0.12 15.52 15.51 -0.01 15.39 15.34 -0.05 15.10 15.06 -0.04 14.36 14.36 0.00 12260 15.80 15.78 -0.02 15.63 15.62 -0.01 15.48 15.45 -0.04 15.17 15.14 -0.03 14.51 14.51 0.00 12261 15.77 15.74 -0.04 15.60 15.59 -0.01 15.45 15.41 -0.04 15.14 15.10 -0.03 14.58 14.58 0.00



NODENAME Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference 12262 15.76 15.70 -0.06 15.60 15.59 -0.01 15.52 15.50 -0.02 15.18 15.16 -0.02 14.48 14.47 0.00 12263 15.75 15.66 -0.09 15.54 15.53 -0.01 15.40 15.35 -0.05 15.11 15.07 -0.04 14.47 14.47 -0.01 12264 11.95 12.15 0.20 11.35 11.59 0.25 11.03 11.30 0.27 10.59 10.73 0.14 9.35 9.44 0.09 12265 12.28 12.40 0.12 11.76 11.89 0.13 11.50 11.62 0.12 11.14 11.12 -0.02 10.15 10.03 -0.12 12266 13.94 13.88 -0.06 13.30 13.25 -0.05 13.04 12.99 -0.05 12.73 12.58 -0.15 12.14 12.09 -0 05 12267 14.15 14.08 -0.07 13.46 13.39 -0.06 13.15 13.09 -0.06 12.80 12.68 -0.12 12.19 12.14 -0 05 12268 14.82 14.81 0.00 14.14 14.03 -0.12 13.67 13.53 -0.14 13.19 12.82 -0.37 12.31 12.22 -0 09 12269 14.97 14.96 0.00 14.21 14.19 -0.01 13.98 13.98 0.00 13.81 12.67 -1.15 12.35 12.35 0.00 12270 15.87 15.77 -0.10 15.69 15.25 -0.44 15.46 14.47 -0.99 14.69 13.16 -1.53 13.08 12.63 -0.45 12271 15.90 15.80 -0.10 15.72 15.58 -0.15 15.60 15.51 -0.09 15.53 15.31 -0.22 15.20 14.45 -0.75 12272 15.87 15.77 -0.10 15.69 15.30 -0.39 15.47 14.57 -0.90 14.81 13.27 -1.54 13.16 12.91 -0.25 12273 15.90 15.80 -0.10 15.72 15.57 -0.15 15.60 15.16 -0.44 15.46 14.01 -1.46 13.88 13.62 -0.25 12274 15.90 15.80 -0.10 15.72 15.58 -0.15 15.60 15.34 -0.26 15.53 14.39 -1.13 14.21 13.77 -0.44 12275 15.90 15.80 -0.10 15.72 15.58 -0.15 15.60 15.34 -0.26 15.53 14.52 -1.01 14.37 13.85 -0.52 12276 15.90 15.80 -0.10 15.72 15.59 -0.13 15.61 15.42 -0.18 15.56 14.66 -0.90 14.57 13.96 -0.61 12277 15.90 15.80 -0.10 15.73 15.64 -0.09 15.66 15.49 -0.17 15.60 14.84 -0.77 14.78 14.16 -0.62 12278 15.93 15.86 -0.06 15.82 15.71 -0.12 15.74 15.55 -0.18 15.64 15.09 -0.55 15.02 14.43 -0.59 12280 16.14 16.02 -0.11 15.95 15.77 -0.18 15.82 15.64 -0.18 15.69 15.40 -0.29 15.32 14.74 -0.58

12280A 16.00 16.00 0.00 16.00 16.00 0.00 16.00 16.00 0.00 16.00 16.00 0.00 16.00 16.00 0.00 12281 16.17 16.12 -0.05 16.04 15.87 -0.18 15.91 15.72 -0.20 15.78 15.46 -0.32 15.37 14.74 -0.63 12282 16.39 16.06 -0.33 16.33 15.79 -0.54 16.28 15.64 -0.63 16.20 15.40 -0.80 15.56 14.74 -0.82 12283 15.90 15.90 -0.01 15.67 15.66 -0.01 15.51 15.48 -0.03 15.19 15.16 -0.03 14.52 14.52 0.00 12284 15.96 15.96 -0.01 15.69 15.68 -0.01 15.52 15.49 -0.03 15.20 15.18 -0.02 14.54 14.54 0.00 12285 15.97 15.96 -0.01 15.69 15.68 -0.01 15.52 15.49 -0.03 15.20 15.18 -0.03 14.54 14.54 000 12286 15.74 15.62 -0.13 15.41 15.20 -0.22 15.11 14.95 -0.16 14.85 14.77 -0.09 14.30 14.29 -0.01 12300 8.47 8.47 0.00 8.32 8.32 0.00 8.23 8.23 0.00 8.13 8.13 0.00 7.85 7.85 0.00 12301 8.83 8.83 0.00 8.64 8.64 0.00 8.52 8.52 0.00 8.40 8.40 0.00 8.03 8.03 0.00 12302 9.18 9.18 0.00 8.96 8.96 0.00 8.82 8.82 0.00 8.67 8.67 0.00 8.21 8.21 0.00 12303 9.64 9.64 0.00 9.38 9.38 0.00 9.21 9.21 0.00 9.03 9.03 0.00 8.47 8.47 0.00 12304 9.69 9.69 0.00 9.41 9.41 0.00 9.24 9.24 0.00 9.05 9.05 0.00 8.47 8.47 0.00 12305 9.00 9.00 0.00 8.99 8.99 0.00 8.99 8.99 0.00 8.97 8.97 0.00 8.47 8.47 0.00 12306 10.10 10.10 0.00 9.80 9.80 0.00 9.60 9.60 0.00 9.37 9.37 0.00 8.69 8.69 0.00 12307 10.15 10.15 0.00 9.83 9.83 0.00 9.62 9.62 0.00 9.39 9.39 0.00 8.70 8.70 0 00 12308 9.52 9.52 0.00 9.31 9.31 0.00 9.17 9.17 0.00 9.02 9.02 0.00 8.47 8.47 0.00 12309 10.54 10.54 0.00 10.19 10.19 0.00 9.97 9.97 0.00 9.71 9.71 0.00 8.91 8.91 0 00 12310 10.79 10.79 0.00 10.31 10.31 0.00 10.05 10.05 0.00 9.76 9.76 0.00 8.93 8.93 0 00 12311 10.86 10.86 0.00 10.51 10.51 0.00 10.27 10.27 0.00 9.98 9.98 0.00 9.10 9.10 0.00 12312 10.87 10.87 0.00 10.52 10.52 0.00 10.27 10.27 0.00 9.99 9.99 0.00 9.10 9.10 0 00 12313 11.16 11.16 0.00 10.81 10.81 0.00 10.55 10.55 0.00 10.24 10.24 0.00 9.28 9.28 0.00 12314 11.26 11.26 0.00 10.95 10.95 0.00 10.62 10.62 0.00 10.29 10.29 0.00 9.29 9.29 0.00 12317 12.63 12.63 0.00 12.39 12.39 0.00 12.25 12.25 0.00 12.14 12.14 0.00 12.04 12.04 0.00 12318 11.52 11.52 0.00 11.14 11.14 0.00 10.87 10.87 0.00 10.54 10.54 0.00 9.49 9.49 0.00 12319 11.75 11.75 0.00 11.36 11.36 0.00 11.07 11.07 0.00 10.73 10.73 0.00 9.63 9.63 0.00



NODENAME Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference 12320 11.97 11.97 0.00 11.72 11.72 0.00 11.54 11.54 0.00 11.09 11.09 0.00 9.64 9.64 0.00 12321 11.98 11.98 0.00 11.57 11.57 0.00 11.28 11.28 0.00 10.92 10.92 0.00 9.78 9.78 0.00 12322 12.28 12.28 0.00 11.85 11.85 0.00 11.54 11.54 0.00 11.18 11.18 0.00 9.97 9.97 0.00 12323 12.74 12.74 0.00 11.98 11.98 0.00 11.57 11.57 0.00 11.20 11.20 0.00 9.98 9.98 0.00 12324 15.61 15.61 0.00 15.42 15.42 0.00 15.26 15.26 0.00 14.98 14.98 0.00 13.92 13.92 0.00 12325 12.43 12.43 0.00 12.01 12.01 0.00 11.71 11.71 0.00 11.34 11.34 0.00 10.12 10.12 0.00 12326 12.79 12.79 0.00 12.31 12.31 0.00 11.94 11.94 0.00 11.52 11.52 0.00 10.16 10.16 0.00 12327 12.50 12.50 0.00 12.11 12.11 0.00 11.83 11.83 0.00 11.46 11.46 0.00 10.23 10.23 0.00 12328 12.58 12.58 0.00 12.22 12.22 0.00 11.93 11.93 0.00 11.57 11.57 0.00 10.34 10.34 0.00 12329 12.66 12.66 0.00 12.32 12.32 0.00 12.04 12.04 0.00 11.68 11.68 0.00 10.45 10.45 0.00 12330 12.83 12.83 0.00 12.43 12.43 0.00 12.14 12.14 0.00 11.75 11.75 0.00 10.46 10.46 0.00 12331 12.92 12.92 0.00 12.48 12.48 0.00 12.18 12.18 0.00 11.78 11.78 0.00 10.47 10.47 0.00 12332 12.84 12.84 0.00 12.43 12.43 0.00 12.14 12.14 0.00 11.72 11.72 0.00 10.46 10.46 0.00 12333 12.85 12.85 0.00 12.42 12.42 0.00 12.14 12.14 0.00 11.73 11.73 0.00 10.46 10.46 0.00 12334 13.01 13.01 0.00 12.60 12.60 0.00 12.18 12.18 0.00 11.73 11.73 0.00 10.46 10.46 0.00 12335 12.84 12.84 0.00 12.43 12.43 0.00 12.14 12.14 0.00 11.72 11.72 0.00 10.46 10.46 0.00 12336 12.89 12.89 0.00 12.56 12.56 0.00 12.30 12.30 0.00 11.96 11.96 0.00 10.73 10.73 0.00 12337 13.07 13.07 0.00 12.76 12.76 0.00 12.51 12.51 0.00 12.18 12.18 0.00 10.97 10.97 0.00 12338 13.29 13.29 0.00 13.01 13.01 0.00 12.82 12.82 0.00 12.44 12.44 0.00 11.02 11.02 0.00 12339 13.35 13.35 0.00 13.08 13.08 0.00 12.90 12.90 0.00 12.47 12.47 0.00 11.02 11.02 0.00 12340 13.22 13.22 0.00 12.91 12.91 0.00 12.67 12.67 0.00 12.36 12.36 0.00 11.17 11.17 0.00 12341 13.43 13.43 0.00 13.11 13.11 0.00 12.94 12.94 0.00 12.64 12.64 0.00 11.05 11.05 0.00 12342 13.43 13.43 0.00 13.14 13.14 0.00 12.96 12.96 0.00 12.69 12.69 0.00 11.05 11.05 0.00 12343 13.39 13.39 0.00 13.07 13.07 0.00 12.85 12.85 0.00 12.56 12.56 0.00 11.40 11.40 0.00 12344 13.44 13.44 0.00 13.15 13.15 0.00 12.97 12.97 0.00 12.70 12.70 0.00 11.86 11.86 0.00 12345 14.03 14.03 0.00 13.92 13.92 0.00 13.83 13.83 0.00 13.71 13.71 0.00 13.15 13.15 0.00 12346 13.46 13.46 0.00 13.16 13.16 0.00 12.98 12.98 0.00 12.70 12.70 0.00 11.86 11.86 0.00 12347 13.58 13.58 0.00 13.24 13.24 0.00 13.02 13.02 0.00 12.74 12.74 0.00 11.57 11.57 0.00 12348 13.48 13.48 0.00 13.17 13.17 0.00 13.00 13.00 0.00 12.74 12.74 0.00 11.57 11.57 0.00

• 12349 13.72 13.72 0.00 13.37 13.37 0.00 13.15 13.15 0.00 12.87 12.87 0.00 11.68 11.68 0.00 I

'

12350 14.00 14.00 0.00 13.63 13.63 0.00 13.43 13.43 0.00 13.11 13.11 0.00 11.70 11.70 0.00 .

12350A 13.86 13.86 0.00 13.50 13.50 0.00 13.29 13.29 0.00 12.99 12.99 0.00 11.70 11.70 0.00 12351 13.84 13.84 0.00 13.47 13.47 0.00 13.25 13.25 0.00 12.97 12.97 0.00 11.80 11.80 0.00 12352 14.01 14.01 0.00 13.63 13.63 0.00 13.40 13.40 0.00 13.07 13.07 0.00 11.85 11.85 0.00 12353 14.01 14.01 0.00 13.64 13.64 0.00 13.43 13.43 0.00 13.12 13.12 0.00 11.87 11.87 0.00 12354 14.00 14.00 0.00 13.61 13.61 0.00 13.39 13.39 0.00 13.12 13.12 0.00 11.96 11.96 0.00 12355 14.33 14.33 0.00 13.95 13.95 0.00 13.71 13.71 0.00 13.44 13.44 0.00 12.48 12.48 0.00

12355A 14.75 14.75 0.00 14.44 14.44 0.00 14.22 14.22 0.00 13.94 13.94 0.00 13.02 13.02 0.00 12356A 7.70 7.70 0.00 7.70 7.70 0.00 7.70 7.70 0.00 7.70 7.70 0.00 7.70 7.70 0.00 123568 7.80 7.80 0.00 7.80 7.80 0.00 7.80 7.80 0.00 7.80 7.80 0.00 7.80 7.80 0.00 12356C 7.90 7.90 0.00 7.90 7.90 0.00 7.90 7.90 0.00 7.90 7.90 0.00 7.90 7.90 0.00 12357 14.77 14.77 0.00 14.50 14.50 0.00 14.31 14.31 0.00 14.07 14.07 0.00 13.55 13.55 0.00 12358 15.09 15.09 0.00 14.81 14.81 0.00 14.60 14.60 0.00 14.32 14.32 0.00 13.33 13.33 0.00



NODENAME Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference 12359 15.39 15.39 0.00 15.14 15.14 0.00 14.94 14.94 0.00 14.66 14.66 0.00 13.62 13.62 0.00 12360 15.61 15.61 0.00 15.42 15.42 0.00 15.25 15.25 0.00 14.97 14.97 0.00 13.89 13.89 0.00 12361 15.60 15.60 0.00 15.44 15.44 0.00 15.30 15.30 0.00 15.01 15.01 0.00 14.02 14.02 0.00 12362 15.58 15.58 0.00 15.48 15.48 0.00 15.40 15.40 0.00 15.21 15.21 0.00 14.38 14.38 0.00 12363 15.37 15.37 0.00 14.89 14.89 0.00 14.40 14.40 0.00 14.03 14.03 0.00 13.71 13.71 0.00 12364 14.05 14.05 0.00 13.65 13.65 0.00 13.43 13.43 0.00 13.17 13.17 0.00 11.99 11.99 0.00 12365 14.09 14.09 0.00 13.69 13.69 0.00 13.47 13.47 0.00 13.21 13.21 0.00 12.02 12.02 0.00 12366 14.13 14.13 0.00 13.72 13.72 0.00 13.50 13.50 0.00 13.24 13.24 0.00 12.04 12.04 0.00 12367 14.17 14.17 0.00 13.74 13.74 0.00 13.53 13.53 0.00 13.28 13.28 0.00 12.06 12.06 0.00 12368 14.38 14.38 0.00 13.86 13.86 0.00 13.63 13.63 0.00 13.36 13.36 0.00 12.09 12.09 0.00 12369 14.52 14.52 0.00 13.97 13.97 0.00 13.71 13.71 0.00 13.42 13.42 0.00 12.09 12.09 0.00 12370 14.19 14.19 0.00 13.77 13.77 0.00 13.55 13.55 0.00 13.30 13.30 0.00 12.08 12.08 0.00 12371 14.03 14.03 0.00 13.66 13.66 0.00 13.46 13.46 0.00 13.27 13.27 0.00 12.08 12.08 0.00 12372 14.24 14.24 0.00 13.81 13.81 0.00 13.58 13.58 0.00 13.34 13.34 0.00 12.10 12.10 0.00 12373 14.27 14.27 0.00 13.86 13.86 0.00 13.63 13.63 0.00 13.39 13.39 0.00 12.12 12.12 0 00 12374 14.40 14.40 0.00 14.07 14.07 0.00 13.81 13.81 0.00 13.58 13.58 0.00 12.23 12.23 0.00 12375 14.41 14.41 0.00 14.16 14.16 0.00 13.96 13.96 0.00 13.71 13.71 0.00 12.28 12.28 0.00

12375A 14.41 14.41 0.00 14.15 14.15 0.00 13.96 13.96 0.00 13.71 13.71 0.00 12.28 12.28 0.00 12376 14.95 14.95 0.00 14.51 14.51 0.00 14.25 14.25 0.00 13.96 13.96 0.00 12.40 12.40 0.00 12377 14.49 14.49 0.00 14.17 14.17 0.00 13.87 13.87 0.00 13.66 13.66 0.00 12.27 12.27 0.00 12378 14.11 14.11 0.00 13.96 13.96 0.00 13.83 13.83 0.00 13.74 13.74 0.00 13.63 13.63 0.00 12379 14.11 14.11 0.00 13.96 13.96 0.00 13.85 13.85 0.00 13.76 13.76 0.00 13.64 13.64 0.00 12380 14.52 14.52 0.00 14.28 14.28 0.00 14.00 14.00 0.00 13.74 13.74 0.00 12.31 12.31 0.00 12381 14.73 14.73 0.00 14.55 14.55 0.00 14.24 14.24 0.00 13.83 13.83 0.00 12.35 12.35 0.00 12382 14.74 14.74 0.00 14.55 14.55 0.00 14.31 14.31 0.00 13.88 13.88 0.00 12.42 12.42 0.00 12383 15.04 15.04 0.00 14.80 14.80 0.00 14.35 14.35 0.00 13.85 13.85 0.00 12.36 12.36 0.00 12384 15.11 15.11 0.00 14.95 14.95 0.00 14.42 14.42 0.00 13.85 13.85 0.00 12.36 12.36 0.00 12387 15.65 15.65 0.00 15.63 15.63 0.00 15.62 15.62 0.00 15.56 15.56 0.00 15.30 15.30 0 00 12388 15.58 15.58 0.00 15.49 15.49 0.00 15.41 15.41 0.00 15.33 15.33 0.00 15.13 15.13 0.00 12389 15.80 15.80 0.00 15.67 15.67 0.00 15.61 15.61 0.00 15.53 15.53 0.00 15.39 15.39 0.00 12400 9.06 8.80 -0.26 8.24 8.01 -0.23 7.69 7.62 -0.06 7.11 7.01 -0.10 5.77 5.67 -0.10 12401 10.33 10.33 0.00 10.25 10.25 0.00 10.21 10.21 0.00 10.15 10.15 0.00 10.02 10.02 0.00 12403 9.19 9.01 -0.18 8.37 8.19 -0.18 7.83 7.78 -0.04 7.24 7.17 -0.07 5.90 5.82 -0 08 12404 9.19 9.02 -0.17 8.37 8.19 -0.18 7.83 7.79 -0.04 7.25 7.18 -0.07 5.92 5.84 -0 07 12405 9.33 9.23 -0.10 8.54 8.43 -0.10 8.05 8.03 -0.03 7.51 7.47 -0.03 6.34 6.31 -0.02 12406 11.48 11.49 0.01 10.21 10.34 0.13 9.45 9.69 0.24 8.72 8.85 0.14 7.95 7.95 -0.01 12407 9.23 9.10 -0.14 8.44 8.29 -0.15 7.91 7.88 -0.03 7.34 7.30 -0.05 6.35 6.35 0 00 12408 9.28 9.16 -0.12 8.52 8.45 -0.08 8.15 8.13 -0.02 7.88 7.87 0.00 6.73 6.65 -0.08 12409 9.28 9.17 -0.11 8.53 8.46 -0.07 8.17 8.16 -0.01 7.91 7.90 0.00 6.75 6.67 -0.08 12410 10.33 10.33 0.00 10.14 10.14 0.00 9.78 9.78 0.00 9.13 9.13 -0.01 7.37 7.37 0 00 12411 10.65 10.65 0.00 10.30 10.30 0.00 9.91 9.91 0.00 9.30 9.30 -0.01 7.86 7.86 0 00 12412 10.97 10.97 0.00 10.49 10.49 0.00 10.07 10.07 0.00 9.57 9.56 0.00 8.52 8.52 0.00 !

12413 11.10 11.10 0.00 10.88 10.88 0.00 10.63 10.63 0.00 10.07 10.07 0.00 8.80 8.80 000 I




12414 11.83 11.83 0.00 11.44 11.44 0.00 11.14 11.14 0.00 10.66 10.66 0.00 9.56 9.56 0.00 12415 9.25 9.12 -0.13 8.47 8.34 -0.13 7.97 7.94 -0.03 7.40 7.36 -0.04 6.15 6.10 -0.04 12416 9.31 9.24 -0.07 8.56 8.49 -0.06 8.11 8.08 -0.03 7.56 7.52 -0.04 6.36 6.32 -0.03 12417 9.93 9.90 -0.03 9.13 9.28 0.15 8.60 8.81 0.21 8.13 8.23 0.11 7.03 7.00 -0.03 ' I

12418 10.15 10.15 0.00 10.00 10.02 0.02 9.93 9.94 0.01 9.83 9.83 0.00 9.18 9.17 -0.01 12419 11.35 11.35 0.00 11.22 11.22 0.00 11.13 11.14 0.00 11.01 11.01 0.00 9.99 9.98 -0.01 12420 11.46 11.46 0.00 11.30 11.30 0.00 11.19 11.19 0.00 11.05 11.05 0.00 10.02 10.01 -0.01 12421 11.57 11.57 0.00 11.37 11.38 0.00 11.25 11.25 0.00 11.09 11.09 0.00 10.07 10.06 -0.01 12422 11.68 11.68 0.00 11.46 11.47 0.00 11.33 11.33 0.00 11.16 11.16 0.00 10.48 10.47 0.00 12423 11.70 11.70 0.00 11.49 11.49 0.00 11.35 11.35 0.00 11.18 11.18 0.00 10.50 10.49 0.00 12424 12.64 12.64 0.00 12.21 12.21 0.00 11.92 11.92 0.00 11.55 11.55 0.00 10.77 10.77 0.00 12425 12.63 12.63 0.00 12.20 12.20 0.00 11.91 11.91 0.00 11.55 11.55 0.00 10.77 10.77 0.00 12426 13.01 13.01 0.00 12.61 12.61 0.00 12.32 12.32 0.00 11.97 11.97 0.00 11.20 11.20 0.00 12427 13.26 13.26 0.00 12.86 12.86 0.00 12.58 12.58 0.00 12.24 12.24 0.00 11.47 11.47 0.00

•

12428 14.66 14.66 0.00 14.58 14.58 0.00 14.53 14.53 0.00 14.48 14.48 0.00 14.34 14.34 0.00 12429 14.01 14.01 0.00 13.46 13.46 0.00 13.20 13.20 0.00 12.85 12.85 0.00 12.10 12.10 0.00 12430 14.30 14.30 0.00 14.28 14.28 0.00 14.27 14.27 0.00 14.25 14.25 0.00 14.21 14.21 0.00 12431 13.93 13.93 0.00 13.63 13.63 0.00 13.39 13.39 0.00 13.10 13.10 0.00 12.51 12.51 0.00 12432 14.29 14.29 0.00 14.05 14.05 0.00 13.88 13.88 0.00 13.68 13.68 0.00 13.33 13.33 0.00 •

12433 14.40 14.40 0.00 14.17 14.17 0.00 14.01 14.01 0.00 13.84 13.84 0.00 13.52 13.52 0.00 12434 14.47 14.47 0.00 14.28 14.28 0.00 14.15 14.15 0.00 14.02 14.02 0.00 13.80 13.80 0.00 12435 13.26 13.26 0.00 12.86 12.86 0.00 12.58 12.58 0.00 12.24 12.24 0.00 11.47 11.47 0.00 12436 14.72 14.72 0.00 14.53 14.53 0.00 14.43 14.43 0.00 14.31 14.31 0.00 14.09 14.09 0.00 12437 14.74 14.74 0.00 14.55 14.55 0.00 14.44 14.44 0.00 14.33 14.33 0.00 14.10 14.10 0.00 12438 14.75 14.75 0.00 14.56 14.56 0.00 14.45 14.45 0.00 14.34 14.34 0.00 14.11 14.11 0.00 12439 14.50 14.50 0.00 14.31 14.31 0.00 14.20 14.20 0.00 14.07 14.07 0.00 13.84 13.84 0.00 12440 14.73 14.73 0.00 14.45 14.45 0.00 14.29 14.29 0.00 14.14 14.14 0.00 13.85 13.85 0.00 12441 14.37 14.37 0.00 14.00 14.00 0.00 14.00 14.00 0.00 14.00 14.00 0.00 14.00 14.00 0.00 12442 12.66 12.66 0.00 12.23 12.23 0.00 11.93 11.93 0.00 11.56 11.56 0.00 10.78 10.78 0.00 12443 10.36 10.33 -0.03 9.56 9.73 0.17 9.02 9.27 0.25 8.57 8.72 0.15 7.48 7.47 -0.01 12444 10.50 10.47 -0.03 9.65 9.80 0.16 9.05 9.33 0.28 8.59 8.74 0.15 7.49 7.48 -0.01 12445 12.02 12.02 0.00 11.53 11.55 0.01 11.23 11.23 0.00 10.92 10.92 0.00 10.34 10.34 0.00 12446 12.24 11.60 -0.65 11.98 10.08 -1.89 11.72 9.49 -2.23 10.60 8.89 -1.71 8.92 7.57 -1.34

12446A 12.16 11.25 10.87 10.47 9.73 12447 12.33 12.25 -0.08 12.04 11.38 -0.66 11.77 11.00 -0.76 10.68 10.58 -0.11 9.07 9.80 0.73 12448 12.67 12.60 -0.06 12.30 11.86 -0.44 11.98 11.47 -0.51 11.01 10.99 -0.02 9.57 10.06 0.48 12449 12.76 12.70 -0.06 12.37 11.96 -0.41 12.03 11.57 -0.47 11.08 11.08 -0.01 9.62 10.10 0.47 12450 12.79 12.74 -0.06 12.58 12.57 -0.01 .12.28 12.21 -0.07 11.26 11.49 0.23 9.83 10.15 0.32 12451 12.81 12.76 -0.05 12.60 12.59 -0.01 12.28 12.23 -0.06 11.28 11.51 0.24 10.03 10.18 0.15 12452 12.87 12.81 -0.06 12.46 12.11 -0.35 12.12 11.73 -0.39 11.24 11.25 0.01 9.91 10.26 0.35 12453 12.89 12.83 -0.06 12.48 12.14 -0.34 12.14 11.76 -0.38 11.27 11.28 0.01 9.95 10.29 0.34 12454 13.17 13.11 -0.06 12.66 12.29 -0.37 12.25 11.82 -0.43 11.31 11.32 0.01 9.98 10.32 0.33 12455 13.21 13.15 -0.05 12.70 12.35 -0.35 12.29 11.88 -0.40 11.38 11.39 0.02 10.09 10.39 0.30

PropCompar.xls 1 Oof19

Alligator Creek Proposed Conditions 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H I


12456 13.22 13.17 -0.05 12.71 12.36 -0.35 12.30 11.90 -0.40 11.39 11.41 0.02 10.96 10.97 0.00 12457 14.89 14.89 0.00 14.78 14.78 0.00 14.69 14.69 0.00 14.59 14.59 0.00 14.39 14.39 0.00 12458 13.26 13.21 -0.05 12.76 12.44 -0.32 12.37 12.01 -0.36 11.55 11.56 0.01 10.50 10.66 0.16

'

12459 13.29 13.24 -0.05 12.81 12.49 -0.31 12.41 12.07 -0.35 11.60 11.61 0.01 11.37 11.37 0.00 12460 14.38 14.38 0.00 14.16 14.17 0.01 14.04 14.04 0.00 13.92 13.92 0.00 13.61 13.61 0.00 12461 14.86 14.86 0.00 14.53 14.53 0.01 14.35 14.35 0.00 14.18 14.18 0.00 13.72 13.72 0 00 12462 15.95 15.95 0.00 15.74 15.74 0.00 15.59 15.59 0.00 15.43 15.43 0.00 15.10 15.10 0.00 12463 15.92 15.92 0.00 15.74 15.74 0.00 15.60 15.60 0.00 15.44 15.44 0.00 15.12 15.12 0.00 12464 14.46 14.46 0.00 14.24 14.25 0.01 14.13 14.13 0.00 14.01 14.01 0.00 13.73 13.73 0.00 12465 14.63 14.63 0.00 14.39 14.39 0.00 14.27 14.27 0.00 14.14 14.14 0.00 13.91 13.91 0.00 12466 14.70 14.70 0.00 14.48 14.48 0.00 14.37 14.37 0.00 14.26 14.26 0.00 14.05 14.05 0.00 12467 13.74 13.72 -0.02 13.19 13.08 -0.11 12.86 12.82 -0.04 12.63 12.63 0.00 12.29 12.29 0.00 12468 13.97 13.95 -0.01 13.37 13.31 -0.07 13.03 13.01 -0.02 12.75 12.75 0.00 12.32 12.32 0.00 12469 13.95 13.94 -0.01 13.39 13.36 -0.03 13.05 13.05 0.00 12.76 12.76 0.00 12.33 12.33 0.00 12470 14.24 14.23 -0.01 13.53 13.49 -0.04 13.16 13.15 -0.01 12.85 12.85 0.00 12.35 12.35 0.00 12471 15.47 15.46 -0.01 14.27 14.26 -0.01 14.13 14.13 0.00 14.09 14.09 0.00 14.01 14.01 0.00 12472 14.25 14.24 -0.01 13.70 13.69 -0.02 13.32 13.32 0.00 12.97 12.97 0.00 12.38 12.38 0.00 12473 14.25 14.25 -0.01 13.75 13.73 -0.01 13.36 13.36 0.00 12.99 12.99 0.00 12.39 12.39 0.00 12474 13.13 13.13 0.00 13.11 13.11 0.00 13.10 13.10 0.00 13.09 13.09 0.00 13.06 13.06 0.00 12475 14.29 14.26 -0.03 13.71 13.65 -0.05 13.45 13.45 -0.01 13.26 13.26 0.00 12.83 12.83 0.00 12476 14.32 14.30 -0.02 13.83 13.81 -0.02 13.56 13.56 0.00 13.32 13.32 0.00 12.84 12.84 0.00 12477 14.44 14.43 -0.01 13.87 13.86 -0.01 13.60 13.60 0.00 13.35 13.35 0.00 12.84 12.84 0.00 12478 14.44 14.43 -0.01 13.94 13.94 -0.01 13.65 13.65 0.00 13.37 13.37 0.00 12.85 12.85 0.00 12479 14.44 14.43 -0.01 13.85 13.85 0.00 13.60 13.60 0.00 13.35 13.35 0.00 12.84 12.84 0.00 12480 12.73 12.66 -0.06 12.36 11.96 -0.39 12.02 11.57 -0.45 11.09 11.09 0.01 10.18 10.26 0.08 12481 12.81 12.75 -0.06 12.46 12.17 -0.29 12.11 11.74 -0.37 11.59 11.60 0.01 11.33 11.33 0.00 12482 9.26 9.14 -0.12 8.49 8.37 -0.12 8.00 7.97 -0.03 7.44 7.39 -0.04 6.19 6.15 -0 04 12483 9.26 9.14 -0.12 8.49 8.37 -0.12 8.00 7.97 -0.03 7.44 7.39 -0.04 6.19 6.15 -0.04 12484 10.82 10.80 -0.01 10.39 10.38 0.00 10.20 10.20 0.00 10.01 10.00 -0.01 9.64 9.65 0.00 12485 10.82 10.80 -0.02 10.39 10.38 0.00 10.20 10.20 0.00 10.01 10.01 -0.01 9.64 9.65 0.00 12486 10.86 10.84 -0.01 10.43 10.43 0.00 10.24 10.24 0.00 10.05 10.05 -0.01 9.69 9.69 0.00 12487 10.86 10.84 -0.01 10.44 10.43 -0.01 10.24 10.24 0.00 10.05 10.05 -0.01 9.69 9.69 0.00 12488 10.86 10.85 -0.01 10.44 10.43 -0.01 10.24 10.24 0.00 10.05 10.05 0.00 9.69 9.69 0.00 12489 10.87 10.86 -0.01 10.45 10.45 -0.01 10.25 10.25 0.00 10.06 10.05 0.00 9.69 9.69 0.00 12490 11.40 11.40 0.00 10.52 10.51 -0.01 10.31 10.31 0.00 10.10 10.10 0.00 9.69 9.69 0.00 12491 11.95 11.95 0.00 11.63 11.63 0.00 11.40 11.40 0.00 11.12 11.12 0.00 10.64 10.64 0.00 12492 12.30 12.30 0.00 11.77 11.77 0.00 11.48 11.48 0.00 11.18 11.18 0.00 10.67 10.67 0.00 12493 10.84 10.82 -0.01 10.41 10.41 0.00 10.22 10.22 0.00 10.03 10.02 -0.01 9.65 9.65 0.00 12494 10.85 10.83 -0.01 10.42 10.42 0.00 10.23 10.23 0.00 10.04 10.03 -0.01 9.65 9.66 0.00 12495 10.84 10.82 -0.02 10.41 10.40 0.00 10.21 10.21 0.00 10.02 10.02 -0.01 9.65 9.65 0.00 12496 10.84 10.82 -0.02 10.41 10.40 0.00 10.21 10.21 0.00 10.02 10.02 -0.01 9.65 9.65 0.00 12497 11.89 11.89 0.00 11.83 11.83 0.00 11.58 11.58 0.00 11.31 11.31 0.00 10.78 10.78 0.00 12498 13.93 13.93 0.00 13.60 13.60 0.00 13.48 13.48 0.00 13.34 13.34 0.00 13.04 13 04 0.00

PropCompar.xls 11 of19



12499 14.31 14.31 0.00 14.27 14.27 0.00 14.24 14.24 0.00 14.22 14.22 0.00 13.93 13.93 0.00 12500 11.15 11.15 0.00 10.44 10.44 0.00 10.21 10.21 0.00 10.02 10.02 -0.01 9.65 9.65 0.00 12501 12.02 12.02 0.00 11.92 11.92 0.00 11.87 11.87 0.00 11.81 11.81 0.00 11.65 11.65 0.00 12502 10.87 10.86 -0.01 10.44 10.44 -0.01 10.25 10.25 0.00 10.06 10.05 -0.01 9.69 9.69 0.00 12503 10.04 10.04 0.00 9.82 9.82 0.00 9.68 9.68 0.00 9.51 9.51 0.00 9.01 9.01 0.00 12504 10.88 10.86 -0.01 10.45 10.44 -0.01 10.25 10.25 0.00 10.06 10.05 -0.01 9.69 9.69 0.00 12506 10.88 10.86 -0.01 10.45 10.45 0.00 10.25 10.25 0.00 10.06 10.05 -0.01 9.69 9.69 0.00 12508 10.92 10.90 -0.01 10.49 10.48 0.00 10.29 10.29 0.00 10.09 10.09 0.00 9.76 9.76 0.00 12510 10.92 10.92 0.00 10.53 10.53 0.00 10.33 10.33 0.00 10.13 10.13 0.00 9.78 9.78 0.00 12512 10.97 10.97 0.00 10.56 10.56 0.00 10.35 10.35 0.00 10.15 10.15 0.00 9.79 9.79 0.00 12514 11.03 11.03 0.00 10.63 10.63 0.00 10.43 10.43 0.00 10.21 10.21 0.00 9.82 9.82 0.00 12516 11.31 11.31 0.00 10.73 10.73 0.00 10.46 10.46 0.00 10.22 10.22 0.00 9.82 9.82 0.00 12518 11.39 11.38 0.00 10.84 10.84 0.00 10.57 10.57 0.00 10.30 10.30 0.00 9.84 9.84 0.00 12519 11.72 11.72 0.00 11.68 11.68 0.00 11.67 11.67 0.00 11.65 11.65 0.00 11.61 11.61 0.00 12520 11.42 11.42 0.00 10.87 10.88 0.00 10.60 10.60 0.00 10.33 10.33 0.00 9.87 9.87 0.00 12522 11.47 11.47 0.00 10.92 10.92 0.00 10.65 10.65 0.00 10.37 10.37 0.00 9.91 9.91 0.00 12524 11.65 11.64 0.00 11.06 11.06 0.00 10.76 10.76 0.00 10.47 10.47 0.00 9.97 9.97 0.00 12526 11.71 11.71 0.00 11.12 11.12 0.00 10.81 10.81 0.00 10.51 10.51 0.00 10.00 10.00 0.00 12528 11.72 11.71 0.00 11.12 11.12 0.00 10.81 10.81 0.00 10.52 10.52 0.00 10.01 10.01 0.00 12530 12.40 12.40 0.00 11.71 11.71 0.00 11.28 11.28 0.00 10.84 10.84 0.00 10.09 10.09 0.00 12534 11.80 11.80 0.00 11.80 11.80 0.00 11.80 11.80 0.00 11.80 11.80 0.00 11.80 11.80 0.00 12536 10.87 10.86 -0.01 10.57 10.56 -0.02 10.49 10.48 -0.02 10.40 10.39 -0.02 10.21 10.20 -0.01 12538 11.24 11.23 -0.01 10.84 10.85 0.01 10.63 10.64 0.01 10.45 10.45 0.00 10.21 10.21 0.00 12540 11.58 11.57 0.00 11.07 11.09 0.02 10.82 10.84 0.02 10.55 10.56 0.01 10.21 10.22 0.01 12542 11.62 11.61 0.00 11.20 11.23 0.03 10.93 10.96 0.03 10.62 10.64 0.02 10.22 10.23 0.02 12544 10.88 10.86 -0.01 10.45 10.44 -0.01 10.25 10.25 0.00 10.06 10.05 -0.01 9.69 9.69 0.00 12546 10.88 10.86 -0.01 10.61 10.66 0.05 10.50 10.55 0.04 10.39 10.43 0.04 10.16 10.19 0.03 12548 11.11 11.22 0.11 10.80 10.90 0.10 10.64 10.71 0.08 10.47 10.53 0.06 10.19 10.23 0.04 12550 11.62 11.62 0.00 11.25 11.29 0.04 10.96 11.00 0.04 10.64 10.67 0.03 10.22 10.24 0.02 12552 11.62 11.62 0.00 11.26 11.30 0.04 10.98 11.01 0.03 10.65 10.68 0.03 10.22 10.24 0.02 12554 11.52 11.52 0.00 11.13 11.06 -0.07 10.91 10.80 -0.11 10.66 10.57 -0.08 10.22 10.24 0.02 12558 10.93 10.90 -0.03 10.72 10.69 -0.04 10.61 10.57 -0.03 10.48 10.45 -0.03 10.24 10.23 -0.02 12560 11.26 11.19 -0.06 10.95 10.88 -0.07 10.78 10.72 -0.06 10.61 10.56 -0.05 10.30 10.27 -0.03 12562 11.56 11.46 -0.10 11.16 11.06 -0.10 10.95 10.86 -0.09 10.73 10.66 -0.07 10.35 10.31 -0 04 12564 11.73 11.61 -0.12 11.28 11.15 -0.12 11.04 10.94 -0.10 10.80 10.72 -0.08 10.38 10.34 -0 04 12566 11.86 11.73 -0.14 11.37 11.26 -0.11 11.11 11.02 -0.10 10.85 10.78 -0.08 10.40 10.36 -0 04 12568 11.86 11.71 -0.15 11.57 11.34 -0.23 11.52 11.04 -0.48 11.41 10.71 -0.70 10.66 10.33 -0.34 12570 12.04 11.56 -0.49 11.91 11.29 -0.62 11.74 10.99 -0.75 11.51 10.68 -0.84 10.70 10.27 -0.42 12572 12.11 11.89 -0.22 11.85 11.42 -0.43 11.62 11.07 -0.56 11.31 10.73 -0.58 10.53 10.26 -0.26 12574 10.88 10.86 -0.01 10.45 10.45 0.00 10.25 10.25 0.00 10.06 10.05 -0.01 9.71 9.71 0.00 12576 10.88 10.86 -0.01 10.45 10.45 0.00 10.27 10.27 0.00 10.19 10.19 0.00 10.02 10.02 0.00 12578 10.88 10.87 -0.01 10.53 10.53 0.00 10.40 10.40 0.00 10.27 10.27 0.00 10.05 10.05 0.00 12600 9.91 9.92 0.01 9.70 9.72 0.02 9.59 9.61 0.02 9.45 9.47 0.02 9.12 - 9.15 0.03




12602 10.04 10.05 0.01 9.76 9.78 0.02 9.61 9.63 0.02 9.46 9.48 0.02 9.13 9.15 0.03 12604 10.17 10.19 0.01 9.79 9.81 0.02 9.63 9.65 0.02 9.46 9.48 0.02 9.13 9.15 0.03 12606 10.24 10.25 0.01 9.82 9.84 0.02 9.64 9.66 0.02 9.47 9.49 0.02 9.13 9.15 0.03 12608 10.58 10.58 0.01 10.15 10.15 0.01 9.89 9.90 0.01 9.59 9.60 0.01 9.13 9.16 0.03 •

12610 11.70 11.70 0.00 11.05 11.05 0.00 10.71 10.71 0.00 10.46 10.46 0.00 10.36 10.36 0.00 I

12612 10.24 10.25 0.01 9.72 9.73 0.01 9.59 9.62 0.02 9.45 9.47 0.02 9.12 9.15 0.03 '

12614 10.34 10.36 0.02 9.86 9.89 0.02 9.66 9.68 0.02 9.48 9.50 0.02 9.13 9.15 0.03 12616 10.80 10.94 0.14 10.37 10.50 0.13 10.14 10.25 0.11 9.87 9.94 0.07 9.29 9.34 0.04 12618 11.37 11.29 -0.08 10.80 10.76 -0.04 10.52 10.48 -0.04 10.21 10.13 -0.07 9.48 9.45 -0.03 12619 11.64 11.64 0.00 11.20 11.20 0.00 10.90 10.90 0.00 10.56 10.55 -0.01 9.80 9.78 -0.02 12620 12.27 12.24 -0.03 11.55 11.60 0.05 11.15 11.18 0.03 10.68 10.63 -0.05 9.66 9.65 -0.01 12622 12.66 12.65 -0.01 12.14 12.22 0.08 11.96 12.03 0.07 11.78 11.81 0.03 11.45 11.47 0.03 12626 11.51 11.51 0.00 11.34 11.34 0.00 11.25 11.25 0.00 11.14 11.14 0.00 10.31 10.31 0.00 '

12628 13.32 13.33 0.01 12.74 12.75 0.01 12.37 12.38 0.01 11.92 11.92 0.01 10.91 10.91 0.00 12630 12.21 12.12 -0.09 10.82 10.78 -0.03 10.54 10.50 -0.04 10.22 10.14 -0.07 9.49 9.46 -0.03 12632 12.32 12.32 0.00 11.59 11.65 0.05 11.18 11.22 0.04 10.69 10.65 -0.04 9.71 9.70 -0.01 12634 12.32 12.32 0.01 12.11 12.11 0.00 12.08 12.08 0.00 12.04 12.04 0.00 11.77 11.77 0.00 12636 12.32 12.33 0.01 11.60 11.65 0.05 11.19 11.22 0.04 10.70 10.65 -0.04 9.71 9.70 0.00 12638 12.32 12.34 0.01 11.60 11.65 0.05 11.19 11.23 0.04 10.70 10.66 -0.04 9.71 9.71 0.00 12640 12.32 12.33 0.01 11.60 11.65 0.05 11.19 11.23 0.04 10.70 10.65 -0.04 9.71 9.70 0.00 '

12641 14.42 13.28 -1.14 14.20 12.72 -1.48 14.13 12.38 -1.75 14.04 12.00 -2.04 13.72 11.50 -2.21 126418 13.16 12.67 12.38 12.03 11.50 12641C 13.76 13.23 12.84 12.35 11.53 12642 12.86 12.87 0.01 12.28 12.39 0.11 12.08 12.16 0.09 11.88 11.90 0.02 11.48 11.50 0.03 12644 14.12 14.16 0.04 13.15 13.21 0.07 12.53 12.62 0.09 11.98 12.04 0.06 11.48 11.50 0.03

'

12645 13.04 13.09 0.05 12.53 12.63 0.10 12.32 12.40 0.08 12.09 12.11 0.02 11.61 11.65 0.04 12646 12.91 12.93 0.02 12.34 12.46 0.11 12.13 12.22 0.09 11.92 11.93 0.01 11.48 11.52 0.03 12647 12.91 12.95 0.04 12.35 12.47 0.12 12.14 12.23 0.09 11.92 11.93 0.01 11.49 11.52 0.03 12648 13.14 13.18 0.04 12.56 12.63 0.08 12.28 12.35 0.07 12.02 12.04 0.02 11.54 11.57 0.03 12650 13.20 13.24 0.04 12.60 12.68 0.08 12.32 12.39 0.07 12.06 12.07 0.02 11.56 11.59 0,03 12652 13.53 13.59 0.06 12.85 12.92 0.07 12.45 12.52 0.07 12.15 12.17 0.02 11.62 11.65 0,03 12654 13.53 13.59 0.06 12.85 12.93 0.07 12.45 12.52 0.07 12.15 12.17 0.02 11.62 11.65 0,03 12655 13.36 13.45 0.10 12.95 13.04 0.09 12.74 12.81 0.07 12.50 12.52 0.02 11.98 12.02 0.04 12656 13.14 13.18 0.04 12.56 12.63 0.08 12.28 12.35 0.07 12.02 12.04 0.02 11.54 11.57 0.03 12657 14.46 14.50 0.03 14.18 14.21 0.03 13.98 14.01 0.03 13.73 13.75 0.01 13.12 13.14 0.02 12658 14.81 14.82 0.01 14.56 14.57 0.01 14.37 14.38 0.01 14.12 14.13 0.01 13.48 13.49 0,01 12660 12.91 12.94 0.03 12.35 12.46 0.11 12.14 12.22 0.09 11.92 11.93 0.01 11.49 11.52 0.03 12662 12.91 12.94 0.03 12.35 12.46 0.11 12.14 12.22 0.09 11.92 11.93 0.01 11.57 11.58 0,01 12663 12.97 12.99 0.02 12.64 12.64 0.00 12.53 12.53 0.00 12.44 12.02 -0.42 11.74 11.76 0.02 12664 14.35 14.35 0.01 14.08 14.08 0.00 13.92 13.92 0.00 13.74 13.72 -0.02 13.46 13.46 0.00 12666 14.81 14.80 0.00 14.52 14.52 0.00 14.45 14.45 0.00 14.37 14.37 0.00 14.12 14.12 0.00 12668 13.14 13.18 0.04 12.56 12.64 0.08 12.28 12.35 0.07 12.02 12.04 0.02 11.54 11.57 0.03 12700 11.83 11.78 -0.05 11.13 11.12 -0.01 10.71 10.69 -0.01 10.13 10.13 -0 01 9.09 9.08 0.00

------ ---------


Alligator Creek Proposed Conditions 100Y24H 025Y24H 010Y24H 005Y24H 002Y24H I

NODENAME Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference 12702 11.72 11.69 -0.03 11.20 11.20 0.00 10.98 10.97 0.00 10.78 10.78 0.00 10.52 10.52 0.00 12704 13.63 13.63 0.00 13.09 13.09 0.00 12.82 12.82 0.00 12.55 12.55 0.00 12.07 12.07 0 00 12705 12.02 11.98 -0.04 11.31 11.31 -0.01 10.91 10.90 -0.01 10.42 10.42 -0.01 9.26 9.26 0.00

12705A 12.16 12.12 -0.03 11.44 11.44 -0.01 11.02 11.01 -0.01 10.56 10.55 -0.01 9.37 9.37 0.00 127058 12.15 12.11 -0.04 11.43 11.43 -0.01 11.01 11.00 -0.01 10.55 10.54 -0.01 9.36 9.36 0.00 '

12706 12.18 12.15 -0.03 11.47 11.46 -0.01 11.10 11.09 -0.01 10.70 10.70 0.00 10.22 10.22 0.00 12708 14.52 14.52 0.00 14.19 14.19 0.00 14.02 14.02 0.00 13.85 13.85 0.00 13.58 13.58 0.00 12710 13.63 13.63 0.00 13.09 13.09 0.00 12.82 12.82 0.00 12.55 12.55 0.00 12.07 12.07 0.00 12712 11.83 11.78 -0.05 11.13 11.12 -0.01 10.71. 10.69 -0.01 10.14 10.13 -0.01 9.09 9.09 0.00 12714 16.10 16.10 0.00 15.74 15.74 0.00 15.50 15.50 0.00 15.22 15.22 0.00 14.37 14.37 0.00 12716 11.84 11.79 -0.05 11.14 11.14 -0.01 10.72 10.71 -0.01 10.16 10.15 -0.01 9.14 9.14 0.00 12718 12.00 11.96 -0.04 11.30 11.29 0.00 10.87 10.86 -0.01 10.24 10.24 0.00 9.20 9.19 0.00 12720 12.00 11.96 -0.04 11.30 11.30 0.00 10.87 10.86 -0.01 10.25 10.25 0.00 9.22 9.21 0.00 12721 15.45 15.45 0.00 14.83 14.83 0.00 14.40 14.40 0.00 14.16 14.16 0.00 13.85 13.85 0.00 12722 12.06 12.03 -0.04 11.36 11.35 0.00 10.92 10.92 -0.01 10.30 10.30 0.00 9.23 9.23 0.00 12723 15.46 15.46 0.00 14.92 14.92 0.00 14.71 14.71 0.00 14.46 14.46 0.00 13.98 13.98 0.00 12724 15.45 15.45 0.00 14.83 14.83 0.00 14.39 14.39 0.00 13.95 13.95 0.00 12.98 12.98 0.00 12725 15.45 15.45 0.00 14.83 14.83 0.00 14.40 14.40 0.00 14.12 14.12 0.00 13.84 13.84 0.00 12726 15.46 15.46 0.00 15.07 15.07 0.00 14.83 14.83 0.00 14.54 14.54 0.00 14.01 14.01 0.00 12727 15.46 15.46 0.00 15.00 15.00 0.00 14.77 14.77 0.00 14.50 14.50 0.00 14.00 14.00 0.00 12728 15.46 15.46 0.00 15.04 15.04 0.00 14.81 14.81 0.00 14.53 14.53 0.00 14.02 14.02 0.00 12730 12.01 11.97 -0.04 11.31 11.31 0.00 10.88 10.88 -0.01 10.27 10.27 0.00 9.28 9.27 0.00 12731 13.25 13.25 0.00 12.81 12.81 0.00 12.36 12.36 -0.01 11.76 11.77 0.01 10.65 10.65 0.00

12731A 13.25 13.25 0.00 12.80 12.81 0.00 12.36 12.35 0.00 11.75 11.76 0.01 10.65 10.65 0.00 127318 12.54 12.54 0.00 12.04 12.04 0.00 11.57 11.57 0.00 11.00 11.00 0.01 9.95 9.95 0.00 12732 13.28 13.28 0.00 12.83 12.83 0.00 12.37 12.37 -0.01 11.77 11.78 0.01 10.66 10.66 0.00 12733 13.30 13.30 0.00 12.83 12.83 0.00 12.38 12.38 -0.01 11.78 11.79 0.01 10.67 10.67 0.00 12734 12.37 12.34 -0.03 11.68 11.67 0.00 11.13 11.12 0.00 10.50 10.50 0.00 9.44 9.44 0.00 12735 13.23 13.21 -0.02 12.55 12.55 0.00 12.01 12.01 -0.01 11.26 11.25 -0.01 9.66 9.66 0.00 12736 14.04 14.03 -0.01 13.39 13.39 0.00 12.86 12.85 0.00 11.98 11.97 0.00 9.84 9.84 0.00 I

12737 14.08 14.07 -0.01 13.43 13.43 0.00 12.94 12.93 0.00 12.19 12.19 0.00 11.87 11.87 0.00 12738 14.11 14.11 -0.01 13.94 13.94 0.00 13.87 13.87 0.00 13.79 13.79 0.00 13.39 13.39 0.00 12739 14.68 14.68 0.00 14.17 14.18 0.00 13.95 13.95 0.00 13.82 13.82 0.00 13.42 13.42 0.00 12740 15.18 15.18 0.00 14.38 14.38 0.00 14.05 14.05 0.00 13.88 13.88 0.00 13.65 13.65 0.00 12741 15.19 15.19 0.00 15.01 15.01 0.00 14.89 14.89 0.00 14.75 14.75 0.00 14.43 14.43 0.00 12742 14.24 14.24 0.00 13.94 13.94 0.00 13.60 13.60 0.00 13.47 13.47 0.00 13.28 13.28 0.00 12743 14.50 14.50 0.00 14.42 14.42 0.00 14.32 14.32 0.00 14.05 14.05 0.00 13.10 13.10 0.00 12744 14.83 14.83 0.00 14.56 14.56 0.00 14.40 14.40 0.00 14.13 14.13 0.00 13.63 13.63 0.00 12745 15.15 15.15 0.00 14.69 14.69 0.00 14.48 14.48 0.00 14.20 14.20 0.00 13.70 13.70 0.00 12746 15.17 15.17 0.00 15.04 15.04 0.00 14.90 14.90 0.00 14.67 14.67 0.00 14.41 14.41 0.00 12747 15.39 15.39 0.00 15.13 15.13 0.00 14.95 14.95 0.00 14.73 14.73 0.00 14.43 14.43 0.00 12748 14.23 14.23 0.00 13.92 13.92 0.00 13.42 13.42 0.00 13.13 13.13 0.00 12.34 12.34 0.00 12749 15.43 15.43 0.00 15.15 15.15 0.00 14.96 14.96 0.00 14.74 14.74 0.00 14.43 14.43 0.00




12750 14.29 14.29 0.00 13.67 13.66 0.00 13.24 13.24 0.00 12.66 12.66 0.00 12.00 12.00 0.00 12751 14.85 14.85 0.00 14.43 14.43 0.00 14.27 14.27 0.00 14.13 14.13 0.00 13.90 13.90 0.00 12752 14.47 14.46 0.00 13.94 13.93 0.00 13.59 13.59 0.00 13.21 13.21 0.00 12.65 12.65 0.00 12753 14.47 14.47 0.00 13.95 13.94 0.00 13.60 13.60 0.00 13.23 13.23 0.00 12.68 12.68 0.00 12754 14.47 14.47 0.00 13.95 13.94 0.00 13.60 13.60 0.00 13.23 13.23 0.00 12.92 12.92 0.00 12755 14.47 14.47 0.00 13.95 13.95 0.00 13.60 13.60 0.00 13.28 13.28 0.00 13.06 13.06 0.00 12756 14.63 14.63 0.00 14.40 14.40 0.00 14.18 14.18 0.00 13.96 13.96 0.00 13.70 13.70 0.00 !

12757 14.48 14.47 0.00 13.95 13.95 0.00 13.60 13.60 0.00 13.30 13.30 0.00 13.07 13.07 0.00 I

12758 14.47 14.47 0.00 13.95 13.95 0.00 13.60 13.60 0.00 13.24 13.24 0.00 12.69 12.69 0.00 12759 12.36 12.36 0.00 12.07 12.07 0.00 11.92 11.92 0.00 11.77 11.77 0.00 11.51 11.51 0.00 12760 14.49 14.48 0.00 13.98 13.98 0.00 13.66 13.66 0.00 13.32 13.32 0.00 12.78 12.78 0.00 12761 14.51 14.50 0.00 14.02 14.02 0.00 13.72 13.72 0.00 13.40 13.40 0.00 12.87 12.87 0.00 12762 15.68 15.68 0.00 15.38 15.38 0.00 15.23 15.23 0.00 15.07 15.04 -0.04 14.76 14.76 0.00 12763 16.61 16.61 0.00 16.31 16.31 0.00 16.14 16.14 0.00 15.95 15.95 0.00 15.49 15.49 0.00 12764 14.49 14.48 0.00 13.98 13.98 0.00 13.66 13.66 0.00 13.32 13.32 0.00 12.80 12.80 0.00 12765 14.49 14.49 0.00 13.99 13.98 0.00 13.66 13.67 0.00 13.33 13.33 0.00 12.80 12.80 0 00 12766 14.50 14.49 0.00 14.01 14.01 0.00 13.70 13.70 0.00 13.37 13.37 0.00 12.83 12.83 0.00 12767 14.57 14.57 0.00 14.27 14.27 0.00 14.14 14.14 0.00 14.01 14.01 0.00 13.77 13.77 0.00 12768 14.86 14.86 0.00 14.77 14.77 0.00 14.70 14.70 0.00 14.59 14.59 0.00 14.18 14.18 0.00 12769 14.86 14.86 0.00 14.77 14.77 0.00 14.70 14.70 0.00 14.59 14.59 0.00 14.18 14.18 0.00 12770 15.73 15.73 0.00 15.70 15.70 0.00 15.68 15.68 0.00 15.66 15.66 0.00 15.63 15.63 0.00 12771 12.79 12.79 -0.01 12.02 12.03 0.00 11.46 11.46 0.00 10.84 10.84 0.00 10.74 10.74 0 00 12772 14.14 14.14 0.00 13.45 13.45 0.00 13.05 13.05 0.00 12.47 12.47 0.00 12.14 12.14 0.00 12773 14.32 14.32 0.00 13.72 13.72 0.00 13.43 13.43 0.00 13.19 13.19 0.00 12.84 12.84 0.00 12774 13.77 13.77 0.00 12.91 12.92 0.01 12.43 12.43 0.00 11.82 11.82 0.00 11.82 11.82 0.00 12775 13.87 13.87 0.00 12.92 12.93 0.01 12.37 12.37 0.00 12.04 12.04 0.00 11.54 11.54 0.00 12776 13.73 13.73 0.00 12.62 12.63 0.01 11.97 11.97 0.00 11.33 11.33 0.00 10.77 10.77 0 00 12777 14.05 14.05 0.00 13.20 13.21 0.01 12.82 12.82 0.00 12.71 12.71 0.00 12.29 12.29 0.00 12778 14.94 14.94 0.00 14.90 14.90 0.00 14.80 14.80 0.00 14.57 14.57 0.00 13.17 13.17 0.00 12779 15.06 15.06 0.00 15.04 15.04 0.00 15.03 15.03 0.00 14.85 14.85 0.00 13.30 13.30 0 00 12780 14.48 14.47 0.00 13.97 13.97 0.00 13.64 13.64 0.00 13.28 13.28 0.00 12.71 12.71 0.00 12781 14.46 14.45 -0.01 14.00 14.00 0.00 13.84 13.84 0.00 13.75 13.75 0.00 13.62 13.62 0.00 12782 14.55 14.55 0.00 14.38 14.38 0.00 14.33 14.33 0.00 14.27 14.27 0.00 14.14 14.14 0 00 12783 15.46 15.46 0.00 15.27 15.27 0.00 15.17 15.17 0.00 15.06 15.06 0.00 14.88 14.88 0.00 12784 14.05 14.05 0.00 13.19 13.20 0.01 12.79 12.79 0.00 11.62 11.62 0.00 10.76 10.76 0.00 12785 14.10 14.09 -0.01 13.53 13.52 -0.01 13.02 13.02 0.00 12.31 12.31 0.00 11.65 11.65 0 00 12786 12.70 12.70 -0.01 11.96 11.96 0.00 11.41 11.40 0.00 10.65 10.65 0.00 9.58 9.58 0 00 12787 13.02 13.02 -0.01 12.20 12.20 0.00 11.63 11.63 0.00 10.80 10.80 0.00 9.89 9.89 0.00 12788 13.33 13.33 0.00 12.41 12.42 0.01 11.85 11.84 -0.01 10.95 10.95 0.00 10.06 10 06 0 00 12791 13.53 13.53 0.00 12.53 12.54 0.01 11.91 11.90 0.00 11.19 11.19 0.00 10.53 10.53 0.00 12792 17.04 17.04 0.00 16.95 16.95 0.00 16.89 16.89 0.00 16.76 16.76 0.00 16.31 16.31 0.00 12793 12.96 12.96 0.00 12.15 12.16 0.00 11.59 11.58 0.00 10.83 10.83 0.00 10.73 10.73 0.00 12800 9.60 9.55 -0.05 8.70 8.61 -0.08 8.11 8.08 -0.03 7.56 7.53 -0.04 6.39 6.36 -0 02

-------




12801 10.77 10.77 0.00 10.51 10.51 0.00 10.25 10.25 0.00 9.76 9.75 0.00 8.70 8.70 0.00 12802 12.77 12.77 0.00 12.40 12.40 0.00 12.20 12.20 0.00 12.00 12.00 0.00 11.60 11.60 0.00 12803 14.13 14.13 0.00 13.76 13.76 0.00 13.61 13.61 0.00 13.47 13.47 0.00 13.26 13.26 0.00 12804 14.15 14.15 0.00 13.86 13.86 0.00 13.72 13.72 0.00 13.58 13.58 0.00 13.33 13.33 0.00 12805 14.14 14.14 0.00 13.62 13.62 0.00 13.31 13.31 0.00 12.99 12.99 0.00 12.44 12.44 0.00 12806 14.16 14.16 0.00 13.65 13.65 0.00 13.34 13.34 0.00 13.02 13.02 0.00 12.46 12.46 0.00 12807 14.88 14.88 0.00 14.63 14.63 0.00 14.46 14.46 0.00 14.15 14.15 0.00 13.34 13.34 0.00 12808 9.74 9.74 0.00 9.74 9.74 0.00 9.75 9.75 0.00 9.76 9.76 0.00 9.64 9.64 0.00 12809 11.46 11.46 0.00 11.31 11.31 0.00 11.22 11.22 0.00 11.11 11.11 0.00 10.88 10.88 0.00 12810 12.00 12.00 0.00 11.85 11.85 0.00 11.76 11.76 0.00 11.66 11.66 0.00 11.40 11.40 0.00 12811 14.91 14.91 0.00 14.67 14.67 0.00 14.50 14.50 0.00 14.19 14.19 0.00 13.37 13.37 0.00 12812 12.23 12.23 0.00 12.05 12.05 0.00 11.91 11.91 0.00 11.79 11.79 0.00 11.47 11.47 0.00 12813 13.09 13.09 0.00 12.85 12.85 0.00 12.70 12.70 0.00 12.61 12.61 0.00 12.44 12.44 0.00 12814 12.11 12.11 0.00 11.96 11.96 0.00 11.87 11.87 0.00 11.76 11.76 0.00 11.50 11.50 0.00 12815 13.14 13.14 0.00 12.87 12.87 0.00 12.72 12.72 0.00 12.62 12.62 0.00 12.45 12.45 0.00 12816 13.62 13.62 0.00 13.08 13.08 0.00 12.81 12.81 0.00 12.54 12.54 0.00 12.07 12.07 0.00 12817 13.39 13.39 0.00 12.99 12.99 0.00 12.80 12.80 0.00 12.68 12.68 0.00 12.48 12.48 0.00' 12818 13.62 13.62 0.00 13.08 13.08 0.00 12.81 12.81 0.00 12.54 12.54 0.00 12.07 12.07 0.00 12819 13.33 13.33 0.00 12.79 12.79 0.00 12.52 12.52 0.00 12.25 12.25 0.00 11.73 11.73 0.00 12820 13.19 13.19 0.00 12.98 12.98 0.00 12.85 12.85 0.00 12.70 12.70 0.00 12.28 12.28 0.00 12821 13.46 13.46 0.00 13.07 13.07 0.00 12.86 12.86 0.00 12.73 12.73 0.00 12.51 12.51 000 12822 13.22 13.22 0.00 13.00 13.00 0.00 12.88 12.88 0.00 12.72 12.72 0.00 12.30 12.30 0.00 12823 13.73 13.73 0.00 13.45 13.45 0.00 13.36 13.36 0.00 13.28 13.28 0.00 13.11 13.11 0.00 12824 13.41 13.41 0.00 13.14 13.14 0.00 12.99 12.99 0.00 12.81 12.81 0.00 12.35 12.35 0.00 12825 13.94 13.94 0.00 13.31 13.31 0.00 13.01 13.01 0.00 12.69 12.69 0.00 12.00 12.00 0.00 12826 13.49 13.49 0.00 13.20 13.20 0.00 13.03 13.03 0.00 12.84 12.84 0.00 12.80 12.80 0.00 12827 13.73 13.73 0.00 13.45 13.45 0.00 13.36 13.36 0.00 13.28 13.28 0.00 13.14 13.14 0.00 12828 13.53 13.53 0.00 13.24 13.24 0.00 13.06 13.06 0.00 12.87 12.87 0.00 12.39 12.39 0.00 I

12829 13.79 13.79 0.00 13.54 13.54 0.00 13.45 13.45 0.00 13.37 13.37 0.00 13.22 13.22 0.00 12830 13.57 13.57 0.00 13.27 13.27 0.00 13.09 13.09 0.00 12.90 12.90 0.00 12.42 12.42 0.00 12831 13.62 13.62 0.00 13.43 13.43 0.00 13.41 13.41 0.00 13.38 13.38 0.00 13.32 13.32 0.00 12832 13.62 13.62 0.00 13.08 13.08 0.00 12.81 12.81 0.00 12.54 12.54 0.00 12.07 12.07 0.00 12833 13.80 13.80 0.00 13.55 13.55 0.00 13.47 13.47 0.00 13.38 13.38 0.00 13.22 13.22 0.00 12834 16.71 16.71 0.00 16.48 16.48 0.00 16.28 16.28 0.00 16.06 16.06 0.00 15.64 15.64 0.00 12835 15.57 15.57 0.00 15.33 15.33 0.00 15.22 15.22 0.00 15.11 15.08 -0.03 14.83 14.83 0.00 12837 15.40 15.40 0.00 15.21 15.21 0.00 15.14 15.14 0.00 15.12 15.12 0.00 14.94 14.94 0.00 12838 15.68 15.68 0.00 15.38 15.38 0.00 15.23 15.23 0.00 15.09 15.04 -0.05 14.81 14.81 0.00 12839 12.30 12.30 0.00 11.92 11.92 0.00 11.71 11.71 0.00 11.50 11.50 0.00 11 09 11 09 0.00 12840 15.69 15.69 0.00 15.37 15.37 0.00 15.22 15.22 0.00 15.09 14.95 -0.14 14.69 14.69 0.00 12841 12.06 12.06 0.00 12.01 12.01 0.00 11.90 11.90 0.00 11.80 11.80 0.00 11.80 11.80 0 00 12842 15.65 15.65 0.00 15.34 15.34 0.00 15.18 15.18 0.00 15.04 14.94 -0.10 14.65 14.65 0 00 12844 15.77 15.77 0.00 15.42 15.42 0.00 15.26 15.26 0.00 15.13 14.70 -0.43 14.49 14.49 0.00 12850 15.45 15.45 0.00 15.41 15.41 0.00 15.39 15.39 0.00 15.36 15.36 0.00 15.25 15.25 0 00




12852 15.44 15.44 0.00 15.36 15.36 0.00 15.32 15.32 0.00 15.28 15.28 -0.01 15.21 15.21 0.00 12853 14.96 14.96 0.00 14.74 14.74 0.00 14.69 14.69 0.00 14.65 14.65 0.00 14.58 14.58 0.00 12854 15.41 15.41 0.00 15.31 15.31 0.00 15.28 15.28 0.00 15.25 15.25 -0.01 15.21 15.21 0.00 12856 15.45 15.45 0.00 15.37 15.37 0.00 15.34 15.34 0.00 15.30 15.29 -0.01 15.20 15.20 0.00 12857 15.09 15.09 0.00 14.93 14.93 0.00 14.84 14.84 0.00 14.76 14.76 0.00 14.62 14.62 0.00 12858 15.50 15.50 0.00 15.41 15.41 0.00 15.36 15.36 0.00 15.32 15.31 -0.01 15.20 15.20 0.00 12859 14.97 14.97 0.00 14.75 14.75 0.00 14.70 14.70 0.00 14.66 14.66 0.00 14.58 14.58 0.00 12860 15.55 15.55 0.00 15.44 15.44 0.00 15.39 15.39 0.00 15.33 15.32 -0.01 15.20 15.20 0.00 12862 15.78 .15.78 0.01 15.70 15.73 0.02 15.68 15.69 0.01 15.64 15.60 -0.04 15.52 15.52 0.00 12864 15.39 15.39 0.00 15.20 15.20 0.00 15.05 15.05 0.00 14.92 14.92 0.00 14.86 14.86 0.00 12865 14.89 14.89 0.00 14.67 14.67 0.00 14.51 14.51 0.00 14.26 14.26 0.00 13.75 13.75 0.00 12890 14.54 14.54 0.00 14.28 14.28 0.00 14.13 14.13 0.00 14.06 14.06 0.00 14.06 14.06 0.00 12891 15.53 15.53 0.00 15.26 15.26 0.00 15.13 15.13 0.00 15.00 15.00 0.00 14.78 14.78 0.00 12892 15.90 15.90 0.00 15.64 15.64 0.00 15.51 15.51 0.00 15.39 15.39 0.00 15.16 15.16 0.00 12893 15.95 15.95 0.00 15.68 15.68 0.00 15.54 15.54 0.00 15.41 15.41 0.00 15.17 15.17 0.00

'

12900 11.01 11.00 -0.01 10.67 10.67 0.00 10.52 10.52 0.00 10.37 10.37 0.00 9.98 9.98 0.00 12901 11.46 11.46 0.00 11.13 11.13 0.00 10.98 10.98 0.00 10.82 10.82 0.00 10.50 10.50 0.00

12901A 12.32 12.32 0.00 11.68 11.68 0.00 11.42 11.42 0.00 11.14 11.14 0.00 10.61 10.61 0.00 129018 12.90 12.89 0.00 12.04 12.04 0.00 11.71 11.71 0.00 11.35 11.35 0.00 10.69 10.69 0.00 12902 13.35 13.35 0.00 12.34 12.34 0.00 11.95 11.95 0.00 11.52 11.52 0.00 10.75 10.75 0.00 12903 13.37 13.37 0.00 12.41 12.41 0.00 12.02 12.02 0.00 11.57 11.57 0.00 10.78 10.78 0.00 12904 13.40 13.40 0.00 12.57 12.57 0.00 12.18 12.18 0.00 11.70 11.70 0.00 10.84 10.84 0.00 12905 13.68 13.68 0.00 13.05 13.05 0.00 12.56 12.56 0.00 11.99 11.99 0.00 10.98 10.98 0.00

12905A 13.68 13.68 0.00 13.06 13.06 0.00 12.57 12.57 0.00 12.00 12.00 0.00 10.99 10.99 0.00 12906 13.76 13.76 0.00 13.08 13.08 0.00 12.58 12.58 0.00 12.01 12.01 0.00 10.99 10.99 0.00

12906A 13.77 13.77 0.00 13.08 13.08 0.00 12.58 12.58 0.00 12.01 12.01 0.00 11.00 11.00 0.00 I

12907 13.40 13.40 0.00 12.56 12.56 0.00 12.07 12.07 0.00 11.59 11.59 0.00 10.77 10.77 0.00 12907A 13.40 13.40 0.00 12.73 12.73 0.00 12.23 12.23 0.00 11.69 11.69 0.00 10.78 10.78 0.00 12908 13.41 13.41 0.00 12.57 12.57 0.00 12.08 12.08 0.00 11.59 11.59 0.00 10.77 10.77 0.00 '

12909 13.45 13.45 0.00 12.58 12.58 0.00 12.08 12.08 0.00 11.60 11.60 0.00 10.77 10.77 0.00 12910 14.65 14.65 0.00 13.77 13.78 0.00 13.11 13.11 0.00 12.42 12.42 0.00 11.25 11.25 0.00 i

12911 13.33 13.33 0.00 12.53 12.53 0.00 12.06 12.06 0.00 11.58 11.58 0.00 10.72 10.72 000 12911A 13.36 13.36 0.00 12.56 12.56 0.00 12.08 12.08 0.00 11.59 11.59 0.00 10.73 10.73 0.00 129118 13.39 13.39 0.00 12.59 12.59 0.00 12.11 12.11 0.00 11.62 11.62 0.00 10.73 10.73 0.00 12914 13.23 13.23 0.00 12.46 12.46 0.00 12.00 12.00 0.00 11.53 11.53 0.00 10.71 10.71 0.00 12915 13.68 13.68 0.00 13.05 13.05 0.00 12.56 12.56 0.00 12.00 12.00 0.00 10.99 10.99 0 00 12916 13.68 13.68 0.00 13.12 13.12 0.00 12.61 12.61 0.00 12.04 12.04 0.00 11.01 11.01 0.00 12917 13.92 13.92 0.00 13.18 13.18 0.00 12.64 12.64 0.00 12.07 12.07 0.00 11 03 11 03 0 00 12918 13.79 13.79 0.00 13.09 13.09 0.00 12.77 12.77 0.00 12.57 12.57 0.00 12.16 12.16 0 00 12919 14.17 14.17 0.00 13.26 13.26 0.00 12.74 12.74 0.00 12.13 12.13 0.00 11.04 11.04 0.00 12920 14.30 14.30 0.00 13.33 13.33 0.00 12.79 12.79 0.00 12.17 12.17 0.00 11.05 11.05 0 00 12921 14.51 14.51 0.00 13.48 13.48 0.00 12.89 12.89 0.00 12.24 12.24 0.00 11.06 11 06 0 00 12922 14.65 14.65 0.00

' 13.61 _1_~.61_ 0.00 12.99 12.99 __ 0.00 ... 12.29 12.29 0.00 11.08 11.08 0.00

------------ -- -----



NODENAME Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference 12923 14.65 14.65 0.00 13.64 13.64 0.00 13.20 13.20 0.00 13.15 13.15 0.00 13.05 13.05 0.00 12924 14.53 14.53 0.00 13.57 13.57 0.00 13.35 13.35 0.00 13.29 13.29 0.00 13.19 13.19 0.00 12925 14.05 14.05 0.00 13.21 13.21 0.00 12.70 12.70 0.00 12.11 12.11 0.00 11.03 11.03 0.00 12926 14.04 14.04 0.00 13.24 13.24 0.00 12.73 12.73 0.00 12.12 12.12 0.00 11.04 11.04 0.00 12927 14.06 14.06 0.00 13.21 13.21 0.00 12.71 12.71 0.00 12.11 12.11 0.00 11.03 11.03 0.00 12928 14.04 14.04 0.00 13.19 13.19 0.00 12.66 12.66 0.00 12.08 12.08 0.00 11.03 11 03 0.00 12929 14.04 14.04 0.00 13.18 13.18 0.00 12.60 12.60 0.00 12.03 12.03 0.00 11.02 11.02 0.00 12935 10.85 10.85 0.00 10.45 10.45 0.00 10.25 10.25 0.00 10.06 10.05 -0.01 9.69 9.69 0.00 12936 10.08 10.39 0.30 9.68 9.91 0.23 9.60 9.69 0.09 9.56 9.28 -0.28 9.10 9.14 0.05 12937 9.24 9.38 0.14 9.01 9.17 0.16 8.96 9.03 0.07 8.95 8.75 -0.20 8.65 8.67 0.03 12938 8.79 8.79 0.00 8.27 8.27 0.00 7.94 7.94 0.00 7.62 7.62 0.00 7.21 7.21 0.00 12939 11.46 11.46 0.00 11.14 11.14 0.00 10.98 10.98 0.00 10.82 10.82 0.00 10.50 10.50 0.00 12940 11.47 11.47 0.00 11.14 11.14 0.00 10.99 10.99 0.00 10.82 10.82 0.00 10.50 10.50 0.00 12941 12.04 12.04 0.00 11.48 11.48 0.00 11.23 11.23 0.00 10.97 10.97 0.00 10.53 10.53 0.00 12942 12.04 12.04 0.00 11.48 11.48 0.00 11.23 11.23 0.00 10.97 10.97 0.00 10.53 10.53 0.00 12943 12.48 12.48 0.00 11.72 11.72 0.00 11.41 11.41 0.00 11.09 11.09 0.00 10.56 10.56 0.00 12944 12.61 12.61 0.00 11.79 11.79 0.00 11.46 11.46 0.00 11.12 11.12 0.00 10.56 10.56 0.00

12944A 12.62 12.62 0.00 11.79 11.79 0.00 11.46 11.46 0.00 11.12 11.12 0.00 10.56 10.56 0.00 12945 12.61 12.61 0.00 11.79 11.79 0.00 11.46 11.46 0.00 11.12 11.12 0.00 10.56 10.56 0.00 12946 12.63 12.62 0.00 11.79 11.79 0.00 11.46 11.46 0.00 11.12 11.12 0.00 10.56 10.56 0.00 12947 12.63 12.62 0.00 11.79 11.79 0.00 11.46 11.46 0.00 11.12 11.12 0.00 10.56 10.56 0.00 12948 12.73 12.73 0.00 11.95 11.95 0.00 11.57 11.57 0.00 11.20 11.20 0.00 10.58 10.58 0 00 12949 13.40 13.40 0.00 12.59 12.59 0.00 12.04 12.04 0.00 11.50 11.50 0.00 10.60 10.60 0.00 12950 14.02 14.02 0.00 12.96 12.96 0.00 12.35 12.35 0.00 11.74 11.74 0.00 10.74 10.74 0.00 12955 10.31 10.31 0.00 10.12 10.12 0.00 10.02 10.02 0.00 9.92 9.92 0.00 9.70 9.70 0.00 12956 10.53 10.53 0.00 10.19 10.19 0.00 9.97 9.97 0.00 9.80 9.80 0.00 9.58 9.58 0.00 12957 10.64 10.64 0.00 10.23 10.23 0.00 9.93 9.93 0.00 9.66 9.66 0.00 9.48 9.48 0.00 12958 10.65 10.65 0.00 10.54 10.54 0.00 10.48 10.48 0.00 10.36 10.36 0.00 9.93 9.93 0.00 12959 10.88 10.88 0.00 10.63 10.63 0.00 10.52 10.52 0.00 10.37 10.37 0.00 9.94 9.94 0.00 12960 11.23 11.23 0.00 10.81 10.81 0.00 10.61 10.61 0.00 10.41 10.41 0.00 9.94 9.94 0.00

12960A 11.31 11.31 0.00 10.84 10.84 0.00 10.63 10.63 0.00 10.43 10.43 0.00 9.93 9.93 0 00 129608 11.44 11.44 0.00 10.93 10.93 0.00 10.70 10.70 0.00 10.48 10.48 0.00 9.95 9.95 0.00 12961 11.64 11.64 0.00 11.06 11.06 0.00 10.79 10.79 0.00 10.53 10.53 0.00 9.98 9.98 0.00 12962 10.65 10.65 0.00 10.54 10.54 0.00 10.48 10.48 0.00 10.37 10.37 0.00 9.93 9.93 0.00 12963 11.51 11.51 0.00 11.06 11.06 0.00 10.90 10.90 0.00 10.73 10.73 0.00 10.41 10.41 0.00

12963A 11.70 11.70 0.00 11.17 11.17 0.00 10.98 10.98 0.00 10.79 10.79 0.00 10.43 10.43 0.00 129638 12.19 12.19 0.00 11.57 11.57 0.00 11.30 11.30 0.00 11.01 11.01 0.00 10.52 10.52 0 00 12963C 12.39 12.39 0.00 11.74 11.74 0.00 11.42 11.42 0.00 11.10 11.10 0.00 10.55 10.55 0 00 12964 13.20 13.20 0.00 12.50 12.50 0.00 12.19 12.19 0.00 11.89 11.89 0.00 11.42 11.42 0.00 12965 12.60 12.60 0.00 11.90 11.90 0.00 11.54 11.54 0.00 11.19 11.19 0.00 10.58 10.58 0.00 12966 12.90 12.90 0.00 12.18 12.18 0.00 11.81 11.81 0.00 11.39 11.39 0.00 10.64 10.64 0.00

12966A 12.75 12.75 0.00 11.98 11.98 0.00 11.61 11.61 0.00 11.23 11.23 0.00 10.59 10.59 0 00 12967 12.99 12.99 0.00 12.27 12.27 0.00 11.86 11.86 _0.00 11.43 11.43 0.00 10.67 10.67 0 00

. ·-



NODENAME Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference Existing Proposed Difference 12968 13.19 13.19 0.00 12.42 12.42 0.00 11.97 11.97 0.00 11.51 11.51 0.00 10.70 10.70 0.00 12969 12.99 12.99 0.00 12.28 12.28 0.00 11.86 11.86 0.00 11.44 11.44 0.00 10.68 10.68 0.00 12971 9.43 9.43 0.00 9.29 9.29 0.00 9.21 9.21 0.00 9.11 9.11 0.00 8.95 8.95 0.00 12972 10.11 10.11 0.00 9.84 9.84 0.00 9.71 9.71 0.00 9.58 9.58 0.00 9.35 9.35 0.00 12973 11.94 11.94 0.00 11.50 11.50 0.00 11.16 11.16 0.00 10.86 10.86 0.00 10.29 10.29 0.00 12974 12.72 12.72 0.00 12.22 12.22 0.00 11.84 11.84 0.00 11.44 11.44 0.00 10.69 10.69 0.00 12975 12.96 12.96 0.00 12.46 12.46 0.00 12.08 12.08 0.00 11.65 11.65 0.00 10.85 10.85 0.00 12976 12.96 12.96 0.00 12.46 12.46 0.00 12.08 12.08 0.00 11.65 11.65 0.00 10.85 10.85 0.00 12977 13.40 13.40 0.00 12.83 12.83 0.00 12.42 12.42 0.00 11.89 11.89 0.00 10.97 10.97 0.00

12977A 13.40 13.40 0.00 12.52 12.52 0.00 12.08 12.08 0.00 11.65 11.65 0.00 10.85 10.85 0.00 12978 13.13 13.13 0.00 12.68 12.68 0.00 12.27 12.27 0.00 11.81 11.81 0.00 11.00 11.00 0.00 12979 13.40 13.40 0.00 13.12 13.12 0.00 13.03 13.03 0.00 12.94 12.94 0.00 12.76 12.76 0.00 12980 13.47 13.47 0.00 13.21 13.21 0.00 13.09 13.09 0.00 13.00 13.00 0.00 12.88 12.88 0.00 12981 13.42 13.42 0.00 13.16 13.16 0.00 13.06 13.06 0.00 12.96 12.96 0.00 12.85 12.85 0.00 12982 13.62 13.62 0.00 13.37 13.37 0.00 13.25 13.25 0.00 13.14 13.14 0.00 12.96 12.96 0.00 12983 13.16 13.16 0.00 12.71 12.71 0.00 12.30 12.30 0.00 11.85 11.85 0.00 11.12 11.12 0.00 12984 14.19 14.19 0.00 13.89 13.89 0.00 13.75 13.75 0.00 13.60 13.60 0.00 13.34 13.34 0.00 12986 15.02 15.02 0.00 13.93 13.93 0.00 13.27 13.27 0.00 12.82 12.82 0.00 12.28 12.28 0.00

12986A 15.01 15.01 0.00 13.90 13.90 0.00 13.24 13.24 0.00 12.79 12.79 0.00 12.28 12.28 0.00 12987 15.82 15.82 0.00 15.69 15.69 0.00 15.64 15.64 0.00 15.59 15.59 0.00 15.45 15.45 0.00 12988 15.84 15.84 0.00 15.70 15.70 0.00 15.65 15.65 0.00 15.59 15.59 0.00 15.45 15.45 0.00 12989 15.61 15.61 0.00 15.48 15.48 0.00 15.41 15.41 0.00 15.35 15.35 0.00 15.22 15.22 0.00 12990 15.89 15.89 0.00 15.79 15.79 0.00 15.77 15.77 0.00 15.73 15.73 0.00 15.51 15.51 0.00 12991 15.93 15.94 0.01 15.71 15.73 0.02 15.60 15.60 0.00 15.47 15.44 -0.02 15.20 15.20 0.00 12992 15.54 15.54 0.00 15.45 15.45 0.00 15.39 15.39 0.00 15.33 15.33 0.00 15.22 15.22 0.00 12993 16.08 16.08 0.00 15.71 15.71 0.00 15.52 15.52 0.00 15.35 15.35 0.00 15.22 15.22 0.00 12994 15.48 15.48 0.00 15.40 15.40 0.00 15.36 15.36 0.00 15.32 15.32 0.00 15.27 15.27 0.00 12995 16.83 16.83 0.00 16.46 16.46 0.00 16.26 16.26 0.00 16.06 16.06 0.00 15.68 15.68 0.00 12996 15.39 15.39 0.00 15.35 15.35 0.00 15.33 15.33 0.00 15.31 15.31 0.00 15.26 15.26 0.00 12997 17.40 17.40 0.00 17.15 17.15 0.00 17.01 17.01 0.00 16.87 16.87 0.00 16.58 16.58 0.00 12998 17.53 17.53 0.00 17.20 17.20 0.00 17.04 17.04 0.00 16.87 16.87 0.00 16.58 16.58 0.00 12999 17.50 17.50 0.00 17.20 17.20 0.00 17.05 17.05 0.00 16.88 16.88 0.00 16.58 16.58 0.00


APPENDIXC

CAPITAL COST ESTIMATES

ALLIGATOR CREEK Conceptual Alternative 1.1 Shamrock Drive Causeway Box Culvert

Item

Site Demolition/Removal Asphalt Removal

Storm Structures & Pipes 5.25' x 10' Box Culvert

Wingwalls

Temporary_ Sheet Pile Cofferdam

Well Point System & Dewatering

Paving, Grading & Earthwork

Asphalt Replacement Sodding

Rock Rubble Riprap (Channel Lining)

Subtotal

Mise Construction/Restoration JUtilities MOT, BMP's, etc.) Mobilization

Total Construction Cost

Project Management and Administration (15% of Const)

Survey, Engineering, and Permitting (30% of Const)

,

Unit

SY

LF

EA SF

EA

SY

SY

SY

Quantity Unit Price Total Price

80 $10.00 $800

$800

40 $550.00 $22 000 2 $4,000.00 $8 000

800 $15.00 $12 000

2 $5 000.00 $10 000

$52 000

80 $35.00 $2 800

133 $1.50 $200 33 $42.00 $1 386

$4,386

$57186

$11 437 $7625

$76,247

$11 437

$22,874

ESTIMATED TOTAL COST= $110,559

ALLIGATOR CREEK Conceptual Alternative 1.2 Shamrock Drive Causeway 38" x 60"Culverts

Item

Site Demolition/Removal

Asphalt Removal

Storm Structures & Pipes

38" x 60" ERCP

Mitered End Section Temporary Sheet Pile Cofferdam

Well Point System & Dewatering

Paving, Grading & Earthwork Asphalt Replacement

Sodding

Rock Rubble Riprap (Channel Lining)

Subtotal

Mise Construction/Restoration (Utilities, MOT, BMP's, etc.)

Mobilization

Total Construction Cost Project Management and Administration (15% of Const) Survey, Engineering, and Permitting (30% of Const)

Unit

SY

LF

EA SF

EA

SY

SY

SY


256 $10.00 $2 560 $2,560

336 $125.00 $42 000

12 $800.00 $9600

1800 $15.00 $27 000

2 $5,000.00 $10 000 $88 600

256 $35.00 $8 960

213 $1.50 $320

133 $42.00 $5586 $14 866

$106,026

$21 205

$14 137

$141367

$21,205 $42,410


ALLIGATOR CREEK Conceptual Alternative 1.3 Selective Maintenance Dredging

Item

Paving, Grading & Earthwork Canal Dredging (Shamrock Drive Bridge)

Canal Dredging (US 41 Bridge)

Subtotal

BMP's

Mobilization

Total Construction Cost Project Management and Administration (15% of Const) Survey, Engineering, and Permitting (20% of Const)

Unit

CY

CY


166 $21.00 $3,486 5,746 $21.00 $120,666

$124,152

$124,152

$2,000 $14 017

$140,169

$21,025 $28 034


ALLIGATOR CREEK Conceptual Alternative 2.1 Scenic Drive - Outfall to Intercoastal Waterway

Item


Asphalt Removal

Pipe Removal (15"- 24" RCP' Pipe Removal (30"- 36" RCP\

Pipe Removal ( 22" x 36" CMPA'


34"x53" ERCP Mitered End Section

19"x30" ERCP

Mitered End Section

29"x45" ERCP

Mitered End Section

42" RCP Concrete Headwall

Control Structure- Type 'E' Inlet Modified

Concrete Spillway


Asphalt Replacement (Local Road' Asphalt Replacement (Collector Road\

Berm Excavation Channel Excavation

Grading

Sodding

Subtotal Mise Construction/Restoration (Utilities, MOT, BMP's etc.)

Mobilization

Total Construction Cost Project Management and Administration (15%. of Const.)

Survey, Engineering, and Permitting (30% of Const.)

Drainage Easement I Right-of-Way (15% of Construction)

Unit

SY

LF

LF

LF

LF

EA

LF

EA

LF

EA LF EA

EA

EA

SY

SY

CY CY

SY

SY


192 $10.00 $1 920 56 $8.00 $448 58 $10.00 $580 90 $5.00 $450

$3,398

58 $100.00 $5 800 2 $650.00 $1 300

112 $60.00 $6,720 4 $400.00 $1,600

90 $80.00 $7200

2 $500.00 $1 000 320 $90.00 $28 800

1 $2 000.00 $2 000 1 $7 000.00 $7,000 1 $7,000.00 $7,000

$68,420

129 $25.00 $3225

63 $35.00 $2205

160 $11.00 $1760 180 $11.00 $1,980

895 $4.50 $4 028

1 000 $1.50 $1 500

$14,698

$86,516

$17 303

$11 535

$115 354

$17,303

$34,606

$17,303


ALLIGATOR CREEK Conceptual Alternative 2.2 Scenic Drive - Decrease Berm Elevation + d/s Conveyance Improvements

Item Unit Quantity Unit Price


Asphalt Removal SY 304 $10.00

Pipe Removal (42" and larger) LF 266 $12.50

Pipe Removal (30" - 36" RCP} LF 399 $10.00 Pipe Removal ( 22" x 36" CMPA) LF 90 $5.00


53"x83" ERCP LF 116 $195.00 Mitered End Section EA 4 $1 900.00

58''x91" ERCP LF 248 $210.00 Mitered End Section EA 6 $2,500.00

34"x53" ERCP LF 399 $100.00

Mitered End Section EA 2 $650.00

Junction Box EA 1 $3 500.00

Concrete Spillway EA 1 $7 000.00

Pavin~:~, Grading & Earthwork

Asphalt Replacement (Local Road) SY 304 $25.00 Berm Excavation CY 110 $11.00

Channel Excavation CY 30 $5.00

Grading LS 400 $4.50

Sodding SY 1 500 $1.50

Subtotal

Mise Construction/Restoration (Utilities MOT, BMP's etc.)

Mobilization

Total Construction Cost Project Manaaement and Administration (15% of Consl)



ESTIMATED TOTAL COST=

Total Price

$3040

$3325

$3990 $450

$10 805

$22620

$7600

$52 080

$15 000

$39 900

$1300

$3 500

$7,000

$149,000

$7600

$1210

$150

$1 800

$2250

$13 010

$172,815

$34 563

$23 042

$230420

$34,563

$69126

$34,563

$363,672

ALLIGATOR CREEK Conceptual Alternative 3.1, Shamrock and Banyan Replace Culverts Under Banyan Drive and Excavate Storage in 150' ROW

Item Unit Quantity Unit Price

Site Demolition/Removal Asphalt Removal SY 40 $10.00

Pipe Removal LF 41 $5.00

Storm Structures & Pipes 29"x45" ERCP LF 82 $80.00

Mitered End Section EA 4 $500.00

Paving, Grading & Earthwork Asphalt Replacement (Local Road) SY 40 $25.00

Pond Excavation• CY 9700 $5.00 Grading SY 3,000 $4.50 Sodding SY 3000 $1.50

Subtotal Mise Construction/Restoration (Utilities, MOT, BMP's, etc.) Mobilization

Total Construction Cost Project Management and Administration (15% of Const.) Survey, Engineering, and Permitting (30% of Const.)


Remarks: Pond excavation quantity includes only the volume above CWL (flood control volume). Additional excavation volume below CWL may be included for water quality benefits.

Total Price

$400 $205 $605

$6 560 $2 000 $8 560

$1,000 $48 500 $13 500

$4 500 $67 500

$76,665 $15 333 $10,222

$102,220 $15 333 $30,666

$148,219

ALLIGATOR CREEK Conceptual Alternative 3.2, Shamrock and Banyan Replace Culverts Under Banyan Drive and Redwood Road

Item Unit

Site Demolition/Removal Asphalt Removal SY

Pipe Removal LF

Pipe Removal LF


29" x 45" ERCP LF

Mitered End Section EA

34" x 53" ERCP LF

Mitered End Section EA


Asphalt Replacement (local Road) SY Grading SY Sodding SY

Sawcut and Replace Existing Driveway EA

Subtotal Mise Construction/Restoration (Utilities, MOT BMP's, etc.)

Mobilization

Total Construction Cost Project Management and Administration (15% of Const.)




120 $10.00 $1 200

41 $5.00 $205 565 $8.00 $4 520

$5,925

82 $80.00 $6 560

4 $500.00 $2 000

565 $100.00 $56 500

4 $650.00 $2,600 $67,660

120 $25.00 $3 000

200 $4.50 $900

1000 $1.50 $1 500

4 $2,600 $10400

$15,800

$89 385

$17 877

$11 918

$119,180

$17,877

$35,754

$17,877


ALLIGATOR CREEK Conceptual Alternative 4.1 Briarwood Area Lake Storage Improvements

Item


Asphalt Removal

Pipe Removal

Clearing & Grubbing


19"X30" ERCP

24"X38" ERCP

Mitered End Section

Drop Structure

Grading & Earthwork

Pond Excavation

Grading

Sodding

Asphalt Replacement (Local Road)

Subtotal


Mobilization


Project Management and Administration (15% of Const.)

Survey, Engineering, and PermittingJ30% of Const)

Unit

SY

LF

AC

LF

LF EA

EA

CY

AC

SY

SY


90 $10.00 $900

85 $8.00 $680

9.00 $2,000.00 $18,000

$19,580

88 $60.00 $5,280

44 $70.00 $3,080

4 $800.00 $3,200

1 $3,500.00 $3,500

$15,060

55,000 $5.00 $275,000

6 $2,500.00 $15,000

3,300 $1.50 $4,950

90 $25.00 $2,250

$294,950

$329,590

$65,918

$43,945

$439,453

$65,918

$131,836


ALLIGATOR CREEK Conceptual Alternative 4.2 Briarwood Area Conveyance Improvements

Item

Site Demolition/Removal Asphalt Removal

Pipe Removal ( 22" x 36" CMPA) Pipe Removal (15"- 24" RCP) Pipe Removal (30"- 36" RCP)

Storm Structures & Pipes 1 9"X30" ERCP

Mitered End Section

38"X60" ERCP 48" RCP

Mitered End Section Control Structure

Paving, Grading & Earthwork Channel Excavation

Grading Sodding

Asphalt Replacement (Local Road)

Subtotal Mise Construction/Restoration (Utilities MOT, BMP's, etc.)

Mobilization Total Construction Cost

Project Management and Administration (15% of Const) Survey, Engineering, and Permitting (30% of Const)

Drainage Easment I Right of Way (15% of Construction)

Unit

SY LF

LF LF

LF EA LF LF EA EA

CY SY SY

SY


200 $10.00 $2 000 41 $5.00 $205

144 $8.00 $1152

140 $10.00 $1 400 $4,757

88 $60.00 $5280

2 $400.00 $800

181 $125.00 $22,625

50 $105.00 $5250 g $800.00 $7200

1 $7,000.00 $7000 $48155

200 $11.00 $2,200

150 $4.50 $675

300 $1.50 $450

200 $25.00 $5,000 $8 325

$66,237 $13 247

$8 832 $88,316 $13,247 $26,495

$13,247


ALLIGATOR CREEK Conceptual Alternative 4.3 Briarwood Ditch "Pop-Off" Culvert

Item



Asphalt Removal

38"X60" ERCP Mitered End Section

Junction Box 42" x 60" CMPA

Modify Existing Control Structure

Grading & Earthwork

Sodding

Paving, Grading & Earthwork Asphalt Replacementllocal Road)

Curb and Gutter

Subtotal Mise Construction/Restoration (Utilities, MOT, BMP's, etc.) Mobilization


Project Management and Administration (15% of Const.) Survey, Engineering, and Permitting (30% of Const.)


Unit

SY

LF EA

EA LF EA

SY

SY LF


720 $10.00 $7200 $7 200

535 $125.00 $66 875 2 $800.00 $1600 3 $3,500.00 $10 500

60 $100.00 $6000 1 $2,000.00 $2000

$86,975

793 $1.50 $1190 $1190

720 $25.00 $18 000 500 $10.00 $5,000

$23 000

$113,365 $22673 $15115

$151,153

$22,673 $45,346

$22 673


ALLIGATOR CREEK Conceptual Alternative 5.1, Bal Harbour Drive Drainage Improvements (piping only)

Item Unit Quantity


Asphalt Removal SY 3,900

Remove and Dispose of Curb and Gutter and Inlets LS 1 Pipe Removal LF 540


72" RCP LF 700 54" RCP LF 1180

48" RCP LF 36

30" RCP LF 350 24" RCP LF 1 350

18" RCP LF 250

FOOT Type 'E' Inlet EA 28

Junction Box EA 1 Headwall (large) EA 1

Mitred End for 48" RCP EA 2


Asphalt Replacement• SY 3 900 Curb and Gutter LF 3200

Sodding SY 3 300 Sawcut and Replace Existing Driveway EA 18

Restore Golf Cart Path EA 1

Subtotal

Mise Construction/Restoration (Utilities, MOT, BMP's, etc.) Mobilization


Proj_ect Management and Administration (15% of Const)

Survey, Engineering, and Permittin_g (30% of Const.)


Unit Price

$10.00 $20 000

$8.00

$195.00

$135.00 $105.00

$60.00 $50.00

$35.00

$3,000.00

$3,500.00

$4,000.00 $800.00

$25.00

$10.00 $1.50

$2600

$2,600


Total Price

$39 000

$20 000

$4 320 $63,320

$136 500

$159 300

$3780

$21 000 $67 500

$8750

$84,000

$3 500

$4 000 $1600

$489,930

$97 500 $32,000

$4 950

$46,800

$2600

$183,850

$737,100

$147 420

$98 279 $982,799

$147,420

$294 840

$147,420

$1,572,478

ALLIGATOR CREEK Conceptual Alternative 5.2, Bal Harbour Drive Drainage Improvements (pond and piping}

Item Unit Quantity

Site Demolition/Removal Asphalt Removal SY 2,060


Storm Structures & Pipes 66" RCP LF 450 60" RCP LF 250 48" RCP LF 300

29" X 45" ERCP LF 120 24" X 38" ERCP LF 870

24" RCP LF 950 18" RCP LF 190

FOOT Type 'E' Inlet EA 16 Junction Box EA 2

Concrete Headwall (large) EA 1 Concrete Headwall EA 1

Paving, Grading & Earthwork Asphalt Replacement* SY 2 060

Curb and Gutter LF 1,600 Pond Excavation CY 60 000

Sodding SY 6,700

Sawcut and Replace Existing Driveway EA 18

Subtotal


Mobilization


Project Management and Administration (15% of Const.)

Survey, Engineering, and Permitting (30% of Const.) Drainage Easment I Right of Way (15% of Construction)

Unit Price

$10.00 $10,000

$8.00

$195.00 $170.00 $105.00

$80.00 $70.00 $50.00 $35.00

$3,000.00 $3,500.00 $4,000.00 $2 000.00

$25.00 $10.00

$5.00 $1.50

$2,600

ESTIMATED TOTAl COST=

Total Price

$20,600 $10,000

$5280 $35,880

$87 750 $42 500 $31 500

$9 600 $60,900 $47 500 $6650

$48,000 $7,000 $4 000 $2 000

$347,400

$51 500 $16 000

$300 000 $10 050 $46 800

$424,350

$807,630 $161 526 $107 683

$1,076 839 $161 526 $323,052 $'161,526

$1,722,942

AlliGATOR CREEK Conceptual Alternative 5.3, Bat Harbour Drive Drainage Improvements (piping and flap gate)

Item Unit Quantity

Site Demolition/Removal Asphalt Removal SY 2 000



66" RCP LF 450

60" RCP LF 250

48" RCP LF 300

36" RCP LF 46

24" RCP LF 400 FOOT Type 'E' Inlet EA 16

Junction Box EA 2 Concrete Headwall (large) EA 1

Concrete Headwall EA 3

Flap Gate EA 1

Paving, Grading & Earthwork Asphalt Replacement* SY 2 000

Curb and Gutter LF 1600 Sodding SY 1 500

Sawcut and Replace Existing Driveway EA 18

Subtotal


Mobilization


Project Management and Administration (15% of Const)



Unit Price

$10.00 $10,000

$8.00

$195.00

$170.00

$105.00

$70.00

$50.00 $3 000.00

$3 500.00 $4 000.00

$2,000.00

$5,000.00

$25.00

$10.00

$1.50 $2,600


Total Price

$20 000 $10 000

$5280

$35 280

$87 750

$42 500

$31 500

$3220

$20 000 $48,000

$7 000 $4 000

$6,000

$5,000

$254,970

$50 000

$16 000

$2250 $46,800

$115,050

$405 300

$81 060

$54,039

$540 399

$81,060

$162120

$81,060

$864,639

ALLIGATOR CREEK Conceptual Alternative 7.1, Quail LakeNenice East, 36" Pipe and 10' Weir

Item Unit Quantity Unit Price Total Price

Site Demolition/Removal Asphalt Removal SY 400 $10.00 $4 000

$4,000

Storm Structures & Pipes 36" RCP LF 850 $70.00 $59 500

Junction Box EA 2 $3 500.00 $7 000 Concrete Headwall EA 1 $2,000.00 $2 000

Control Structure EA 1 $7 000.00 $7 000 $75,500

Paving, Grading & Earthwork Asphalt Replacement (local Road' SY 400 $25.00 $10 000

Curb and Gutter LF 300 $10.00 $3 000 Sodding SY 940 $1.50 $1 410

$14,410

Subtotal $93,910 Mise Construction/Restoration (Utilities MOT, BMP's etc.) $18 782 Mobilization $12,521

Total Construction Cost $125,213 Project Management and Administration (15% of Consl) $18,782 Survey, Engineering, and Permitting (30% of Const.) $37,564 Drainage Easment I Right of Way (15% of Construction) $18,782


ALLIGATOR CREEK Conceptual Alternative 7 .2, Quail LakeNenice East, 42" Pipe and 20' Weir, with Interconnect



Asphalt Removal SY 432 $10.00 $4 320

$4320


30" RCP LF 350 $60.00 $21 000 42"RCP LF 850 $90.00 $76 500

Junction Box EA 5 $3,500.00 $17 500 Concrete Headwall EA 2 $2,000.00 $4 000

Control Structure EA 1 $7,000.00 $7 000 $126,000


Asphalt Replacement (Local Road) SY 432 $25.00 $10 800 Curb and Gutter LF 300 $10.00 $3 000

Sodding SY 2140 $1.50 $3 210 Sawcut and ReQiace Existing_ Drivewa_y EA 1 $2,600 $2600

$19,610

Subtotal $149 930 Mise Construction/Restoration (Utilities, MOT BMP's, etc.) $29 986 Mobilization $19 990

Total Construction Cost $199,906 Prolect Management and Administration (15% of Const) $29,986 Survey, Engineering, and Permitting (30% of Const) $59,972 Drainage Easment I Right of Way (15% of Construction) $29,986


ALLIGATOR CREEK Conceptual Alternative 7 .3, Quail LakeNenice East Drainage Improvements, Interconnect Only


Site Demolition/Removal Asphalt Removal SY 32 $10.00 $320

$320


30" RCP LF 350 $60.00 $21 000 Junction Box EA 3 $3,500.00 $10 500

Concrete Headwall EA 1 $2 000.00 $2 000 $33 500


Asphalt Replacement (Local Road\ SY 32 $25.00 $800 Curb and Gutter LF 24 $10.00 $240

Sodding SY 1,200 $1.50 $1 800 Sawcut and Replace Existing Driveway EA 1 $2600 $2600

$5440

Subtotal $39,260 Mise Construction/Restoration (Utilities, MOT BMP's, etc.) $7 852 Mobilization $5235

Total Construction Cost $52,347 Project Management and Administration (15% of Const.) $7,852 Survey, Engineering, and Permitting (30% of Consl) $15,704 Drainage Easment I Right of Way (15% of Construction) $7,852


ALLIGATOR CREEK Conceptual Alternative 8.1, Venice East Boulevard Box Culvert


Site Demolition/Removal Asphalt Removal SY 200 $10.00 $2 000

Remove and Dispose of Curb and Inlets LS 1 $3,000 $3 000

Pipe Removal LF 262 $12.50 $3275 $8,275

Storm Structures & Pipes 5.5' x 9' Concrete Box Culvert LF 131 $410.00 $53 710

Inlet Riser EA 2 $1 000 $2 000

Concrete Headwall (large) EA 2 $4,000.00 $8,000

Concrete Sheet Pile Weir EA 1 $40,000 $40 000

$103,710

Paving, Grading & Earthwork Asphalt Replacement (Collector Road) SY 200 $35.00 $7 000

Grading SY 250 $4.50 $1125 Sodding SY 530 $1.50 $795

Rock Rubble Riprap Channel Lining SY 100 $42.00 $4200

$13,120

Subtotal $125,105 Mise Construction/Restoration (Utilities, MOT, BMP's, etc.) $25 021

Mobilization $16,680

Total Construction Cost $166,806

Project Management and Administration (15% of Const.) $25,021

Survey, Engineering, and Permitting (30% of Const.) $50,042


ALLIGATOR CREEK Conceptual Alternative 8.2, Venice East Boulevard 58" x 91" ERCP Parallel to Existing Pipes



Asphalt Removal SY 200 $10.00 $2 000

Remove and Dispose of Curb and Inlets LS 1 $3,000 $3 000 $5,000

Storm Structures & Pipes 58" x 91" ERCP LF 131 $210.00 $27 510

FOOT Type 'E' Inlet EA 2 $3,000 $6 000

Concrete Headwall_ilarge) EA 4 $4 000.00 $16,000

Concrete Sheet Pile Weir EA 1 $40,000 $40,000 $89,510

Paving, Grading & Earthwork Asphalt Replacement (Collector Road) SY 200 $35.00 $7,000

Grading SY 250 $4.50 $1125

Sodding SY 530 $1.50 $795


$13,120

Subtotal $107,630

Mise Construction/Restoration (Utilities, MOT, BMP's, etc.) $21 526 Mobilization $14 351

Total Construction Cost $143,507 Project Management and Administration (15% of Consl) $21,526 Survey, Engineering, and Permitting (30% of Consl) $43,052


ALLIGATOR CREEK Conceptual Alternative 8.3, Venice East Boulevard Add Culvert and Raise Road 9"



Asphalt Removal SY 200 $10.00 $2 000 Remove and Dispose of Curb and Inlets LS 1 $10,000 $10 000

$12,000


60" RCP LF 131 $170.00 $22 270 FOOT Type 'E' Inlet EA 2 $3,000 $6 000

Concrete Headwall {large' EA 2 $4,000.00 $8 000

$36 270

Paving, Gradin_g & Earthwork

Asphalt Replacement (Collector Road) SY 1600 $35.00 $56,000

Curb and Gutter LF 1200 $10.00 $12 000

Sawcut and Replace Existing Driveway EA 4 $2,600 $10 400

Import Fill CY 200 $7 $1 400 Grading SY 2600 $4.50 $11 700 Sodding SY 1500 $1.50 $2250


$97,950

Subtotal $146,220 Mise Construction/Restoration (Utilities, MOT, BMP's, etc.) $29 244 Mobilization $19 496

Total Construction Cost $194,960 Project Management and Administration (15% of Const.) $29,244 Survey, Engineering, and Permitting (30% of Const.) $58,488


APPENDIXD

AVOIDED FLOOD DAMAGE CALCULATIONS

• SCENIC DRIVE

• SHAMROCKANDBANYAN

• BRIAR WOOD DITCH

• BAL HARBOUR DRIVE

• VENICE EAST I QUAIL LAKE

• VENICE EAST I CANAL 28-385

Scenic Drive Al T 1 I Alligator Creek

Expected Damages Analysis

Expected Damages by Component

$ $ $ 105,000

CD $ $ $ 14,000 $ 90,000

AD $ $ $ 1,000 $ 7,000

Property Damages PO $ 7,000 $ 16,000 $ 35,000 $ 58,000

Displacement Costs for DISF $ $ $ 1,000 $ 8,000 Flooded Structures

Displacement Costs for DIS $ 1,000 $ 3,000 $ 7,000 $ 12,000 Structures in the Fl in Lost Wages or Business

LBI $ 3,000 $ 7,000 $ 18,000 $ 36,000 Income

Lost Income $ $ $ $ 1,000 Road Detour Costs

Vehicle Costs $ $ $ $

Public Works Cost PW $ 2,000 $ 4,000 $ 15,000 $ 30,000

otal Damages $ 13,000 $ 30,000 $ 107,000 $ 347,000

Annualized Damages

*50 Year Damages are Estimated

Present Worth Analysis

Total Expected Annual Cost (A) $ 22,310

Interest (I) 5.00%

Project Life (n) 50

P =A {[(1 +I)" -1] I [I x (1 + l)"ll

Expected Damages for 50-year Project Life (P) $ 407,000

Scenic Drive ALT I I Alligator Creek AVOIDED DAMAGES FOR mE 5 YEAR STORM EVENT

Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs

Lost Wages or Business Income

Detour 1 Costs

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

BD

CD

AD

PD

DISF

DIS

LBI

Appraised Depth Factor Assessed Value Multiplier __ Value Multiplier Value

1.25 $ - 0.09 $ Building Dmgs Multiplier Value

$ - 0.86 $ Value #Cars /Bldg Multiplier Value

#Bldgs Affected

1 $

1 $

$ 10,000 1.5 0.075 $ 1,125 $

Value $ 1,000

$ per Day # of Days $ 100 14

$ per Day # of Days $ 100 2

#Workers 1.5 1.5

Value $ 1,000 $

Value $ 1,400 $

Value $ 200 $

Avg Length (miL Avg Speed___ # ofHrs $/Hour #Vehicles/Day Lost Income 20 - 20 $

Vehicle Costs $

Lost Income $

Vehicle Costs $

Avg Length (mi) Avg Speed # ofHrs $/Hour #Vehicles/Day

Lost Income ::::::m::::::::::::::::!!::::::::::::mmmm 20 - 20 !H!:U ! H::::!::::::::!!!)S)!:/"' $

gLength Vehicle Costs $

Event Total Cost

7,000

1,400

PW :~mm mm:,!-~~999

Total Damages $ 13,631

: ;~ - -,~- -.

Scenic Drive ALT 1 I Alligator Creek AVOIDED DAMAGES FOR THE 10 YEAR STORM EVENT

Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs

Road Detour 2 Costs

Detour 3 Costs

Public Works Cost

BD

CD

AD

PD

DISF

DIS

LBI

Appraised Depth Factor # Bldgs Affected

Assessed Value Multiplier__ Value Multiplier Value 1.25 $ - 0.09 $ 1 $

Building Dmgs Multiplier Value $ - 0.86 $ 1 $

Value #Cars /Bldg Multiplier Value $ 10,000 1.5 0.075 $ 1,125 $

Value Value $ 1,000 $ 1,000 $

$ EerDa~ #ofDa~s Value $ 100 14 $ 1,400 $

$ EerDa~ #ofDa~s Value $ 100 2 $ 200 $

Annual$$ #Workers $ 40,000 1.5 $ 40.000 1.5 Avg Length (mi) Avg Speed # ofHrs $/Hour #Vehicles/Day

Lost Income 20 - 20 $

Vehicle Costs $

Lost Income ::::~~m~~~:;:: $

Vehicle Costs $

Lost Income $

Vehicle Costs $

PW

Total Damages $

Event Total Cost

16,000

3,200

30,585

:~~~


Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

Appraised Depth Factor Assessed Value Multiplier _ Value _Multiplier Value

BD ::~::::::::::::::::t41i~~:?::: 1.25 $ 176,649 0.09 $ 15,898 Building Dmgs MultiEiier Value

CD $ 15,898 0.86 $ 13,673 Value #Cars /Bldg MultiElier Value

AD $ 10,000 1.5 0.075 $ 1,125 Value Value

PD $ 1,000 $ 1,000

$ EerDar #ofDars Value DISF $ 100 14 $ 1,400

$ Eer Dar # ofDars Value DIS $ 100 2 $ 200

Avg Annual$$_ #Workers Valu~ ___ # Daj'S Lost Value LBI $ 40,000 1.5 60,000 $ 462

$ 40,000 1.5 60,000 $ 1,615 Avg Length (mi) Avg Speed_ # ofHrs _ $/Hour ___ #Vehicles/Day

Lost Income 20 - 20 ::::::::::::·::::::::::::::;-;:::::::: . ········ ...................... .

Avg Length (mi) $/Mile #Vehicles/Dar Vehicle Costs HHHHH:o::::::u::u=:> _ _____ __ _____ o.3 ::n::n:::;::c:::::::::;::::::::

Avg Length(mi)_ Avg Sp(!e_<i__ # ofHrs $/Hour ___ ~ Vehicles/Day Lost Income :::yy:::y=p::::::y::::::::: 20 - 20

Avg Length (mi) $/Mile #Vehicles/Dar Vehicle Costs HHHHH3FHHHH 0.3 ~HHH HH>~=~~::;::::::::

··········· ............... .

Avg Length (mi) Avg Speed # ofHrs $fHol1r __ # Vehicles/Day Lost Income ::::::Ui!!!!!/!9/!!~': !/iT 20 - 20

Avg Length (mi) Vehicle Costs HHHH H<FHHHH

PW

$/Mile 0.3

#Vehicles/Day .................... ................ :: ::::::~::::::::

Total Damages

# Bldgs Affected

1 1 $

1 $

.. :: l $

::::::Js: s

$

.. :::35: $

:3~ + $

$

$

$

$

$

$

Event Total Cost

15,898

13,673

1,125

35,000

1,400

7,000

17,769

::s: J5~@0,

$ 106,865

-~~~~~~ Pri,~~~~iZiY~~{wiif~ri~r~~!#ii::::mmm:mr ::::c, ;; , , ,,,, ,,, .... AVOIDED DAMAGES FOR THE 100 YEAR STORM EVENT

Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs Wisteria Road

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

cost effective_Scenic_AL T1.xls

Appraised Depth Factor Assessed Value Multiplier Value Multiplier Value

BD :::~::::::::::: ::::?f;4~Q'{p!j: 1.25 $ 655,094 0.16 $ 104,815 Building Dmgs Multiplier Value

CD $ 104,815 0.86 $ 90,141 Value #Cars /Bldg Multiplier Value

AD $ 10,000 1.5 0.075 $ 1,125 Value Value

PD $ 1,000 $ 1,000 $per Day #of Days Value

DISF $ 100 14 $ 1,400 $ per Day # of Days Value

DIS $ 100 2 $ 200 g Annual $$ # Workers Value # uay

LBI $ 40,000 1.5 60,000 ::::: $ 40.000 1.5 60

Lost Income

Vehicle Costs Avg Leng!h (mi) Avg Speed # ofHrs $/Hour_ #Vehicles/Day

Lost Income 20 - 20 g Length (mi)

Vehicle Costs Avg Length (mi) Avg Speed # ofHrs $/Hour #_Vehicles/Day

Lost Income 20 - 20 4'n..K;td 4l "\T~t..:~t~~/T"\~ ••

Vehicle Costs

PW

Total Damages

# Bldgs Affected

6 1 $

$

$

$

$

$

$

$

$

$

$

$

Event Total Cost

104,815

90,141

6,750

58,000

8,400

11,600

500

150

as ~9~999

$ 346,817

2/22/02

Scenic Drive AL T 2 I Alligator Creek


CD $ $ $

AD $ $ $

Property Damages PD $ 7,000 $ 16,000 $

Displacement Costs for DISF Flooded Structures

$ $ $

Displacement Costs for DIS $ 1,000 $ 3,000 $ Structures in the Floo lain Lost Wages or Business

LBI $ 3,000 $ 7,000 $ Income

Lost Income $ $ $ Road Detour Costs

Vehicle Costs $ $ $

Public Works Cost PW $ 2,000 $ 4,000 $

Damages $ 13,000 $ 30,000 $

Annualized Damages



Total Expected Annual Cost (A)

Interest (I)

Project Life (n)

P = A {[(1 + I)" -1] I [I x (1 + I)"D

Expected Damages for 50-year Project Life (P)

14,000 $ 66,000

1,000 $ 6,000

37,000 $ 70,000

1,000 $ 7,000

7,000 $ 14,000

19,000 $ 40,000

$ 1,000

$

15,000 $ 30,000

110,000 $ 311,000

$ 20,690

5.00%

50

$ 378,000

AVOIDED DAMAGES FOR THE 5 YEAR STORM EVENT

Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

BD

CD

AD

PD

DISF


Assessed Value Multiplier Value Multiplier Value 1.25 $ - 0.09 $ 1 $


Value #Cars /Bid~ Multiplier Value $ 10,000 1.5 0.075 $ 1,125 $

Value Value $ 1,000 $ 1,000 $

$ EerDar # ofDars Value $ 100 14 $ 1,400 $

$ perDal # ofDay_s Value DIS $ 100 2 $ 200 $

Avg Annual $$ #Workers Value .~Days Lost Value LBI $ 40,000 1.5 60,000 $ 462

$ 40,000 1.5 60,000 $ 1,615 Avg Lengtll (mi)__Avg Speed. # ofHrs $/Hour #Vehicles/Day

Lost Income 20 - 20 :::::······· ······:::::::~: .... $/Mile

Vehicle Costs ~~:f ~:0~D~:i~Gi~U #Vehicles/Day 0.3 ········

Avg ~llg!h(!fii) ~~~e.!_____!_()f!:!rs __ $/Hour _/!Vehicles/Day Lost Income 20 - 20

Avg Length (mi) Vehicle Costs /H ::n:p~~y:::::::~:~~

$/Mile 0.3

# Vehicles/Day

Avg Length (mi) Avg Speed # ofHrs $/Ho11r #Vehicles/Day Lost Income 20 - 20 :: ;, , .... . . ... ..

Avg Length (mi) Vehicle Costs LH:: nHt.FHH' '::: . ' . . . . . . . . . . . . . . . .

$/Mile 0.3

# Vehicles/Day ::::: ........ ::::::::::::~:··

7 0 $ -··--

$

$

$

$

$

$

Event Total Cost

7,000

1,400

3,231

PW $.~ ~;QOo



Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

Appraised Depth Factor Assessed Value Multiplier ___ .. Y~_!l~-- Multiplier Value

BD 1.25 $ - 0.09 $ Building Dmgs Multiplier Value

CD $ - 0.86 $ Value #Cars /Bldg Value

-

# Bldgs Affected

1 $

1 $

Multielier 0.075 $ 1,125 >< /b: $ AD $ 10,000 1.5

Value Value PD $ 1,000 $ 1,000 : u 16 $

$ per Day #of Days Value DISF $ 100 14 $ 1,400 : : < ::: o: $

$ per Day # of Days Value DIS $ 100 2 $ 200 : :::: ::16 $

Avg Annual$$ #Workers Value #D?YS Lost Value LBI $ 40,000 1.5 60,000 $ 462

$ 40,000 1.5 60,000 $ 1,615 Avg Length (mi) AvgSpeed __ # of&~- $/Hour __ !Vehicles/Day

Lost Income 20 - 20

Vehicle Costs ::~~:9:~~TIS::~~>::: $~le :::~:~e~clC,~J.~L Avg Length (rni) AygSpeed # oflfrs $/Hour fLVehicles/Day

Lost Income 20 • 20

Vehicle Costs ::~~ffl:t:~~TIS::(:~~:: $~le ::~::~e~~1:~S,~~r: Avg Length (mi) __A"'!'b_ Spee<!~ # ofl:Jr_!_ ___ $/Hour _#_Vehicles/Day

Lost Income 20 -Avg Length (mi)

Vehicle Costs THHHHoHHTHH . . . . . . . . . . . . . . . . . . . . . . . . . ' . . . . . . . . . . . . . .

$/Mile #Vehicles/Day 0.3 ::::::::== ::::=:·:·: :=::::::::::::

16 'HJ s

$

$

$

$

$

$

Event Total Cost

16,000

3,200

7,385

PW :$ AWo<k



Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

BD

CD

AD

PD

DISF

Appraised Depth Factor Assessed Value Multiplier _ Valu~ __ Multiplier Value

~::::::: UJ4Ji~~J::: 1.25 $ 176,649 o.o9 $ I5,898 Building Dmgs Multiplier Value $ I5,898 0.86 ~ ;

Value #Cars /Bldg MultiEiier Value $ 10,000 1.5 0.075 $ I,I25

Value Value

# Bldgs Affected

I I $

$

$

$ 1,000 $ 1,000 $

$ per Day_ # of Days Value $ 100 14 $ 1,400 $

$ per Day . _ # of D(l~ Value DIS $ 100 2 $ 200 $

Avg Annual $$ #Workers Value # D~s Lost Value LBI $ 40,000 1.5 60,000 $ 462

$ 40,000 1.5 60,000 $ 1,615 Avg Length (mi) _ Avg Spee!f ___ # ofHrs __ $/Hou.r __ # Vehicles/Day

Lost Income 20 - 20 Avg Length (mi)

Vehicle Costs HH HHH:oHHH HH $/Mile

0.3 # Vehicles/Day

...... , ................ .

Avg Length (mi) Avg Speed __ # ofHrs __ $/Hom· __ # Vehicles/Day Lost Income 20 - 20

Avg Length (mi) $/Mile #Vehicles/Day Vehicle Costs :::u::y::::o::::: : T :: 0.3 :::· ;" , :;;::,: : H •

Avg Length (mi) . Avg Speed # ofHrs $/Hour #Vehicles/Day Lost Income 20 - 20 :::::::::::::::::::::::::::::::::::··

Vehicle Costs ~~TI:~~~W~::~~~: $~le "#;:X~,~cl:~~~~~

37 t $

$

$

$

$

$

$

Event Total Cost

15,898

13,673

1,125

37,000

1,400

7,400

18,692

PW s ~s;o<)()


~cerz~#Pt~r~~R=t:fX41'='##%:gte,##,::::::::::: :::.:::::::::::::·::::::··:::.: ... ::=::::::::=:=::·=·=::= , .... AVOIDED DAMAGES FOR THE 100 YEAR STORM EVENT

Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs Wisteria Road

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

BD

CD

AD

PD

DISF

Appraised Depth Factor Assessed Value Multiplier Value . _Multiplier Value

H$<Y \/~$~/f:?~H t.25 $ 478,445 o.16 $ 76,551 Building Dmgs Multiplier Value

$ 76,551 0.86 ~ ; Value #Cars /Bldg Mult iolier

$ 10,000 1.5 0.075 $ Value Value

# Bldgs Affected

6 1 $

1 $

. . . . . . . . . . . . . . . . . . . :s $

$ 1,000 $per Day #of Days

$ 1,ooo I .: :' H70 $ Value

$ 100 14 $ 1,400 $

$ per Day __ # of Rays Value DIS $ 100 2 $ 2oo ::: · =::=yro· s

Avg Annual$$ __ # \YS'_!"kers_ Value ._# l)ays Lost Value LBI $ 40,000 1.5 60,000 $ 462

$ 40,000 .... 1.5 60,000 $ 1,615 Avg Leng!h (miL A}'g_Sp~ed~ # ofHrs $/Hour . _#:Vehicles/Day

Lost Income /Y::::=;:p;f:?H\Y:::y 20 0.01 20 ;::::::::: ;:;;::;;:f,;pqq:; . ..~~~ .. ~e~?!!!.JJl:li~. $/Mile . ~ y~~~.l~s~al' ..

Vehicle Costs ::=:;;;;:::·At4~::==:::::•:•::: 0.3 :::: ;::: ::: :• :•:4;900::: Avg Length (mi) Avg Speed # ofHrs $jHo11r #Vehicles/Day

Lost Income ;:;=:::;;:y:;;:p::;:;:;;;:;;;;::=;: 20 - 20

. ..~'.'~.~.e.n?$ •. <.Jl:liL Vehicle Costs ::••:•:::•::::•::•0••::••::::::::::::• ········································

$/Mile #Vehicles/Day 0.3

Avg Length (mi) Avg Speed # ofHrs $/Hour #Vehicles/Day Lost Income :;;;;:::= :HL:::p;::y:;:::;;;:::; 20 - 20

Av~ Len&!h(nti) $/Mile #Vehicles/Day ' 7 hi 1 c t ············ ·· .. o··················· v e c e os s :::::::::•:• :: : •. :::: :::::::::::: 0.3 ::::::::::·:·· ......... ~::··

JO ·==s s

$

$

$

$

$

$

Event Total Cost

76,551

65,834

5,625

70,000

7,000

14,000

40,385

500

150

PW $ ~~.Q()Q


**LOS 10#10 (structure) will still flood for the 100-yr storm. This is not accounted for as avoided damages, but is added to the variable #HFP.

cost effective_Scenic_AL T2 2/22/2002

Shamrock and Banyan I Alligator Creek



$

CD $ $ $ $

AD $ $ $ $

PD $ $ $ $

DISF $ $ $ $

Displacement Costs for DIS $ $ $ $ Structures in the Floo Lost Wages or Business

LBI $ $ $ $ Income

Lost Income $ 21,000 $ 21,000 $ 21,000 $ 21,000 Road Detour Costs

Vehicle Costs $ 6,000 $ 6,000 $ 6,000 $ 6,000


I Damages $ 37,000 $ 37,000 $ 37,000 $ 37,000

Annualized Damages




Interest (I) 5.00%

Project Life (n) 50

P=A{[(1 +1)"-1]/[lx (1 +I)"D


Shamrock and Banyan I Alligator Creek AVOIDED DAMAGES FOR THE 5 YEAR STORM EVENT

Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

BD

CD

AD

PD

DIS

DIS

LBI

Lost Income

Vehicle Costs

Lost Income

Vehicle Costs


1.25 $ - 0.09 $

# Bldgs Affected

1 $ Building Dmgs Multiplier ~-V.....;al.....;u.....;e _____ _ $ - 0.86 $ - 1 $


Value Value $ 1,000 $ 1,000 $

$per Day _ # ofD~s Value $ 100 14 $ 1,400 $

$ per Day # of Days Value $ 100 2 $ 200 $

g Annual $$ # Workers Value #Days Lost . ___ _ $ 40,000 1.5 60,000 ::::' .....

$ 40.000 1.5 $

$

$

$

$

Avg Length (miL Avg Spee_c!_ # ofHrs __ $/Hou~ Vehicles/Day Lost Income 20 - 20 $

Vehicle Costs $

PW

Total Damages $

Event Total Cost

21,050

15

37,365


Building (1)

Contents

Automobile (2)

Exterior Property

Displacement Costs

Displacement Costs (3)


Road Detour 1 Costs

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

Appraised Depth Factor Assessed Value Multiplier_ Value __ Multiplier Value


CD $ - 0.86 $ Value #Cars /Bldg MultiElier Value

AD $ 10,000 1.5 0.075 $ 1,125 Value Value

PD $ 1,000 $ 1,000 $ per Day # of Days Value

DIS $ 100 14 $ 1,400 $ per Day #_of Days Value

DIS $ 100 2 $ 200 Avg Annual$$ #Workers Value _j# Days Lost Value

$ 40,000 1.5 60,000 $ 462 LBI $ 40,000 1.5 60,000 $ 1,615

Avg Length (mi) Ayg Speed _ # ofHrs _$/Hour __ # Vl':llicle~ay Lost Income :::::::::: :::::4··:·2"1":::::: "":::: 20 0 21 20 :·:::::::: :::5:·::0"'0"0"':::

;;!;;;;;;;;;;:::. ~;·,; ::~::: .. ::~::::: a :: .::::::::~:':::: ~~~:::;;,;,,;::;!;

Avg Length (mi) $/Mile #Vehicles/Day Vehicle Costs HHHTH4~21!'>TTY 0.3 ':>',, ' : ::::s;ooo'

Avg Length (mi)~ Sp~ _!_of Hrs $/Hol!!__# Vehicles/Day Lost Income 20 - 20

Avg Length (mi) Vehicle Costs H HHHH>HHHHH

$/Mile 0.3

#Vehicles/Day ::::::::: :::::::: :::::::~::::::::

Avg Length (mi) Avg Speed # ofHrs $/Ho_11r ___ _p Vehicles/Day Lost Income 20 - 20

vehicle Costs ::~~=f::t~~m~::~~),:, $/Mile #Vehicles/Day 0.3

'"'•• '""" '"'~~L~"'''

PW

# Bldgs Event Affected Total Cost

1 $

1 $

........ ,,,",,,,,,,Jr s

,,, ,:,,:o s

::::o' s

$

$

$ 21,050

$ 6,315

$

$

$

$

Us :/:lQ,M9



Building BD

Contents CD

Automobile AD

Exterior Property PD

Displacement Costs DIS

Displacement Costs

Appraised Depth Factor Assessed Value Multiplier Value -~ Mul_tiplier Value

1.25 $ - 0.09 $ Building Dmgs Multiplier $ - 0.86

$

$

$

Value 10,000

Value 1,000

#Cars /Bldg 1.5

$ per Qay __ # of Days 100 14

$per Day #of Days

$ MultiElier

0.075 $

$

$

Value

Value 1,125

Value 1,000

Value 1,400

Value

# Bldgs Affected

1 1 $

1 $

: :::::0 $

. .. . 0 $

.. ::::o $

Event Total Cost

DIS $ 100 2 $ 200 $


Road Detour 1 Costs

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

Avg Annual $$ # Workers Value #Days Lost Value $ 40,000 1.5 60,000 $ 462

LBI $ 40,000 1.5 60,000 $ 1,615 Avg Length (mi)_ Avg Speed ___ # ofHrs $1Ho11r #Vehicles/Day

Lost Income : :YY\:A~~IY:T >: 20 0.21 20 /L ::u:::::$,j<),()Q Avg Length (mi) $/Mile #Vehicles/Day

vehicle costs :y:::uu:n4[2t:::y::::n:_ o.3 T'H :::u:y:s·;ooo : Avg Length (mi) Avg Speed # ofHrs $/Hour _#_Vehicles/Day

Lost Income 20 - 20 ''"'""""'''''''" ·· Avg Length (mi)

Vehicle Costs HHiUH:u:o: HiHHU $/Mile

0.3 #Vehicles/Day

Avg Length (mi) Avg Speed # ofHrs $/Hour __ #_ Vehicles/Day Lost Income 20 - 20

Avg Length (mi) Vehicle Costs HHH H H:FHHHHH

"''''''''''''''''~C.~~~··•·•··••••••

PW

$/Mile 0.3

#Vehicles/Day

Total Damages

d b $

-$ 21,050

$ 6,315

$

$

$

$

i!$ Jo@W

$ 37,365

~~~mr9£~l~fti;Qq~y~~jy~!i,fgq{9E~r~~~j[jij • .. HHHH • , ,,,, ,,,,,,,,, ,,,,, ..

A.:vom:EnriA.:M:AGESFoRi:HEio·ov:EAifs'foRM EVENT

Building BD

Contents CD

Automobile AD


Displacement Costs DISF



LBI Road Detour 1 Costs

Lost Income

Vehicle Costs Road Detour 2 Costs

Lost Income


Lost Income

V ehic1e Costs Public Works Cost


1.25 $ - 0.16 $ Building Dmgs Multiplier Value


$ 10,000 1.5 0.075 $ 1,125 Value Value

# Bldgs Affected

1 $

$

$

$ 1,000 $ 1~00 $

$per Day .... -~#_()f_D~s Value $ 100 14 $ 1,400 $

$per Day ____ #ofDays Value $ 100 2 $ 200 $

g Annual$$ #Workers Value ~a.Y

$ 40,000 1.5 $ 40.000 1.5 $

$

$

:1'1':::·· $

$

$

$

Event Total Cost

21,050

15

PW :: $ l ,:: : i9;9Q~

.. Taking credit for making the Shamrock Blvd. passable for the 10-yr strom even though this is still a FPLOS deficiency. **Not taking credit for the 5-yr strom even though it eliminates the FPLOS, the road was already passable.


Briarwood Ditch I Briarwood Basin



BD

CD $ $ $ $

AD $ $ $ $

PD $ $ 1,000 $ 22,000 $ 23,000

DISF $ $ $ $

DIS $ $ $ 4,000 $ 5,000

LBI $ $ $ 10,000 $ 11,000

Lost Income $ $ $ $

Vehicle Costs $ $ $ $

PW $ $ $ 10,000 $ 10,000

$ $ 1,000 $ 46,000 $ 49,000

Annualized Damages




Interest (I) 5.00%

Project Life (n) 50

P =A {I(1 +I)" -1] I [I x (1 + I)"D


Briarwood Ditch I Briarwood Basin AVOIDED DAMAGES FOR THE 10 YEAR STORM EVENT

Building (1)

Contents

Automobile (2)

Exterior Property

Displacement Costs

Displacement Costs (3)


Road Detour 1 Costs

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

cost effective_Briarwood.xls

Assessed Value BD ......................................

Building Dmgs CD $ -

Value AD $ 10,000

Value

Appraised Depth Factor Multiplier Value Multiplier Value

1.25 $ - 0.09 $ MultiEiier Value

0.86 $ #Cars /Bldg MultiElier Value

# Bldgs Affected

1 $

1 $

1.5 0.075 $ 1,125 $

Value

Event Total Cost

PD $ 1,000 $ 1,000 $ 1,000 $ EerDa~ #ofDa~s Value

DIS $ 100 14 $ 1,400 $

$ EerDa~ #ofDa~s Value DIS $ 100 2 $ 200 $ 200

Avg Annual$$ #Workers Value #Days Lost Value LBI $ 40,000 1.5 60,000 $ 462

Avg Length (mi)~_~p~ # ofHrs .. $fiiollr __ ~ Vehicles/Day Lost Income 20 - 20 '';g;,,,,,,, ''"''""'"""'"'"'''""'

Avg Length (mi) Vehicle Costs n::m::::::::::::: :::0,:\H\:\\:::::H\\\\\

$/Mile 0.3

#Vehicles/Day ::::::·· ;;;;;·;·;;;;;:::::: ;:~::::::·· ..............................

Avg L~J.lgth (mi) Avg Speed # ofHrs $/Hour #Vehicles/Day Lost Income 20 - 20 ::L'ii' ,,:;'':::, ii'iiii'iii'i>iiii""' .. .....

Avg Length (mi) $/Mile # Vehicles/Day Vehicle costs u:nmn:nn:nnno:::n:nn:m:mm::n ..................................................... 0.3 :l:Fil~l~:~~~ij:~~~:;;~;;:::::::::;z---

Avg Length (mi) Avg Speed # ofHrs $/Hour #Vehicles/Day Lost Income 20 - 20

Avg Length (rni) $/Mile #Vehicles/Day Vehicle Costs ""'iiiiiiiiiii'ii '''\9::::::::::::::::::::::::: 0.3 <::::: ::~~~,,:':: ::::;;; ;;;;,;: ..

PW

Total Damages

$ 462

$

$

$

$

$

$

$ 1,662

2/22/02

Briarwood Ditch I Briarwood Basin AVOIDED DAMAGES FOR THE 25 YEAR STORM EVENT

Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs

Tanager Road at Serpula Road

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

cost effective_BriaiWood.xls

Appraised Depth Factor Assessed Value Multiplier__ Value ____Multiplier Value

BD 1.25 $ - 0.09 $ Building Dmgs Multi2lier Value

CD $ - 0.86 $ Value #Cars /Bldg Multi2lier Value

AD $ 10,000 1.5 0.075 $ 1,125 Value Value

PD $ 1,000 $ 1,000 $ 2er Da;r # ofDa;rs Value

DIS $ 100 14 $ 1,400 $ 2erDa;r # ofDa;rs Value

DIS $ 100 2 $ 200 Avg Annual $$ #Workers Value ... !~s Lost Value

# Bldgs Affected

1 1 $

1 $

$

<22 $

.. ::o $

: 22 $

LBI $ 40,000 1.5 60,000 $ 462 $

Avg Length (mi) Ayg Speed _ # ofHrs $/Hour #Vehicles/Day Lost Income :: HHYHtQW,~,,:::;:;;:> 20 0.00 20 U!! ::: :yy~;p()QY $

Avg Length (rni) $/Mile #Vehicles/Day Vehicle Costs HTHHOXi4.HH'HH 0.3 HHTHHHZ;OOOH $

Avg_he:~nri) AvgSQeed ... # ofHrs $/Hour __ :fl Vehicles/Day Lost Income 20 - 20 $

Avg Length (mi) Vehicle Costs ///HHFHHHH

$/Mile 0.3

#Vehicles/Day

Avg Length (mi) Avg Speed # ofHrs $/Hou!__:fl Vehicles/Day Lost Income 20 - 20 ::::::::::::;::: ;:: ::: ::•: ,,,,,

Avg Length (mi) Vehicle Costs H:H~HH'HHOHHHHH

$/Mile 0.3

#Vehicles/Day ··::::::··· ............. ::;,;::··

$

$

$

Event Total Cost

22,000

4,400

10,154

80

24

····················

PW :s . r.o;oM


2/22/2002

11rtafWoodD.tichlB.ftaiyf.JOod11astn: ::::::::':::: ,,. :•:::: :: .:::::: •. :::: :::' :::::/'>''' ·······································::::::::::::::::·::::::::::::·:·:::::::::::: :::::::::::: :::::::.::::::::::::: ::::::::::::::::::::···


Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs

Tanager Road at Serpula Road

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

Assessed Value BD T$H '':: ::::':~:::


Value

Appraised Depth Factor Multiplier Value Multiplier Value

1.25 $ - 0.16 $ MultiElier Value

0.86 $ Value

-

# Bldgs Affected

1 0 $

0 $

AD #Cars /Bldg MultiEiier

$ 10,000 1.5 0.075 $ 1,125 ::: · Yo s

Value Value ·························

PD $ 1,000 $ 1,ooo H : 23 $ Value

DISF $ EerDar # ofDaxs

$ 100 14 $ 1,4oo : :o s Value

DIS $ Eer Dax # ofDaxs

$ 100 2 $ 200 :• L :b s Avg Annual$$ # Worket!__ _Yl:llue . #Days Lost Value

LBI $ 40,000 1.5 60,000 $ 462 $

Avg Length (mi) Avg Speed # ofHrs $/Hour #Vehicles/Day Lost Income :::,:: ::::::qtq+YL'/ :: 20 0.00 20 ::: " • :::: ~;p()b $

Avg Length (mi) $/Mile #Vehicles/Day Vehicle Costs ::: '"/Hol<:iifHH/' 0.3 >> H: H tOO<F $

Avg Length (mi) Avg Speed # ofHrs $/Hour #Vehicles/Day Lost Income 20 - 20

Avg Length (mi) $/Mile # Vehicles/Dax Vehicle Costs : HHHHoHH' ;::::: H' 0.3 :: :: ': ,:: >>>

Avg Length (mi) AvgSpeed # ofHrs $/Hour u-~ Vehicles/Day Lost Income 20 - 20

Avg Length (mi) Vehicle Costs HH'HHHF'HHHH:

$/Mile 0.3

#Vehicles/Day

$

$

$

$

Event Total Cost

23,000

4,600

10,615

80

24

PW $ )0,,()99


cost effective_Briarwood.xls 2/22/2002

rT ~

Bal Harbour Drive I Alligator Creek (ALT. !AtJo2) Expected Damages Analysis


$ $ $

$ $ $

Automobile Damages AD $ $ $ $ $

Exterior Properl:y Damages PO $ $ $ $ $

Displacement Costs for Flooded Structures

DISF $ $ $ $ $

Displacement Costs for DIS $ 1,000 $ 1,000 $ 5,000 $ 5,000 $ 5,000 Structures in the Flood Lost Wages or Business

LBI $ 2,000 $ 2,000 $ 12,000 $ 12,000 $ 12,000 Income

Lost Income $ 25,000 $ 25,000 $ 26,000 $ 26,000 $ 26,000 Detour Costs

Vehicle Costs $ 8,000 $ 8,000 $ 8,000 $ 8,000 $ 8,000.

PW $ 10,000 $ 20,000 $ 24,000 $ 24,000 $ 24,000

Damages $ 46,000 $ 56,000 $ 75,000 $ 75,000 $ 75,000

Annualized Damages





Interest (I) 5.00%

Project Life (n) 50

P =A {[(1 + It -1] I [I x (1 + I)"]}


Bal Harbour Drive I Alligator Creek AVOIDED DAMAGES FOR THE 2 YEAR STORM EVENT

Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs Shamrock Drive {collector)

Road Detour 2 Costs Bal Harbour (local)

Road Detour 3 Costs Lakeside (local)

Road Detour 4 Costs

Public Works Cost

BD

CD

AD

PD

DIS

DIS

LBI

Appraised Depth Factor Assessed Value Multiplier Value ___ MI!l!iplier Value

1.25 $ • 0.09 $

Building Dmgs MultiElier $ • 0.86 $

Value #Cars /Bldg MultiElier $ 10,000 1.5 0.075 $

Value $ 1,000 $

$ per Day ____ #__<J_ff?~s $ 100 14 $

$ per Day f#_()(p~ys $ 100 ::::::::::::::~:: $

Value

Value 1,125

Value 1,000

Value 1,400

Value 100

Avg Annual $$ #Workers Value #Days Lost Value $ 40,000 1.5 60,000 $ 231 $ 40,000 1.5 60,000 $ 1,615 Avg Length {mi) Avg Speecl__ # ofHrs $/Hour #Vehicles/Day

Lost Income HTT:!T4l~~::::::yy: 20 0.21 20 :::/ T: :H~;pqp: Avg Length {mi) $/Mile #Vehicles/Day

Vehicle Costs H HHAl21HHHH 0.3 ::::::: HH:H<5;000 H Avg Length (mi) Avg Speed # ofHrs _$/Hour #Vehicles/Day

Lost Income 'YY! 'YJl!~H'HHU 20 0.06 20 H< YHH ~;pop: Avg Length {mi) $/Mile #Vehicles/Day

Vehicle Costs ::HHHHE2HHH'H 0.3 ')f'H' H :z;ooo : Avg Length (mi) Avg Speed # ofHrs $/Hour #Vehicles/Day

Lost Income ::::: :!UHP·i~i!:::::::::::H 20 0.04 20 :::, :'' T :~;pqp: Avg Length (mi) $/Mile #Vehicles/Day

Vehicle Costs HHHHQUSHHH'H 0.3 : ::::' HH 2!000: Avg Leng!ll_ (mi) Avg Speed # ofHrs $/Hour __ #_Vehicles/Day


Vehicle Costs 'HHHHQ:H::HHH'

PW

$/Mile 0.3

#Vehicles/Day ... ::::::;;.i;;:: ..

Total Damages

# Bldgs Affected

1 $

1 $

.. ,::::::o s

. ::o $

$

lo. s

0 0 $

$

$

$

$

$

$ -

$

$

Event Total Cost

1,000

2,308

21,050

6,315

2,400

720

1,600

480

s tA,Aoo

$ 45,873


Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs Shamrock Drive (collector)



Road Detour 4 Costs

Public Works Cost

Appraised Depth Factor Assessed Value Multiplier __ Value __ --~Multiplier Value


CD $ - 0.86 $ Value #Cars /Bldg Multiplier Value

AD $ 10,000 1.5 0.075 $ 1,125 Value Value


DIS $ 100 14 $ 1,400

DIS $ $per Da\oo ~/~ jf~~~IT~!/ $ Value 100 Avg Annual$$ #Workers Value ---~#Days Lost Value

$ 40,000 1.5 60,000 $ 231 LBI $ 40,000 1.5 60,000 $ 1,615

Avg Length (mi) Avg Speed # ofHrs $/Hour #Vehicles/Day Lost Income /: iii/H4l~1.TTYTT 2o 0.21 20 = =:: = ::;: ~;pqq:

Avg Length (mi) $/Mile #Vehicles/Day Vehicle Costs HHH'H 4l2l:HHHH 0.3 ::::=::: '' HH5)0:00.H

Avg_I,ength (mi) Ayg~jJ~# ofHrs __ $/Hou!_ _ _! Vehicles/Day Lost Income ,d::: ~::~t:t.n::n::::::=:: 20 o.o6 20 =n: :: : z:,poq

Vehicle Costs ~~? ~e~~--<.~9.. $/Mile # Ve~cle.siJ)ar

::::: ::::::::L2::::::;:::::::::: 0.3 ' ' : :: :: 2:;000 Av~h (mi) Avg Speed # ofHrs $/Hour_ ____ ~Vehicles/Day

Lost Income !/'!/U!Pl!~i !!!:!=// 20 o.o4 20 /H/ T: t:;QQQ Avg Length (mi) $/Mile #Vehicles/Day

Vehicle Costs HHHHOJL H liT 0.3 '''' ' < H 2-;0:00.H Avg Length (mi) Avg Speed # ofHrs $/Hour #Vehicles/Day

Lost Income 20 - 20 : :: :::::::: : ~:

Avg Length (mi) Vehicle Costs :::::::==:n::::o::= HH' ::

$/Mile 0.3

# Vehicles/Day :::::: :::::::::::::::::'-1"""

PW

Total Damages

# Bldgs Affected

$

$

$

$

$

Event Total Cost

H.lO $ 1,000

X d. 0 $ 2,308

$ 21,050

$ 6,315

$ 2,400

$ 720

$ 1,600

$ 480

$

$

$ > j~,~O<F $ 55,873


Building (1) BD

Contents CD

Automobile (2) AD



Displacement Costs (3) DIS


LBI Road Detour 1 Costs Shamrock Drive (collector) Lost Income

Vehicle Costs Road Detour 2 Costs Bal Harbour (local) Lost Income

Vehicle Costs Road Detour 3 Costs Lakeside (local) Lost Income

Vehicle Costs Road Detour 4 Costs Michigan (local) Lost Income

Vehicle Costs Public Works Cost

PW


Assessed Value Multiplier Value _Multiplier Value 1.25 $ - 0.09 $ 1 $

Building Dmgs MultiElier Value

$ - 0.86 $ - 1 $

Value #Cars /Bldg MultiEiier Value $ 10,000 1.5 0.075 $ 1,125 : : 0 $

Value Value $ 1,000 $ 1,000 ::::' ::: :o $

$per Day __ # ofD(lys Value $ 100 14 $ 1,400 : :0 $

$ per Day_~ # of_p~s Value

$ 100 :::::::::::::::c: $ 100 /54 $

1.5 Avg Length (mi) Avg Speed_ _ # ofHrs $/Hou~ \fehicles!D(Iy

::U::::y:: 4.;~t H ::::: . --20- 0.21 20 : H $;QOQ $

gLength $

$

$

$

$

$

$

Event Total Cost

5,400

1

21,050

6,315

2,400

720

1,600

480

500

150

$ 24,()9()



Building BD

Contents CD

Automobile AD



Displacement Costs


1.25 $ - 0.09 $ Building Dmgs Multiplier $ - 0.86

$

$

$

Value 10,000

Value 1,000

#Cars /Bldg 1.5

$ per Day __ # of Days 100 14

$ per Day # of Days

$ Multiplier

0.075 $

$

$

Value

Value 1,125

Value 1,000

Value 1,400

Value

# Bldgs Affected

1 1 $

$

::::::::.:::::::::::::':': $

$

$

DIS s 1 oo TITITTTJTTITT $ 100 s Lost Wages or Business Income




Road Detour 4 Costs Michigan (local)

Public Works Cost

Avg Annual$$ #Workers Value if: Days Lost Value $ 40,000 1.5 60,000 $ 231

LBI $ 40,000 1.5 60,000 $ 1,615 Av~h (mi) Avg Speed # ofHrs _$/HolJ.I'~ . _!Vehicles/Day

Lost Income ::::::::: /Al~F!:'i:!/U! 20 0.21 20 ::: : ! / :' ?JPOP !

Avg Length (mi) $/Mile #Vehicles/Day Vehicle Costs : T:H/4l11/ :::: 0.3 >::::: : :::s;ooo

Av~h (mi) Avg Speed #of Hrs _ $/Hol.ll'_ __ it_Ve_hicles/Day Lost Income ,; ·: !!i!:/!P~TT:YH!! 20 0.06 20 : : \! : :T ~;pqq

Avg Length (mi) $/Mile #Vehicles/Day Vehicle Costs HHiiHHHU2HHHHi 0.3 HH iii H t;ooo :

Avg Length (mi) Avg Speed # ofHrs $/H()!!l'____j/_ Vehicles/Day

Lost Income 'i'!!i:!'U '/<W&/:'ii:!:H 20 0.04 20 ' !!/! U:U~;pqq:: Avg Length (mi) $/Mile #Vehicles/Day

Vehicle Costs HHHHJXSiHHHHi:: 0.3 ::::' .//iHH2J)0(L Avg Length (mi) Avg Speed # ofHrs -~ $/Hour #Vehicles/Day

Lost Income i/HH!!Ol1$,/ ::::::;;;; 20 0.01 20 :=:: " : '' ~;qqq,; Avg Length (mi)

Vehicle Costs H:T::::::<t25:THH/ $/Mile # Vehicles/Day

0.3 'L :: //2i00(F

53 : :o $

$

$

$

$

$

$

$

$

Event Total Cost

5,400

12,231

21,050

6,315

2,400

720

1,600

480

500

150

PW HG > ~4;990 Total Damages $ 74,846


Building BD

Contents CD

Automobile AD


Displacement Costs DISF



LBI Road Detour 1 Costs Shamrock Drive (collector) Lost Income

Vehicle Costs Road Detour 2 Costs Bal Harbour (local) Lost Income

Vehicle Costs Road Detour 3 Costs Lakeside (local) Lost Income

Vehicle Costs Road Detour 4 Costs Michigan (local) Lost Income


PW

cost effective_BaiHarbour

Appraised Depth Factor Assessed Value Multiplier __ Value Multiplier Value

:::$=::: ::::::;:;::::::::::""'' 1.25 $ - 0.16 $ Building Dmgs Multiplier Value


$ 10,000 1.5 0.075 $ 1,125 Value Value

# Bldgs Affected

1 1 $

$

0 $

$ 1,000 $ 1,000 $

$~D~ #~D~ Value $ 100 14 $ 1,400 $

$ per Day #of Days Value $ wo ITITITITTi"TITTI0 $ 100 $

Avg Annual$$ #Workers Value #Days Lost Value $ 40,000 1.5 60,000 $ 231 53 $ 40,000 1.5 60,000 $ 1,615 '0' $ A vg Length (rnj)_A vg Spef!cl_ ___ # of Hrs $/Hour # Vehicles/Day : ;:::. )1~;~)))/:' :::, 20 0.21 20 : ::: )):)):$~QQ(); $ Avg Length (mi) $/Mile #Vehicles/Day

... ::::::::not:::::: • • ,. o.3 :::,:::::::::::: :s;ooo,: $

A vg_ Lengtl1_(11li)_A vg Spee_d __ # of Hrs $/Hour # Vehicles/Day

.. . .. . 1;~ :::=:=::::=:: 20 o.o6 20 • : • • f;qqo $

: ::t~~:•~:Y~tMrt1i)Hj $~le ::#,:)~~01~~~;&: $

Avg LengthJmi}_A vg Speed __ # of Hrs $/Hour # Vehicles/Day ...... :::::0 ... ,8 ... ,, :::::::::::: 20 o 04 20 ....... :CC:co:·::·:2···o···oo ...

:::: ~;;; ;; :::;;;~ ::) .. :~~ :::~~~ ~~~~~: . ~:~~~~~~~~~~~~~~~~~~~:: :~ : .. :: .. ::~ $ Avg Length (mi) $/Mile #Vehicles/Day

:::::. ...::Jts::::: ::::::::' o.3 :::::..:::: :::::: 2;ooo:: $ A vg Length (mi) A vg Speed # of Hrs $/Hour # Vehicles/Day

. ,,,, ,:::yp;fis,:n:: , , 20 om 20 :::T ::•::: ::;~;999 $ Avg Length (mi) $/Mile #Vehicles/Day

: HH:H Ct;:l~ /i HT 0.3 •:<: : HT2iOQQ • $

Event Total Cost

5,400

12,231

21,050

6,315

2,400

720

1,600

480

500

150

···················· "'s·' "''"'''''''·2 .. 4 .. "0 .. 0 .. o·,,. ::: . : : :::::::• .::., .. :.: .. ::.


2/22/2002

Bai Harbour Drive I Alligator Creek ( 141... T. 3) Expected Damages Analysis


-l:::=:::[email protected],$v~nt:m::::}wt@'=tV:\'i.of':::m~;~·········· ~ii!l.P9.ix~~r€v§nf Building Damages 80 $ $ $ $ $

Content Damages CD $ $ $ $ $

Automobile Damages AD $ $ $ $ $

Exterior Property Damages PO $ $ $ $ $

Displacement Costs for DISF $ Flooded Structures

$ $ $ $

Displacement Costs for DIS $ 1,000 $ 1,000 Structures in the Floodplain

$ 2,000 $ 2,000 $ 2,000

Lost Wages or Business LSI $ 2,000 $ 2,000 $ 4,000 $ 4,000 $ 4,000

Income

Lost Income $ 25,000 $ 25,000 $ 25,000 $ 25,000 $ 25,000 Road Detour Costs

Vehicle Costs $ 8,000 $ 8,000 $ 8,000 $ 8,000 $ 8,000

Public Works Cost PW $ 10,000 $ 20,000 $ 24,000 $ 24,000 $ 24,000

Total Damages $ 46,000 $ 56,000 $ 63,000 $ 63,000 $ 63,000

Annualized Damages




Interest (I) 5.00%

Project Life (n) 50

P =A {[(1 + 1)0 -1]/ [I x (1 + It)}


,_ -Bal Harbour Drive I Alligator Creek AVOIDED DAMAGES FOR THE 2 YEAR STORM EVENT

Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs





Road Detour 4 Costs

Public Works Cost


BD ::$: :::::::::::": ::::::,.,: 1.25 $ - 0.09 $

Building Dmgs MultiElier Value CD $ - 0.86 $

Value #Cars /Bldg MultiEiier Value AD $ 10,000 1.5 0.075 $ 1,125

Value Value PD $ 1,000 $ 1,000

$ EerDal # ofDals Value DIS $ 100 14 $ 1,400

DIS $ Eer Day100 :::t~ff:~~:s:: Value $ $ 100 .......... .. ..........

Avg Annual $$ #Workers Value # Da_ys Lost Value $ 40,000 1.5 60,000 $ 231

LBI $ 40,000 1.5 60,000 $ 1,615 AvgLength(mi) AvgSpeed. #ofHr~ --~fl:Iour _ _!tVehicles/Day

Lost Income ::::::: .!\Al~:L y::::;:: 20 0.21 20 : U \ \\:\ :?;pqp . ..~~? ~.e~~. <.~9. $/Mile .#.Y~.~icl~s/I)a)'

Vehicle Costs :•::::•:::•:::·t2L:::::::::: 0.3 ··· ••' S;ooo: Avg Length (mi) Avg Speed # ofHrs $[Hour #Vehicles/Day

Lost Income )j:j:j:j:)!j) )!l.l!~/!UU// 20 0.06 20 TU j// ~;qqp Avg Length (mi) $/Mile #Vehicles/Day

Vehicle Costs ::::::::::::HJ)2HH'HH 0.3 : ::::::: H 2)000\ Avg Length (mi) Avg Speed _ # ofHrs $/Hour #Vehicles/Day

Lost Income :'/\\:\/ \9,\.)&!::::::U\/\ 20 0.04 20 H := / : ~iqoq: Avg Length (mi) $/Mile #Vehicles/Day

Vehicle Costs : :HHH:H)USH:•'::';::::: 0.3 :; :' :':' H/ 2!o00 ' Avg Length (mi) Ayg Speed _ # ofHrs $/Hour #Vehicles/Day

Lost Income 20 - 20

Vehicle Costs

PW

Avg Length (rni) .. :::·:::::::::o::::::::

$/Mile 0.3

# Vehicles/Day ······················· ···:::::::;.:::·::··

Total Damages

# Bldgs Affected

1 $

1 $

$

$

$

lei $

IQ 0 $

$

$

$

$

$

$

$

$

Event Total Cost

1,000

2,308

21,050

6,315

2,400

720

1,600

480

.. \!' .. ·· ... :.1 .. 0. ,,. · ·o··' "' .:::.•· ,po

$ 45,873


Appraised Depth Factor Building (1) Assessed Value Multiplier Value Multiplier Value

BD 1.25 $ - 0.09 $ Contents Building Dmgs Multi_Elier Value

CD $ - 0.86 $ Automobile (2) Value #Cars /Bldg MultiElier Value

AD $ 10,000 1.5 0.075 $ 1,125

Exterior Property Value Value PD $ 1,000 $ 1,000

Displacement Costs $ _EerDal # ofDals Value DIS $ 100 14 $ 1,400

Displacement Costs (3) $per Day it_ ofD_~s Value

# Bldgs Affected

$

1 $

0 $

$

$

Event Total Cost

DIS $ 100 $ 100 $ 1,600





Road Detour 4 Costs

Public Works Cost

Avg Annual$$ #Workers Value #Days Lost Value $ 40,000 1.5 60,000 $ 231

LBI $ 40,000 1.5 60,000 $ 1,615 Avg LeJ!gth(mi)_ Avg S~eci~. # ofH_!~ __ $/Hour .. ____ jj_ Vellis;les/Day

Lost Income :;:;;: ::!T!!:4T.~J./!!/!!: 20 0.21 20 =i <Ui ~;QQP Avg Length (mi) $/Mile #Vehicles/Day

Vehicle Costs ::: : !!!! Al~)T// > 0.3 H /:S;ooo Avg Le_J!gth (mi)_Avg~f!d __ # ofti~ __ $fHour .. __jj_ Ve_Ns:les/Day

Lost Income 20 0.06 20 : ),;QOO Avg Length (mi) $/Mile #Vehicles/Day

Vehicle Costs :::!/ i'!)U7U ::::::::::::: 0.3 i )2;60() Avg Length (mi) Avg Speed # ofHrs $/Hour _ ___!# Y~hicles/Day

Lost Income 7!!./iH:OU8:T::UTHU: 20 0.04 20 -T=, : }~ ' :z;qop : Avg Length (mi) $/Mile #Vehicles/Day

Vehicle Costs :::::=:::::::::;p;~::;:;"~:J:;: 0.3 > ::::::::::=:z;oo(:) Avg LeJ:!gth(mi) _Avg Sp_eed__ # ofHrs $/Hour #Vehicles/Day

Lost Income 20 - 20

Vehicle Costs ::~~f:~:~~~t:YuR $/Mile #Vehicles/Day 0.3

PW

Total Damages

16 : o: $ 3,692

$ 21,050

$ 6,315

$ 2,400

$ 720

$ 1,600

$ 480

$

$

$/ 24,(JooL

$ 61,857


Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs





Road Detour 4 Costs

Public Works Cost

Appraised Depth Factor Assessed Value Multiplier__ Val11e Multiplier Value



AD $ 10,000 1.5 0.075 $ 1,125 Value Value


DIS $ 100 14 $ 1,400

DIS $ per Day , ,~,~fP,~¥~ Value

$ 100 :::::::::::: 1:::::::::::: $ 100 .........................


LBI $ 40,000 1.5 60,000 $ 1,615 Avg Length(J!lD _ Avg ~ed __ # of Hrs__ $/Hour # Vehicles/Day

Lost Income HH/:4;2!\T :y: C 20 0.21 20 T!// / p;poq Avg Length (mi) $/Mile #Vehicles/Day

Vehicle Costs :::: :=:::A;2t/H\H 0.3 ':: ::::: ::::::s;ooo A vg Length_(!llD_ Avg ~~d_ # of Hr£__ $/Hour __ }f._ Vell!_c;les/Day

Lost Income YHT::::y~!.\7TYY!/! 20 0.06 20 =: !/ /H !/)~;P:QP: Avg Length (mi) $/Mile #Vehicles/Day

Vehicle Costs :=: :::::::E2:HHH :;::: 0.3 =::.::=:':::: : :z;ooo:: AvgLeJ1gth(mi)_ Avg~~~- _#_of_HJ'~- $/Hot1! #Vehicles/Day

Lost Income ::: ::::y:::;p;:~:::::::y::y 20 0.04 20 : : : ''' :yyf,;qqq H Avg Length (mi) $/Mile #Vehicles/Day

Vehicle Costs ::;:::n;;:;::=:o:.SH:HH:HH: 0.3 \ ::':/ ::;:::z;oOO \ Avg Length (mi) Avg Speed # ofHrs $/Hour __ ~-Vehicles/Day

Lost Income Avg Length (mi)

Vehicle Costs /H\ HHFHH\' H

PW

20 - 20 $/Mile # Vehicles/Day

0.3

# Bldgs Affected

1 1 $

1 $

$

·::::::::::::::::0: $

. : :o $

.. ]6 $

~~ 0 $

$

$

$

$

$

$

$

$

Event Total Cost

1,600

3,692

21,050

6,315

2,400

720

1,600

480

....................

L$ L ~4,QQ~


1J#t!l§rbA*TPT:ll!~!ii4'l!tii@(JfG'f#e~···•·•· ••·•·•·•••·:•••••••••·•••••••••••••······················ AVOIDED DAMAGES FOR THE 100 YEAR STORM EVENT

Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs





Road Detour 4 Costs

Public Works Cost

BD

CD

AD

PD

DISF


1 Assessed Value Multiplier Value Multiplier Value •::$::• ................... .., .. .. 1.25 $ - 0.16 $ 1 $

Building Dmgs Multiplier Value $ - 0.86 $ $

Value #Cars/Bldg MultiJ:!lier Value $ 10,000 1.5 0.075 $ 1,125 $

Value Value $ 1,000 $ 1,000 $

$ per Day ~Qfi)ays Value $ 100 14 $ 1,400 $

$ per Day # of Days Value DIS $ 100 $ 100 $


LBI $ 40,000 1.5 60,000 $ 1 ,615 $ Avg Length (mi) Avg Speed # ofHrs $/Hour #Vehicles/Day

Lost Income >< y •Ai~r .. YUH 20 0.21 20 •TH ••• ••• .. S,;qqq• $

. H~vg Length (~)H. $/Mile H.~HY.~~~.l~s~ayH Vehicle Costs ::•• ·· · · 4;21 .. ' ••:::::: 0.3 : •:•:•::•::· • ::•::5;000• • $

Avg_Length~) u_Avg Spe~d __ # ofljr£_ _j_fi:!~ur ___ #Vehicles/Day Lost Income // iiH!JiZ'Uii HHH 20 --o.o-6 20 • H> :: i H4iOQQ $

Avg Length (mi) $/Mile #Vehicles/Day Vehicle Costs :::HT:U;:HL2HU)HiYL __ __ 0.3 : YY/ ::HH2~00bH $

Avg_I.(;!ngth (mi} Avg Speed # ofHrs $/Hour #Vehicles/Day

Lost Income <U> •••qi~ .. THT •: 20 o.o4 20 Y : . y ·••• :~;qqq $ A vg Length (mi) $/Mile # Vehicles/Day

Vehicle Costs ::•::::::•:•::•::o;s Hi/Hi: 0.3 •••• /Hi :::2;oo:o: $ Avg Length (mi) Avg Speed # ofHrs $/Hour #Vehicles/Day

Lost Income 20 - 20 $ Avg Length (mi) $/Mile #Vehicles/Day

Vehicle Costs :H ii:H dHi ii iT 0.3 : : '>> $

Event Total Cost

1,600

3,692

21,050

6,315

2,400

720

1,600

480

PW $. . 24,qp()


cost effective_BaiHarbour_AL T3 2/22/2002

Quail Lake I Alligator Creek



$

CD $ $ $ $

e Damages AD $ $ $ $

Exterior Property Damages PD $ $ $ $

Displacement Costs for DISF $ Flooded Structures

$ $ $

Displacement Costs for DIS $ Structures in the

$ $ 7,000 $

Wages or Business LBI $ $ $ 16,000 $

Income

Lost Income $ 2,000 $ 2,000 $ $ 29,000 Road Detour Costs

Vehicle Costs $ 1,000 $ 1,000 $ $ 9,000


Total Damages $ 5,000 $ 7,000 $ 35,000 $ 50,000

Annualized Damages



Total EXPected Annual Cost (A) $ 3,810

Interest (I) 5.00%

Project Life (n) 50

P=A{[(1 +1)"-1]/[lx (1 +I)"D


Quail Lake I Alligator Creek A VOIDED DAMAGES FOR THE 5 YEAR STORM EVENT

Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs Quail Lake Subdivision Rds

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

Appraised Depth Factor Assessed Value Multiplier .... _ Value __ M!!l!i!Jlier Value



# Bldgs Affected

$

$

AD $ 10,000 1.5 0.075 $ 1,125 $

Value Value PD $ 1,000 $ 1,000 $

$ per Day _ j,!_<>f_ Days Value DIS $ 100 14 $ 1,400 $

$ per Day # of Days Value DIS $ 100 2 $ 200 $

Avg Annual $$ #Workers Value #Days Lost Value $ 40,000 1.5 60,000 $

LBI $ 40,000 1.5 60,000 $ $

AvgLength (mi) A_vgSpeed __ :ft9fHrs _ $/Hour ___ # _vehicles/Day Lost Income 20 0.05 20

. . ~~g !:;.~~£$. ~~~t $/Mile -~ ';'~~~les~ay_ Veh1cle Costs nn::y:nnm:ntuozynnnn:n:: o.3 ::H : ::;: : :2yOQO.n

AvgL~11gt:h (mi) Avg Speed #_9fHrs $/Hour #Vehicles/Day Lost Income 20 - 20 :::::::·'"'""'"""'" '":' ~,, .. ,.

:::::::::::::::::::::::::::::::::::::::::::::::·

Avg Length (mi) $/Mile #Vehicles/Day Vehicle Costs :!~i~~~ :m~~:::~mH!l~~~~~ ii!i::,,;::: 0.3 ~~~~~ ! UU 'i"H: ~ :

Avg Length (mi) Avg Speed /f9f!ii'S._ $/Hour #Vehicles/Day Lost Income 20 - 20 i' : n:: H H H'H:! >

Avg Length (mi) Vehicle Costs / UUU!!jjj!Q!jj)Uj!j:jj!j~~!:!

PW

$/Mile 0.3

#Vehicles/Day

Total Damages

$

$

$

$

$

$

$

Event Total Cost

2,040

612

4,652

Quail Lake I Alligator Creek AVOIDED DAMAGES FOR THE 10 YEAR STORM EVENT

Building (1) BD

Contents CD

Automobile (2} AD



Displacement Costs (3} DIS


LBI Road Detour 1 Costs

Lake Subdivision Rds Lost Income


Lost Income


Lost Income


PW


1.25 $ - 0.09 $

# Bldgs Affected

1 $



Value Value $ 1,000 $ 1,000 $

$ EerDar #ofDars Value $ 100 14 $ 1,400 $

$ EerDar #ofDars Value $ 100 2 $ 200 $

Annual$$ #Workers $ 40,000 1.5 $ 40.000 1.5 $

$

$

.............. -~= !;~~;;;~~;~~~~ !1~!)!1 ::: ;:: $

$

$

$

Total Damages $

Event Total Cost

2,040

612

6,652

Quail Lake I Alligator Creek AVOIDED DAMAGES FOR THE 25 YEAR STORM EVENT

Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost



CD $ - 0.86 $ Value #Cars /Bldg Multi_Qlier Value

AD $ 10,000 1.5 0.075 $ 1,125 Value Value

# Bldgs Affected

1 1 $

1 $

$

PD $ 1,000 $ 1,000 $

$ per Day # of Days Value DIS $ 100 14 $ 1,400 $

$ perJ)(ly ..... ~ #_of Days Value DIS $ 100 1 $ 100 $

Avg Annual$$ #Workers _yalue _ ____!!Days Lost Value $ 40,000 1.5 60,000 $ 231

LBI $ 40,000 1.5 60,000 $ 1,615 Avg Length (mi) Avg SJ>eed __ #()fHrs ___ . $/Hour # Vehicles/D~

Lost Income 20 - 20 :::::::: ' ·

Avg Length (mi) Vehicle Costs HHHHHoH HH <

. ······~···· .... ···-·-·~···

$/Mile 0.3

#Vehicles/Day :::::::::::::::::::::::::::::::::·

··::·:::•::···

Avg Length (mi) Avg Speed # ofHrs $/Ho11r #Vehicles/Day Lost Income 20 - 20

Avg Length (mi) Vehicle Costs : H/ H/o'HHHHH

$/Mile 0.3

# Vehicles/Day ·;;;:::::::::::::: ............... ·····:.:::··

Avg Lengtjl (Jl!i)~ Avg ~peed__ # ofHrs . ···~ $1Ho11r # Vehicles/Day Lost Income 20 - 20

Avg Length (mi) Vehicle Costs :::: :::: H:<.FHHHH .............. ·•·

$/Mile 0.3

#Vehicles/Day ····:::::::;:::::::::::::::·

6Q 0 $

$

$

$

$

$

$

Event Total Cost

7,000

15,923

PW "'$. """' """"'·l·'z .. ·'oo··o· .. ::: .. ,::,:::.:.;:::: ..... '-...: .. :·:


.. (l,##,~l,,t#k,~(4,l,if#(#Q,fi9f#~'='::::::::::::::::•:::i •::::::::=:::··::::::::::::: .• :···::::•::;.• ::::::::::: ·•·•·••••·· AVOIDED DAMAGES FOR THE 100 YEAR STORM EVENT

Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs Venice East Blvd.

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

cost effective_ Quaillk.xls

Appraised Depth Factor Assessed Value Multipli(!r Value Multiplier Value



AD $ 10,000 1.5 0.075 $ 1,125 Value Value


DISF $ 100 14 $ 1,400 $ per Day # of Days Value

DIS $ 100 2 $ 200 Avg Annual$$ #Workers Value #Days Lost Value $ 40,000 1.5 60,000 $ 462

LBI $ 40,000 1.5 60,000 $ 1,615 AvgLength (mi) Avg Spe(!d # ofHrs $/Hour #Vehicles/Day

Lost Income :::n::::u::P:f:?:~::::nHTu -20 - -· 0.29 - 20 :::::: =::::=:: : :::p~pgq::: Av~ Len~ (mi~ $/Mile . #Vehicles/Day

Vehicle Costs HHH!! H\$.~7lFHHiHH 0.3 ::.:::== , ::: \H$;(100! AvgLength (mij Avg SQee_d ___ if_ofjlrs_ -~011_!_ _ _!_ Vell.i~les/Day

Lost Income •::::::.:\HT\9\H:::\\U\Y 20 - 20 #Vehicles/Day Ay~ Len~h (mi) . $/Mile

Vehicle Costs !'H:::!HHOHHH: iT 0.3 Avg Ler1gth(l!lD ... Avg ~~ed_ ft_Qt'_Hr~- --~IHQU_!_ _ifVehi_fles/Day

Lost Income ;:::u:::::::::;:q;:::::::;:H\\\\! 20 - 20 :•: :::•:: . Av~ Len&!h Cmi~ $/Mile . # yehicles/Day

Vehicle Costs : ::::>:::•::::<F•:•:::::::= H 0.3 • : ::: :=•: :' ::.;: : •

PW

Total Damages

# Bldgs Affected

1 1 $

1 $

H.O.,

$

$

$

$

() $

$

$

$

$

$

$

Event Total Cost

28,900

8,670

$ ii;Q.oQ

$ 49,570

2/22/2002

J

i Venice East Blvd. I Alligator Creek


I Expected Damages by Component

i BD

CD $ $ $ $

f AD $ $ $ $

PD $ $ $ $

I DISF $ $ $ $

~ l DIS $ $ $ $

LBI $ $ $ $

I Lost Income $ $ 29,000 $ 29,000 $ 29,000

f Vehicle Costs $ $ 9,000 $ 9,000 $ 9,000

PW $ $ 4,000 $ 10,000 $ 10,000

$ $ 42,000 $ 48,000 $ 48,000

I Annualized Damages




Interest (I) 5.00%

Project Life (n) 50

P =A {[(1 +I)" -1] I [I x (1 + I}"D


Venice East Blvd. I Alligator Creek AVOIDED DAMAGES FOR THE 25 YEAR STORM EVENT

Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost

Assessed Value BD


Value

Appraised Depth Factor Multiplier Val!Ie ___ _MultiJ>lier Value

1.25 $ - 0.09 $ Multi2lier Value

0.86 $ MultiQlier Value

-

# Bldgs Affected

1

1

$

$

AD #Cars /Bldg

$ 10,000 1.5 0.075 $ 1,125 : : o: $

Value Value PD $ 1,000 $ 1,000 :: d $

# ofDa~s Value DIS

$12er Da~ $ 100 14 $ 1,400 > d $

Value DIS

$12erDa~ # ofDa~s $ 100 2 $ 200 H T b s Avg Annual$$ #Workers Value _ _ft_Days Lost Value $ 40,000 1.5 60,000 $ 462

LBI $ 40,000 1.5 60,000 $ 1,615 Avg}-ength (Jl!i) _Avg_Spe_e(i #of_Hr!)_ $/f!_our _ #Vehicles/Day

Lost Income /:'::Hi:'P./l~HHTH 20 0.29 20 ' / : $;(),()() Avg Length (mi) $/Mile #Vehicles/Day

Vehicle Costs Hi :O:H5.l78i:H ::::: 0.3 :: / : :.5}:)00 : Avg Length (mi) Avg Speed # ofHrs $/Hou!__ _ _!_Vell.ic;les/Day


Vehicle Costs < jHTU9J/\Jn:y H $/Mile

0.3 #Vehicles/Day

Avg Length (mi) Avg SQeed # ofHrs $/Hour #Vehicles/Day Lost Income 20 - 20

Avg Length (mi) Vehicle Costs ::U H:'i:OiHC···

$/Mile #Vehicles/Day 0.3 =::::::: :::::::::::::::=:~:::::·:·

ib 0 $

$

$

$

$

$

$

Event Total Cost

28,900

8,670

PW s 1(h9M


** Depth of flooding is 1.29', 1.02', and 0. 77', for the 1 00-yr, 25-yr, and the 1 0-yr storm events resptively. •

-~-~

•'fif:ii~f~!f##!!~#tf/4{it,K.i#'!h9f:#~k,!::i:;:::.:::::::::·:::::;;;;•::::::;;::•:··:··:::::•:::::::::··:··· AVOIDED DAMAGES FOR THE lOU YEAR STORM EVENT

Building

Contents

Automobile

Exterior Property

Displacement Costs

Displacement Costs


Road Detour 1 Costs

Road Detour 2 Costs

Road Detour 3 Costs

Public Works Cost




# Bldgs Affected

1 $

$

AD $ 10,000 1.5 0.075 $ 1,125 $

Value Value PD $ 1,000 $ 1,000 $

$ per [)ay # _9f D(lys Value DISF $ 100 14 $ 1,400 $

$ per Day _ #_of Days Value DIS $ 100 2 $ 200 $


LBI $ 40,000 1.5 60,000 $ 1,615 Avg_J:..(!!!g!h _ _fmi)_ Avg S2eed __ # of Hrs _ $!Hour #_Vehicles/Day

Lost Income ::: ;;:;;::: HVY~:.: ;:::::;, :; 20 0.29 20 ,:;;qoo Av~ Lenst;h (mi) $/Mile #Vehicles/Day

Vehicle Costs •::::::;;;;/5}7.8:I:i: :::;: 0.3 • : s.;ooo : Avg_l._~ (mi) Avg S2ee<1~ ifcjf_llrs _ $!Hom·_ #Vehicles/Day

Lost Income <•::::::•::::=::0://:::::: 20 - 20 : •: ": ::=:: ;; : :::::::::::::::::::::::::::::::::::::···

Av~ Len&!;h (mQ Vehicle Costs ::::: :='::::::::''0:::'::::::::'::::: .......................

$/Mile #Vehicles/Day 0.3 . .....

Avg Length (mi) Avg Speed # ofHrs _ __Wlour ___ #_Vehicles/Day Lost Income 20 - 20 ::•: ••••••••••••=•·=·==••;;.•==···

A"~ LenS,!h (mi) Vehicle Costs HHHH/O:::::n:=::::::::

$/Mile 0.3

#Vehicles/Day .. ~-.- -.. -.-. - .. -. ···:::::::::::::::;;::··

o. 0 $

-$

$

$

$

$

$

Event Total Cost

28,900

8,670

PW $ ].().~()~


**Depth of flooding is 1.29', 1.02', and 0.77', for the 1 00-yr, 25-yr, and the 1 0-yr storm events resptively.

cost effective_ Venice_East.xls 2/22/2002

Documents

ALLIGATOR CREEK - University of South Florida · 2018-10-25 · 8.1 Venice East Boulevard 5.5' x 9.0' Box Culvert $241,869 $114,000 Total $1,664,354 $1,743,000 Alternative Plan "B"