22_0108 Ogeechee Farms Final Water Report Com.pdf

3 MB Posted

Attached to
RFPQ 23-0156-5 Engineering, Design, Permitting, Plat Preparation, Bid Documents and Post Design Cons
Solicitation number
PE-77548-NONST-2024-000000016
Issued by
Chatham County, Georgia

About this file

Written by GovTribe AI ·

This document is an engineering report prepared for the Chatham County Engineering Department regarding the feasibility of providing fire protection to the Ogeechee Farms Subdivision. The report analyzes the existing water system conditions, proposes two alternative water system improvements to provide fire protection, and provides an opinion of probable cost for each alternative. Alternative 1 involves installing a well with a 150,000-gallon elevated storage tank and approximately 28,000 linear feet of new 8-inch to 12-inch water lines. Alternative 2 involves connecting to an existing 12-inch City of Savannah water main on US Highway 17 and installing approximately 28,700 linear feet of new 8-inch to 12-inch water lines. Both alternatives include the installation of 35 fire hydrants spaced no more than 500 feet apart. The report recommends that Chatham County proceed with the design and construction of the fire protection system, and that a phased approach can be provided based on the selected alternative and availability of funds.

The report provides an opinion of probable cost of $7,625,855 for Alternative 1 and $6,363,555 for Alternative 2. The proposed improvements will be funded by Chatham County and are intended to provide fire protection services to the 460 parcels in the 540-acre Ogeechee Farms Subdivision, which currently lacks any fire protection infrastructure. The report indicates that the Floridan Aquifer is the recommended water source for the project, and that the Miocene Aquifer is not recommended due to the shallow depth and low yields.

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Exhibit _4 Spanish_Hammock_8 X 11_2023.pdf PDF
Exhibit _5 Ogeechee Farms Proposed Improveme.pdf PDF
Addendum 1 23_0156_5.pdf PDF
Exhibit _3 Sandfly_IOH_8x11_2022.pdf PDF
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ENGINEERING REPORT

FOR

CHATHAM COUNTY FIRE PROTECTION

OGEECHEE FARMS SUBDIVISION

PREPARED FOR:

CHATHAM COUNTY ENGINEERING DEPARTMENT

EMC PROJECT NO.: 22-0108

JUNE 2023

Ben Image

TABLE OF CONTENTS

Report

Introduction……………………………………………………………1

Existing Conditions.……………………………………………….….1

Water System Analysis...………………………………………….…1

Proposed Improvements.………………………………………….…2

Rainwater Harvesting.………………………………………………..2

Opinion of Probable Cost………………………………………….…3

Conclusion…………………………………………………………

Exhibits

Exhibit “A” Study Area

Exhibit “B” Hydrant Flow Test

Exhibit “C” Water Distribution Models and Printouts

Exhibit “D” Proposed Improvements

Exhibit “E” Opinion of Probable Cost

Exhibit “F” GA EPD Documentation and Miocene Aquifer Report

Introduction:

In 2022 Chatham County contracted with EMC Engineering Services to determine the feasibility of providing fire protection in the Ogeechee Farms Subdivision. The sections that follow will provide existing system conditions, water system analysis, and proposed improvements to provide fire protection.

Existing Conditions:

The Ogeechee Farms project area is in the southwest portion of Chatham County on the south side of US Highway 17 and can be seen in Exhibit “A”. The project area is approximately 540 acres in size. The area consists of mobile homes and single-family residential units. There are 460 parcels located in the project area. The main roadway is Chevis Road which runs through the center in a north to south direction. There are other roads that form loops off Chevis Road.

The existing water system is owned and operated by Water Utility Management and dates to the mid 1960’s. The existing water lines are 2”, 3”, and 4” pipes along the existing roads. There are two wells that supply water. One well is located near the intersection of Yemassee Road and Clyo Circle. The other well is located near the intersection of Chevis Road and Walterboro Road.

The water system supplies water for domestic use only. There are no fire hydrants or any lines large enough (6” and larger) to provide fire protection to the properties in the subdivision.

Water System Analysis:

Water Cad Version 10 by Bentley Systems, Inc. has been used to analyze the water system.

Since there are no existing fire lines or hydrants in the Ogeechee Farms project area, the software has been used to model and size a pipe network to provide fire protection. The existing water system has not been analyzed. The model consists of junctions at different locations and fire hydrants. Fire hydrants have been placed to be at maximum distance of 500 ft from properties.

The model includes elevation and minor loss data.

The model that has been created for Ogeechee Farms is for stand-alone fire protection and will not be used to provide domestic water service to the properties in the study area. The proposed system has been modeled for two different alternatives. Alternative 1 uses a well and elevated storage tank to supply water to the fire system. Alternative 2 uses an existing 12” City of Savannah water main on US Highway 17 to supply water to the fire system. A flow test was performed to determine pressures and flow rates in the 12” water main for the alternative 2 model. The model parameters for the fire system are to provide 1000 gpm at a residual pressure of no lower than 20 psi. For Alternative 1 the height of the elevated storage tank and pipe sizes were adjusted until the design conditions were met. For Alternative 2 the pipe sizes were adjusted until the design conditions were met. The hydrant flow test can be seen in Exhibit “B” and the water distribution models for Alternatives 1 and 2 can be seen in Exhibits “C-1” and “C-1”.

Alternative 1:

Water Supply Source: Well with an elevated storage tank. The storage tank will have a capacity of 150,000 gallons and will be 135 ft. above the ground.

Required pipe sizes: 24,260 lf of 8” waterline, 3885 lf of 10” waterline, 200 lf of 12” waterline (pipe lengths have been rounded to the nearest 5 ft.)

Fire Hydrants: 35

Alternative 2:

Water Supply Source: 12” water main at US Hwy 17

Required pipe sizes: 26,410 lf of 8” waterline, 1,735 lf of 10” waterline, 555 lf of 12” waterline (pipe lengths have been rounded to the nearest 5 ft.)

Fire Hydrants: 35

Proposed Improvements:

The proposed water systems can be seen in Exhibits “D-1” and “D-2”. The water lines for the new system will be located within existing road right of ways. Because there are already existing utility lines and storm drainage located in the right of ways outside of the existing pavement, the new water lines will be planned to be laid under the pavement at this time. Easement acquisitions from property owners to place the waterlines out from under the pavement may not be practical due to the number of individual property owners that would have to be dealt with. Fire hydrants will be spaced at a maximum of 500 ft. The elevated storage tank will have a 150,000-gallon capacity to provide a flow rate of 1000 gpm for up to two hours. All proposed lines will be either PVC or ductile iron with a minimum diameter of 8”. Valves will be placed throughout the system as needed. The well and elevated storage tank will be in an existing open space/park. The proposed water lines will be installed by direct bury as much as possible. In areas where direct bury cannot be utilized the waterlines will be installed by horizontal directional drill or jack and bore. Areas where this method may be utilized would be in places where specimen trees need to be preserved or existing features do not need to be disturbed.

The proposed well will be installed in the Floridan Aquifer. Initial conversations with GA EPD indicate that this is feasible if the wells are used for fire protection only. A copy of the correspondence from GA EPD is included in Exhibit “F.” The other aquifer that is available to draw water form is the Miocene Aquifer. Exhibit “F” has a document titled Engineering Assessment of the Miocene Aquifer in Coastal Georgia. This document outlines the findings of an investigation to determine if the upper and lower Brunswick aquifers which are formed by two Miocene deposits could be used for a source of water. The report states that the upper Brunswick Aquifer is only present in Chatham County and is less than 20 feet below the ground surface. Per the report the aquifer produces yields of 5 to 15 gpm. Based on the shallow depth and low yield outlined in this report, the Miocene Aquifer is not recommended as a water source for the fire protection system.

Rainwater Harvesting:

Rainwater Harvesting involves the collection of rainwater from roof tops and storing it in a tank/cistern for future use. For this project harvested rainwater would be a supplemental source of water for fire protection to the primary system. Gutters and downspouts would be used to collect the water. After the water leaves the downspout, it would flow through a pipe that is part of a central collection system to a tank/cistern. At the tank/cistern rainwater would need to be filtered prior to storage. There would also be a first flush diverter to prevent debris from entering the tank/cistern.

The pros of having a rainwater collection system are:

• Free source of water

• Supplemental system to the primary fire protection system

• Environmentally friendly

The cons of having a rainwater collection system are:

• Place for the tank/cistern

• Dedicated conveyance system

• Installation of gutters and down spouts on private residences

• Maintenance of the components (gutters, down spouts, filtration, first flush bypass, conveyance piping)

• Installation of a conveyance system

• Additional cost beyond the primary fire protection system

• Collection systems are mostly installed for single large structures such as factories, office buildings, multi-family housing or public park areas.

Rainwater harvesting is not recommended for the Ogeechee Farms project area because:

• A large conveyance system would be needed.

• Many of the residences are mobile homes which it may not be easy to install gutters and downspouts for rainwater collection.

• Many of the residences are located away from the roads and would require long laterals to get rainwater into the collection system.

• Maintenance of the system components on private property

Opinion of Probable Cost:

An opinion of probable cost has been prepared for each alternative and are included in Exhibit “E.” The costs include the items needed for the installation of the primary fire protection system.

A contingency has been added to each alternative. The costs are:

Alternative 1: $7,625,855 Alternative 2: $6,363,555

Conclusion:

It is recommended that Chatham County should proceed with the design and construction of the recommended fire protection system in the Ogeechee Farms Subdivision. The installation of fire lines and hydrants will provide a much-needed service for the citizens in each project area. A phased approach has not been provided for the study area since there is no existing fire protection. Recommendations for a phased approach can be provided based on the alternative chosen and availability of funds.

EXHIBIT “A”

STUDY AREA

© 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS

THIS AREA SERVED BY

CITY OF SAVANNAH

WATER SYSTEM

LIMITS OF STUDY

THIS AREA SERVED BY

CITY OF SAVANNAH

WATER SYSTEM

THIS AREA SERVED BY

CITY OF SAVANNAH

WATER SYSTEM

MORNINGSTAR STORAGE

WALMART SUPERCENTER

TITLEMAX TITLE PAWNS

COLONY BANK

O'REILLY AUTO PARTS

OGEECHEE MEAT MARKET

SHEET

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SCALE:

DATE:

PROJECT NO.:

SURVEYED BY:

CHECKED BY:

DESIGNED BY:

DRAWN BY:

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BWL

BWL

1" = 300'

APRIL 2023

300' 300'

300'

150'

AutoCAD SHX Text

GA SPC EAST ZONE NAD 83

AutoCAD SHX Text

GRID NORTH

AutoCAD SHX Text

CHEVIS ROAD

AutoCAD SHX Text

CHEVIS ROAD

AutoCAD SHX Text

OGEECHEE ROAD (US HWY 17)

AutoCAD SHX Text

STATESBORO ROAD

AutoCAD SHX Text

SYLVANIA ROAD

AutoCAD SHX Text

WAYCROSS ROAD

AutoCAD SHX Text

VIDALIA ROAD

AutoCAD SHX Text

WAYNESBORO ROAD

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WALTERBORO ROAD

AutoCAD SHX Text

RIDGELAND ROAD

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YEMASSE ROAD

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CLYO CIRCLE

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HARDEEVILLE ROAD

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HINESVILLE ROAD

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BEAUFORT ROAD

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NEWINGTON ROAD

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PALM DRIVE

AutoCAD SHX Text O:\2022\22-0108 CHATHAM COUNTY FIRE PROTECTION\DWG\22-0108_OGEECHEE_B01.DWG 4/27/2023 11:21 AM 4/27/2023 11:21 AM4/27/2023 11:21 AM

EXHIBIT “B”

HYDRANT FLOW TEST

1211 Merchant Way Suite 201

Statesboro, GA 30458 Phone: (912) 764-7022

Fax: (912) 233-4580 www.emc-eng.com

FIRE HYDRANT FLOW TEST REPORT

Temperature:

Client/Owner:

EMC Inspector:

Project Title:

Project Location:

Test Site Location:

Weather Conditions:

EMC Project #:

Test Results:

Test Notes:

Static Hydrant Location:

Flow Hydrant Location:

Explanation of Terms:

: pressure existing on line

: pressure on line during flow

: PSI reading on gauge at flow hydrant during discharge

: Gallons Per Minute observed at flow hydrant

EMC Engineering Services, Inc. Albany Atlanta Augusta Brunswick Columbus Savannah Statesboro

Static Residual Flow GPM Main Size Time

Jimmy Majeske/William Finch 03-23-23

Ogeechee Road (US17) Parcel

Ogeechee Road (US17), Chatham County, Savannah, Georgia

Ogeechee Road (US17), Chatham County, Savannah, Georgia

Partly Cloudy 69°F

22-0108 Chatham Board of Commissioners

51 PSI 47 PSI 35 PSI 1000 GPM 12" 10:00 AM

Ogeechee Road (US17) on back side of ditch fronting Subway next to Wendy’s.

Front entrance of Morningstar Storage, 6012 Ogeechee Road (US17).

William Finch Digitally signed by William Finch DN: cn=William Finch, o=Construction, ou=EMC Engineering Services, INC., email=william_finch@emc-eng.com, c=US Date: 2023.03.24 09:08:52 -04'00'

EXHIBIT “C”

WATER DISTRIBUTION MODELS AND PRINTOUTS

PROPOSED FIRE HYDRANT, TYP.

LIMITS OF STUDY

PROPOSED WELL W/

ELEVATED TANK

H-20

H-19 H-18

H-17

J-3

R-1

H-15

H-16

J-4

H-22

H-21

H-23 H-14

H-13

H-12

H-11

H-10

H-34

H-9 H-8

H-7

J-5

H-24H-6

H-5

H-4

J-2 J-1

H-3

H-2

H-1

H-33

H-31

H-32

H-30

H-29

H-28 H-27

H-26

H-25

H-35

J-7

PROPOSED JUNCTION, TYP.

500', TYP.

500', TYP.

PROPOSED WATER LINE, TYP.

8"W

8"W

8"W

10"W

8" W

8" W

8" W

10"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W 8"W

8"W

8"W

8"W

8"W

8"W

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8"W

8"W

8"W

10"W

10"W

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8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W 8"W

8" W

8" W

8" W

8" W

8"W

8"W

8" W

8"W 8"W

8" W

8" W

8" W

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8" W

8" W

8" W

10"W

8" W

8" W

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DRAWN BY:

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KPL

BWL

BWL

1" = 300'

APRIL 2023

300' 300'

300'

150'

AutoCAD SHX Text

GA SPC EAST ZONE NAD 83

AutoCAD SHX Text

GRID NORTH

AutoCAD SHX Text

CHEVIS ROAD

AutoCAD SHX Text

CHEVIS ROAD

AutoCAD SHX Text

OGEECHEE ROAD (US HWY 17)

AutoCAD SHX Text

STATESBORO ROAD

AutoCAD SHX Text

SYLVANIA ROAD

AutoCAD SHX Text

WAYCROSS ROAD

AutoCAD SHX Text

VIDALIA ROAD

AutoCAD SHX Text

WAYNESBORO ROAD

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WALTERBORO ROAD

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RIDGELAND ROAD

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YEMASSE ROAD

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CLYO CIRCLE

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HARDEEVILLE ROAD

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HINESVILLE ROAD

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BEAUFORT ROAD

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NEWINGTON ROAD

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PALM DRIVE

O:\2022\22-0108 CHATHAM COUNTY FIRE PROTECTION\DWG\22-0108_OGEECHEE_B01.DWG 4/27/2023 11:21 AM 4/27/2023 11:21 AM4/27/2023 11:21 AM

PROPOSED FIRE HYDRANT, TYP.

LIMITS OF STUDY

H-20

H-19 H-18

H-17

J-3 H-15

H-16

J-4

H-22

H-21

H-23 H-14

H-13

H-12

H-11

H-10

H-34

H-9 H-8

H-7

J-5

H-24H-6

H-5

H-4

J-2 J-1

H-3

H-2

H-1

H-33

H-31

H-32

H-30

H-29

H-28 H-27

H-26

H-25

H-35

CONNECT TO EX. CITY OF SAVANNAH

12" WATER MAIN W/ 12"x12" TAPPING

SLEEVE IN MANHOLE

PROPOSED JUNCTION, TYP.

500', TYP.

500', TYP.

PROPOSED WATER LINE, TYP.

10"W

10"W

10"W

10"W

8" W

8" W

8" W

10"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W 8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8" W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W 8"W

8" W

8" W

8" W

8" W

8"W

8"W

8" W

8"W 8"W

8" W

8" W

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8" W

8" W

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8" W

8" W

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DESIGNED BY:

DRAWN BY:

GRAPHIC SCALE: 1" =

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22-0108

KPL

BWL

BWL

1" = 300'

APRIL 2023

300' 300'

300'

150'

AutoCAD SHX Text

EXISTING WATER TOWER

AutoCAD SHX Text

CITY OF SAVANNAH WATERLINE

AutoCAD SHX Text

GA SPC EAST ZONE NAD 83

AutoCAD SHX Text

GRID NORTH

AutoCAD SHX Text

CHEVIS ROAD

AutoCAD SHX Text

CHEVIS ROAD

AutoCAD SHX Text

OGEECHEE ROAD (US HWY 17)

AutoCAD SHX Text

STATESBORO ROAD

AutoCAD SHX Text

SYLVANIA ROAD

AutoCAD SHX Text

WAYCROSS ROAD

AutoCAD SHX Text

VIDALIA ROAD

AutoCAD SHX Text

WAYNESBORO ROAD

AutoCAD SHX Text

WALTERBORO ROAD

AutoCAD SHX Text

RIDGELAND ROAD

AutoCAD SHX Text

YEMASSE ROAD

AutoCAD SHX Text

CLYO CIRCLE

AutoCAD SHX Text

HARDEEVILLE ROAD

AutoCAD SHX Text

HINESVILLE ROAD

AutoCAD SHX Text

BEAUFORT ROAD

AutoCAD SHX Text

NEWINGTON ROAD

AutoCAD SHX Text

PALM DRIVE

O:\2022\22-0108 CHATHAM COUNTY FIRE PROTECTION\DWG\22-0108_OGEECHEE_B01.DWG 4/27/2023 11:21 AM 4/27/2023 11:21 AM4/27/2023 11:21 AM

Scenario: Automated Fire Flow Analysis

J-7J-8

J-5

J-4

J-3

J-2

J-1

R-1

H-29

H-28

H-27

H-26

H-25 H-24

H-23

H-22

H-21

H-20

H-19

H-18

H-17H-16

H-15

H-14

H-13

H-12

H-11

H-10

H-9

H-8

H-7

H-6

H-5

H-4

H-3

H-2

H-1

H-35

H-34

H-33

H-32

H-31

H-30

Color Coding Legend

Pipe: Diameter (in)

<= 8.0

<= 10.0

<= 12.0

Other

Page 1 of 176 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666

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Fire Flow Node FlexTable: Fire Flow Results Table

Is Fire Flow Run Balanced?

Junction w/ Minimum Pressure (System)

Pressure (Calculated

System Lower Limit) (psi)

Pressure (Zone Lower

Limit) (psi)

Pressure (Calculated Residual)

(psi)

Pressure (Residual

Lower Limit) (psi)

Fire Flow (Available)

(gpm)

Fire Flow (Needed)

(gpm)

Fire Flow Status

Satisfies Fire Flow

Constraints?

Label

TrueH-32222022203,5001,000PassedTrueH-17

TrueH-20292027203,5001,000PassedTrueH-18

TrueH-19272020202,3281,000PassedTrueH-20

TrueH-20272020202,3251,000PassedTrueH-19

TrueH-32202021202,1811,000PassedTrueH-16

TrueH-21212020202,1531,000PassedTrueH-15

TrueH-13242020201,7231,000PassedTrueH-14

TrueH-33212020201,6921,000PassedTrueH-3

TrueH-5222020201,6461,000PassedTrueH-4

TrueH-24222020201,6451,000PassedTrueH-13

TrueJ-5212020201,5961,000PassedTrueH-6

TrueH-35212020201,5481,000PassedTrueH-26

TrueJ-5232020201,5421,000PassedTrueH-24

TrueH-33212020201,5301,000PassedTrueH-2

TrueH-6252020201,5051,000PassedTrueH-5

TrueJ-8212020201,5011,000PassedTrueH-32

TrueH-9222020201,4581,000PassedTrueH-8

TrueH-8232020201,4541,000PassedTrueH-7

TrueH-11222020201,4521,000PassedTrueH-12

TrueH-6242020201,4251,000PassedTrueH-25

TrueH-8232020201,4211,000PassedTrueH-35

TrueH-9212020201,4081,000PassedTrueH-10

TrueH-28212020201,4051,000PassedTrueH-27

TrueH-9232020201,3711,000PassedTrueH-11

TrueH-8232020201,3601,000PassedTrueH-9

TrueH-30232020201,3131,000PassedTrueH-31

TrueH-29222020201,2891,000PassedTrueH-28

TrueH-29222020201,2811,000PassedTrueH-30

TrueH-30232020201,2401,000PassedTrueH-29

TrueH-9242020201,2291,000PassedTrueH-34

TrueH-22232020201,2221,000PassedTrueH-21

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Flow Run Balanced?

Junction w/ Minimum Pressure (System)

Pressure (Calculated

System Lower Limit) (psi)

Pressure (Zone Lower

Limit) (psi)

Pressure (Calculated Residual)

(psi)

Pressure (Residual

Lower Limit) (psi)

Fire Flow (Available)

(gpm)

Fire Flow (Needed)

(gpm)

Fire Flow Status

Satisfies Fire Flow

Constraints?

Label

TrueH-21232020201,1261,000PassedTrueH-22

TrueH-33282020201,0751,000PassedTrueH-1

TrueH-21242020201,0711,000PassedTrueH-23

TrueH-2282020201,0611,000PassedTrueH-33

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FlexTable: Pipe Table Minor Loss Coefficient (Unified)

Velocity (ft/s)

Hydraulic Grade (Stop)

(ft)

Hydraulic Grade (Start)

(ft)

Flow (gpm)

Hazen-Williams C

MaterialDiameter (in)

Stop NodeStart NodeLength (ft)

0.0000.00100.00100.000130.0PVC8.0H-2H-1919

0.0000.00100.00100.000130.0PVC8.0H-4J-2493

0.0000.00100.00100.000130.0PVC8.0H-5H-4792

1.2800.00100.00100.000130.0PVC8.0H-6H-5791

0.0000.00100.00100.000130.0PVC8.0J-5H-6193

0.0000.00100.00100.000130.0PVC8.0H-12H-11636

0.0000.00100.00100.000130.0PVC8.0H-13H-12692

1.2800.00100.00100.000130.0PVC8.0H-14H-13883

1.2800.00100.00100.000130.0PVC8.0J-4H-14436

1.2800.00100.00100.000130.0PVC8.0H-21J-4801

0.0000.00100.00100.000130.0PVC8.0H-23H-21782

0.0000.00100.00100.000130.0PVC8.0H-22H-21454

1.2800.00100.00100.000130.0PVC8.0H-24J-5460

0.0000.00100.00100.000130.0PVC8.0H-13H-24651

0.0000.00100.00100.000130.0PVC8.0H-33H-2915

0.0000.00100.00100.000130.0PVC8.0H-7J-5535

1.2800.00100.00100.000130.0PVC8.0H-8H-7629

0.2000.00100.00100.000130.0PVC8.0H-9H-8587

0.0000.00100.00100.000130.0PVC8.0H-10H-9542

1.2800.00100.00100.000130.0PVC8.0H-11H-10657

0.0000.00100.00100.000130.0PVC8.0H-20H-18831

0.8000.00100.00100.000130.0PVC8.0H-19H-20819

0.2000.00100.00100.000130.0PVC8.0H-18H-19871

0.0000.00100.00100.000130.0PVC8.0H-34H-10477

0.2000.00100.00100.000130.0PVC8.0H-35H-8809

0.0000.00100.00100.000130.0PVC8.0H-26H-35809

1.2800.00100.00100.000130.0PVC8.0H-25H-26864

0.2000.00100.00100.000130.0PVC8.0H-6H-25863

0.2000.00100.00100.000130.0PVC8.0H-27H-26747

0.8000.00100.00100.000130.0PVC8.0H-28H-27747

0.0000.00100.00100.000130.0PVC8.0H-29H-28743

0.0000.00100.00100.000130.0PVC8.0H-30H-29742

0.0000.00100.00100.000130.0PVC8.0H-31H-30743

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Coefficient (Unified)

Velocity (ft/s)

Hydraulic Grade (Stop)

(ft)

Hydraulic Grade (Start)

(ft)

Flow (gpm)

Hazen-Williams C

MaterialDiameter (in)

Stop NodeStart NodeLength (ft)

0.0000.00100.00100.000130.0PVC8.0J-1H-32495

0.0000.00100.00100.000130.0PVC8.0J-8H-31521

1.2800.00100.00100.000130.0PVC8.0H-32J-8325

1.2800.00100.00100.000130.0PVC10.0H-3H-2482

0.0000.00100.00100.000130.0PVC10.0J-1H-3333

1.2800.00100.00100.000130.0PVC10.0J-2J-1149

0.2000.00100.00100.000130.0PVC10.0H-15J-4440

0.0000.00100.00100.000130.0PVC10.0J-3H-15444

0.0000.00100.00100.000130.0PVC10.0H-16J-3462

1.2800.00100.00100.000130.0PVC10.0J-2H-16475

1.2800.00100.00100.000130.0PVC10.0H-17J-3490

0.0000.00100.00100.000130.0PVC10.0J-7H-17430

1.2800.00100.00100.000130.0PVC10.0H-18J-7177

0.0000.00100.00100.000130.0PVC12.0J-7R-1200

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FlexTable: Reservoir Table

Hydraulic Grade (ft)

Flow (Out net) (gpm)

ZoneElevation (ft)

LabelID

100.001,458<None>100.00R-1118

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Bentley Systems, Inc. Haestad Methods Solution CenterOgeechee Farms.wtg ben

Pressure Pipes Inventory

Volume

(MG)

Length (All Materials)

(ft)

Length

(PVC)

(ft)

Diameter (in)

0.0624,25624,2568.0

0.023,8833,88310.0

0.0020020012.0

0.0828,33928,339All Diameters

Lateral Inventory

Total Length (ft)

Count

Page 1 of 176 Watertown Road, Suite 2D Thomaston, CT

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Bentley Systems, Inc. Haestad Methods Solution CenterOgeechee Farms.wtg ben

Scenario: Automated Fire Flow Analysis

J-8

J-5

J-4

J-3

J-2

J-1

J-11

PMP-1

R-2

H-29

H-28

H-27

H-26

H-25 H-24

H-23

H-22

H-21

H-20

H-19

H-18

H-17H-16

H-15

H-14

H-13

H-12

H-11

H-10

H-9

H-8

H-7

H-6

H-5

H-4

H-3

H-2

H-1

H-35

H-34

H-33

H-32

H-31

H-30

Color Coding Legend

Pipe: Diameter (in)

<= 8.0

<= 10.0

<= 12.0

Other

Page 1 of 176 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666

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Alternative 2

Flow Run Balanced?

Junction w/ Minimum Pressure (System)

Pressure (Calculated

System Lower Limit) (psi)

Pressure (Zone Lower

Limit) (psi)

Pressure (Calculated Residual)

(psi)

Pressure (Residual

Lower Limit) (psi)

Fire Flow (Available)

(gpm)

Fire Flow (Needed)

(gpm)

Fire Flow Status

Satisfies Fire Flow

Constraints?

Label

TrueH-32202020202,1691,000PassedTrueH-1

TrueH-32202020201,8571,000PassedTrueH-2

TrueH-32202020201,7161,000PassedTrueH-3

TrueJ-3202020201,4791,000PassedTrueH-16

TrueJ-8212020201,4771,000PassedTrueH-32

TrueH-5212020201,4641,000PassedTrueH-4

TrueH-25212020201,4131,000PassedTrueH-26

TrueJ-5212020201,4101,000PassedTrueH-6

TrueH-14222020201,3931,000PassedTrueH-13

TrueH-6242020201,3921,000PassedTrueH-5

TrueH-32332020201,3851,000PassedTrueH-33

TrueJ-5222020201,3741,000PassedTrueH-24

TrueH-28212020201,3641,000PassedTrueH-27

TrueH-21222020201,3621,000PassedTrueH-15

TrueH-30232020201,3611,000PassedTrueH-31

TrueH-9212020201,3481,000PassedTrueH-8

TrueH-8222020201,3471,000PassedTrueH-7

TrueH-8242020201,3461,000PassedTrueH-25

TrueH-8222020201,3431,000PassedTrueH-35

TrueH-21222020201,3401,000PassedTrueH-14

TrueH-11222020201,3351,000PassedTrueH-12

TrueH-29222020201,3301,000PassedTrueH-30

TrueH-9212020201,3271,000PassedTrueH-10

TrueH-29222020201,3141,000PassedTrueH-28

TrueH-9232020201,3041,000PassedTrueH-11

TrueH-8232020201,3021,000PassedTrueH-9

TrueH-28242020201,2971,000PassedTrueH-29

TrueH-20202021201,2671,000PassedTrueH-17

TrueH-9252020201,2341,000PassedTrueH-34

TrueH-22222020201,1351,000PassedTrueH-21

TrueH-20202020201,1281,000PassedTrueH-18

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Flow Run Balanced?

Junction w/ Minimum Pressure (System)

Pressure (Calculated

System Lower Limit) (psi)

Pressure (Zone Lower

Limit) (psi)

Pressure (Calculated Residual)

(psi)

Pressure (Residual

Lower Limit) (psi)

Fire Flow (Available)

(gpm)

Fire Flow (Needed)

(gpm)

Fire Flow Status

Satisfies Fire Flow

Constraints?

Label

TrueH-21222020201,0941,000PassedTrueH-22

TrueH-20222020201,0701,000PassedTrueH-19

TrueH-19222020201,0681,000PassedTrueH-20

TrueH-21242020201,0651,000PassedTrueH-23

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Coefficient (Unified)

Velocity (ft/s)

Hydraulic Grade (Stop)

(ft)

Hydraulic Grade (Start)

(ft)

Flow (gpm)

Hazen-Williams C

MaterialDiameter (in)

Stop NodeStart NodeLength (ft)

1.2800.00133.81133.810130.0PVC8.0J-2J-1149

0.0000.00133.81133.810130.0PVC8.0H-4J-2493

0.0000.00133.81133.810130.0PVC8.0H-5H-4792

1.2800.00133.81133.810130.0PVC8.0H-6H-5791

0.0000.00133.81133.810130.0PVC8.0J-5H-6193

0.0000.00133.81133.810130.0PVC8.0H-12H-11636

0.0000.00133.81133.810130.0PVC8.0H-13H-12692

1.2800.00133.81133.810130.0PVC8.0H-14H-13883

1.2800.00133.81133.810130.0PVC8.0J-4H-14436

0.2000.00133.81133.810130.0PVC8.0H-15J-4440

0.0000.00133.81133.810130.0PVC8.0J-3H-15444

0.0000.00133.81133.810130.0PVC8.0H-16J-3462

1.2800.00133.81133.810130.0PVC8.0J-2H-16475

1.2800.00133.81133.810130.0PVC8.0H-17J-3490

1.2800.00133.81133.810130.0PVC8.0H-21J-4801

0.0000.00133.81133.810130.0PVC8.0H-23H-21782

0.0000.00133.81133.810130.0PVC8.0H-22H-21454

1.2800.00133.81133.810130.0PVC8.0H-24J-5460

0.0000.00133.81133.810130.0PVC8.0H-13H-24651

0.8000.00133.81133.810130.0PVC8.0H-18H-17608

0.0000.00133.81133.810130.0PVC8.0H-33H-2917

0.0000.00133.81133.810130.0PVC8.0H-7J-5535

1.2800.00133.81133.810130.0PVC8.0H-8H-7629

0.2000.00133.81133.810130.0PVC8.0H-9H-8587

0.0000.00133.81133.810130.0PVC8.0H-10H-9542

1.2800.00133.81133.810130.0PVC8.0H-11H-10657

0.0000.00133.81133.810130.0PVC8.0H-20H-18831

0.8000.00133.81133.810130.0PVC8.0H-19H-20819

0.2000.00133.81133.810130.0PVC8.0H-18H-19871

0.0000.00133.81133.810130.0PVC8.0H-34H-10477

0.2000.00133.81133.810130.0PVC8.0H-35H-8809

0.0000.00133.81133.810130.0PVC8.0H-26H-35809

1.2800.00133.81133.810130.0PVC8.0H-25H-26864

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Coefficient (Unified)

Velocity (ft/s)

Hydraulic Grade (Stop)

(ft)

Hydraulic Grade (Start)

(ft)

Flow (gpm)

Hazen-Williams C

MaterialDiameter (in)

Stop NodeStart NodeLength (ft)

0.2000.00133.81133.810130.0PVC8.0H-6H-25863

0.2000.00133.81133.810130.0PVC8.0H-27H-26747

0.8000.00133.81133.810130.0PVC8.0H-28H-27747

0.0000.00133.81133.810130.0PVC8.0H-29H-28743

0.0000.00133.81133.810130.0PVC8.0H-30H-29742

0.0000.00133.81133.810130.0PVC8.0H-31H-30743

0.0000.00133.81133.810130.0PVC8.0J-1H-32495

0.0000.00133.81133.810130.0PVC8.0J-8H-31521

1.2800.00133.81133.810130.0PVC8.0H-32J-8325

0.0000.00133.81133.810130.0PVC10.0H-2H-1919

1.2800.00133.81133.810130.0PVC10.0H-3H-2482

0.0000.00133.81133.810130.0PVC10.0J-1H-3333

1.2800.00133.81133.810130.0PVC12.0J-11PMP-1316

41.0000.00133.81133.810130.0PVC12.0H-1J-11239

0.0000.0016.0016.000150.0PVC60.0PMP-1R-21

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FlexTable: Pump Table Pump Head

(ft) Flow (Total)

(gpm) Hydraulic Grade

(Discharge) (ft)

Hydraulic Grade (Suction)

(ft)

Status (Initial)Pump DefinitionElevation (ft)

Label

117.810133.8116.00OnPump Definition - 116.00PMP-1

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FlexTable: Reservoir Table

Hydraulic Grade (ft)

Flow (Out net) (gpm)

ZoneElevation (ft)

LabelID

16.000<None>16.00R-2140

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Volume

(MG)

Length (All Materials)

(ft)

Length

(PVC)

(ft)

Diameter (in)

0.0726,40826,4088.0

0.011,7341,73410.0

0.0055555512.0

0.001160.0

0.0828,69828,698All Diameters

Lateral Inventory

Total Length (ft)

Count

Page 1 of 176 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666

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Pump Definition Detailed Report: Pump Definition - 1

Element Details

144ID Notes

Pump Definition - 1

Label

Pump Definition Type

Standard (3 Point)

Pump Definition Type ft113.19Design Head gpm0Shutoff Flow gpm1,000Maximum Operating Flow ft117.81Shutoff Head ft108.57Maximum Operating Head gpm688Design Flow

Pump Efficiency Type

Best Efficiency

Point Pump Efficiency Type

%100.0Motor Efficiency

%100.0BEP Efficiency FalseIs Variable Speed Drive?

gpm0BEP Flow

Transient (Physical) lb·ft²0.000Inertia (Pump and Motor) SI=25, US=1280

Specific Speed rpm0Speed (Full) TrueReverse Spin Allowed?

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Pump Definition Detailed Report: Pump Definition - 1

Graph

H e a d ft

125.00

112.50

100.00

87.50

75.00

62.50

50.00

37.50

25.00

12.50

0.00

P u m p E ffic ie n c y

120.0

100.0

80.0

60.0

40.0

20.0

0.0

Flow (gpm)

3,5003,0002,5002,0001,5001,0005000

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EXHIBIT “D”

PROPOSED IMPROVEMENTS

CITY OF SAVANNAH

WATER SYSTEM

LIMITS OF STUDY

THIS AREA SERVED BY

CITY OF SAVANNAH

WATER SYSTEM

OGEECHEE FARMS

NEIGHBORHOOD PARK

8"W

8"W

8"W

10"W

8" W

8" W

8" W

10"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W 8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

10"W

10"W

"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W

8"W 8"W

8" W

8" W

8" W

8" W

8"W

8"W

8" W

8"W 8"W

8" W

8" W

8" W

8" W

8" W

8" W

8" W

10"W

8" W

8" W

PROPOSED WELL W/

ELEVATED TANK

H-20

H-19 H-18

H-17 R-1

H-15

H-16

H-22

H-21

H-23 H-14

H-13

H-12

H-11

H-10

H-34

H-9 H-8

H-7

H-24H-6

H-5

H-4

H-3

H-2

H-1

H-33

H-31

H-32

H-30

H-29

H-28 H-27

H-26

H-25

H-35

THIS AREA SERVED BY

CITY OF SAVANNAH

WATER SYSTEM

SHEET

OF

Pr ep ar ed fo r:

SURVEY DATE:

SE

R

VI

C

ES

, I

N C

E

M C

E N

G

IN

EE

R

PROJECT NO.:

SURVEYED BY:

CHECKED BY:

DESIGNED BY:

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300' 300'

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150'

LEGEND

H-XX - PROPOSED FIRE HYDRANT

- 8" WATER LINE

- 10" WATER LINE

- 12" WATER LINE

8"

10"

12"

AutoCAD SHX Text

EXISTING WELL SITE (OWNED BY WATER UTILITY MANAGEMENT)

AutoCAD SHX Text

EXISTING WELL SITE (OWNED BY WATER UTILITY MANAGEMENT)

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GA SPC EAST ZONE NAD 83

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GRID NORTH

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CHEVIS ROAD

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CHEVIS ROAD

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OGEECHEE ROAD (US HWY 17)

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STATESBORO ROAD

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SYLVANIA ROAD

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WAYCROSS ROAD

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VIDALIA ROAD

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WAYNESBORO ROAD

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WALTERBORO ROAD

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RIDGELAND ROAD

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YEMASSE ROAD

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CLYO CIRCLE

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HARDEEVILLE ROAD

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HINESVILLE ROAD

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BEAUFORT ROAD

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NEWINGTON ROAD

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PALM DRIVE

O:\2022\22-0108 CHATHAM COUNTY FIRE PROTECTION\DWG\22-0108_OGEECHEE_B01.DWG 4/27/2023 11:21 AM 4/27/2023 11:21 AM4/27/2023 11:21 AM

CITY OF SAVANNAH

WATER SYSTEM

LIMITS OF STUDY

THIS AREA SERVED BY

CITY OF SAVANNAH

WATER SYSTEM

10"W

10"W

10"W

10"W

8" W

8" W

8" W

10"W

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H-20

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H-33

H-31

H-32

H-30

H-29

H-28 H-27

H-26

H-25

H-35

CONNECT TO EX. CITY OF SAVANNAH

12" WATER MAIN W/ 12"x12" TAPPING

SLEEVE IN MANHOLE

THIS AREA SERVED BY

CITY OF SAVANNAH

WATER SYSTEM

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APRIL 2023

300' 300'

300'

150'

LEGEND

H-XX - PROPOSED FIRE HYDRANT

- 8" WATER LINE

- 10" WATER LINE

- 12" WATER LINE

8"

10"

12"

AutoCAD SHX Text

EXISTING WELL SITE (OWNED BY WATER UTILITY MANAGEMENT)

AutoCAD SHX Text

EXISTING WELL SITE (OWNED BY WATER UTILITY MANAGEMENT)

AutoCAD SHX Text

EXISTING WATER TOWER

AutoCAD SHX Text

CITY OF SAVANNAH WATERLINE

AutoCAD SHX Text

GA SPC EAST ZONE NAD 83

AutoCAD SHX Text

GRID NORTH

AutoCAD SHX Text

CHEVIS ROAD

AutoCAD SHX Text

CHEVIS ROAD

AutoCAD SHX Text

OGEECHEE ROAD (US HWY 17)

AutoCAD SHX Text

STATESBORO ROAD

AutoCAD SHX Text

SYLVANIA ROAD

AutoCAD SHX Text

WAYCROSS ROAD

AutoCAD SHX Text

VIDALIA ROAD

AutoCAD SHX Text

WAYNESBORO ROAD

AutoCAD SHX Text

WALTERBORO ROAD

AutoCAD SHX Text

RIDGELAND ROAD

AutoCAD SHX Text

YEMASSE ROAD

AutoCAD SHX Text

CLYO CIRCLE

AutoCAD SHX Text

HARDEEVILLE ROAD

AutoCAD SHX Text

HINESVILLE ROAD

AutoCAD SHX Text

BEAUFORT ROAD

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NEWINGTON ROAD

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PALM DRIVE

O:\2022\22-0108 CHATHAM COUNTY FIRE PROTECTION\DWG\22-0108_OGEECHEE_B01.DWG 4/27/2023 11:21 AM 4/27/2023 11:21 AM4/27/2023 11:21 AM

EXHIBIT “E”

OPINION OF PROBABLE COSTS

6/5/2023

Item Description Est. Qty. Unit Unit Price Total Price

1 Clearing 10.3 AC $10,000.00 $103,000.00

Remove and Replace Misc. Items (Trees, Shrubs, Signs, Traffic Striping, etc.)

1 LS $40,000.00 $40,000.00

$143,000.00

1 Grading 1 LS $87,000.00 $87,000.00

2 Mucking 4,200 CY $20.00 $84,000.00

$171,000.00

1 Construction Exit 5 EA $2,500.00 $12,500.00

2 Silt Fence 28,360 LF $4.00 $113,440.00

3 Temporary Grassing 31,515 SY $1.00 $31,515.00

4 Permanent Grassing 31,515 SY $1.00 $31,515.00

$188,970.00

1 8" PVC Waterline - Direct Bury 19,460 LF $75.00 $1,459,500.00

2 10" PVC Waterline - Direct Bury 3,105 LF $95.00 $294,975.00

3 12" PVC Waterline - Direct Bury 200 LF $115.00 $23,000.00

8" FPVC Waterline - Horizontal Directional

Drill

2,400 LF $150.00 $360,000.00

10" FPVC Waterline - Horizontal

Directional Drill

390 LF $190.00 $74,100.00

6 8" Ductile Iron Waterline 2,400 LF $105.00 $252,000.00

7 10" Ductile Iron Waterline 390 LF $125.00 $48,750.00

8 8" Valve in Manhole 26 EA $3,500.00 $91,000.00

9 10" Valve in Manhole 9 EA $3,800.00 $34,200.00

10 12" Valve in Manhole 1 EA $5,100.00 $5,100.00

SUBTOTAL SECTION 3

OPINION OF PROBABLE COST

Chatham County Fire Protection - Ogeechee Farms Alternative 1

EMC PROJECT NO.: 22-0108

CHATHAM COUNTY , GEORGIA

prepared for:

CHATHAM COUNTY

SECTION 1: CLEARING

SUBTOTAL SECTION 1

SECTION 2: EARTHWORK

SUBTOTAL SECTION 2

SECTION 3: EROSION AND SEDIMENTATION CONTROL

SECTION 4: WATER DISTRIBUTION SYSTEM

11 Fire Hydrants 35 EA $3,500.00 $122,500.00

12 Water Well 1 LS $100,000.00 $100,000.00

13 Elevated Storage Tank 1 LS $900,000.00 $900,000.00

Borrow Material For Trench Backfill As

Directed By The Engineer

12,610 CY $15.00 $189,150.00

$3,954,275.00

1 Remove and Replace Asphalt Pavement 18,910 SY $60.00 $1,134,600.00

$1,134,600.00

SECTION 6: MISCELLANEOUS ITEMS

1 Mobilization 1 LS $140,000.00 $140,000.00

2 Property For Well and Tank 1 LS $51,700.00 $51,700.00

3 Construction Staking & As-builts 1 LS $25,000.00 $25,000.00

4 Traffic Control 1 LS $50,000.00 $50,000.00

5 Pothole Existing Utilities 15 EA $500.00 $7,500.00

$274,200.00

$5,866,045.00

$1,759,810.00

$7,625,855.00

30% CONTINGENCY

GRAND TOTAL OGEECHEE FARMS ALT-1

SUBTOTAL SECTION 4

SECTION 5: PAVEMENT

SUBTOTAL SECTION 5

SUBTOTAL SECTION 6

TOTAL

6/5/2023

Item Description Est. Qty. Unit Unit Price Total Price

1 Clearing 9.8 AC $10,000.00 $98,000.00

Remove and Replace Misc. Items (Trees, Shrubs, Signs, Traffic Striping, etc.)

1 LS $40,000.00 $40,000.00

$138,000.00

1 Grading 1 LS $87,000.00 $87,000.00

2 Mucking 4,200 CY $20.00 $84,000.00

$171,000.00

1 Construction Exit 5 EA $2,500.00 $12,500.00

2 Silt Fence 28,360 LF $4.00 $113,440.00

3 Temporary Grassing 31,515 SY $1.00 $31,515.00

4 Permanent Grassing 31,515 SY $1.00 $31,515.00

$188,970.00

1 8" PVC Waterline - Direct Bury 21,130 LF $75.00 $1,584,750.00

2 10" PVC Waterline - Direct Bury 1,735 LF $95.00 $164,825.00

8" FPVC Waterline - Horizontal Directional

Drill

2,640 LF $150.00 $396,000.00

12" FPVC Waterline - Horizontal

Directional Drill

555 LF $230.00 $127,650.00

5 8" Ductile Iron Waterline 2,640 LF $105.00 $277,200.00

6 8" Valve in Manhole 34 EA $3,500.00 $119,000.00

7 10" Valve in Manhole 1 EA $3,800.00 $3,800.00

8 12" Valve in Manhole 1 EA $5,100.00 $5,100.00

9 Fire Hydrants 35 EA $3,500.00 $122,500.00

SUBTOTAL SECTION 3

OPINION OF PROBABLE COST

Chatham County Fire Protection - Ogeechee Farms Alternative 2

EMC PROJECT NO.: 22-0108

CHATHAM COUNTY , GEORGIA

prepared for:

CHATHAM COUNTY

SECTION 1: CLEARING

SUBTOTAL SECTION 1

SECTION 2: EARTHWORK

SUBTOTAL SECTION 2

SECTION 3: EROSION AND SEDIMENTATION CONTROL

SECTION 4: WATER DISTRIBUTION SYSTEM

Connect to Existing 12" Waterline at HWY

1 LS $50,000.00 $50,000.00

Borrow Material For Trench Backfill As

Directed By The Engineer

12,610 CY $15.00 $189,150.00

$3,039,975.00

1 Remove and Replace Asphalt Pavement 18,910 SY $60.00 $1,134,600.00

$1,134,600.00

SECTION 6: MISCELLANEOUS ITEMS

1 Mobilization 1 LS $140,000.00 $140,000.00

2 Construction Staking & As-builts 1 LS $25,000.00 $25,000.00

3 Traffic Control 1 LS $50,000.00 $50,000.00

4 Pothole Existing Utilities 15 EA $500.00 $7,500.00

$222,500.00

$4,895,045.00

$1,468,510.00

$6,363,555.00

30% CONTINGENCY

GRAND TOTAL OGEECHEE FARMS ALT-2

SUBTOTAL SECTION 4

SECTION 5: PAVEMENT

SUBTOTAL SECTION 5

SUBTOTAL SECTION 6

TOTAL

EXHIBIT “F”

GA EPD DOCUMENTATION

AND

MIOCENE AQUIFER REPORT

ENGINEERING ASSESSMENT OF THE MIOCENE AQUIFER SYSTEM

IN COASTAL GEORGIA

Jonathan S. Radtke', Christopher D. Hemingway' and Robert Humphries'

AUTHORS: 'Senior Hydrogeologist, 'Project Hydrogeologist, and 'Geologist, Golder Associates Inc., 3730 Chamblee Tucker Road, Atlanta, GA 30341.

REFERENCE: Proceedings of the 2001 Georgia Water Resources Conference, held March 26 -27, 2001, at the University of Georgia. Kathryn J. Hatcher, editor, Institute of Ecology, the University of Georgia, Athens, Georgia.

Abstract. Under contract to the Georgia Geologic Survey, Golder Associates Inc. (Golder) performed an investigation to characterize the water-bearing properties of the Miocene aquifer system in coastal Georgia (also referred to as the upper and lower Brunswick aquifers). The investigation focussed on specific areas where a cap has been imposed restricting further withdrawals from the Upper Floridan Aquifer.

At selected sites in Bryan, Chatham, Effingham and Glynn counties, Golder installed pumping wells and observation wells within the Miocene aquifer(s) and performed 72-hour pumping tests. Results of the investigation revealed that the lower Brunswick aquifer is absent at the sites in Chatham, Effingham and Bryan counties. Furthermore, the upper Brunswick aquifer at these locations is poorly developed, producing sustainable yields of only five to 15 gpm. However, there are Miocene wells within the Brunswick aquifer in Bryan County that produce upwards of 100 gpm, indicating significant variation in the hydraulic properties of the Miocene aquifer system in this area.

Both the upper and lower Brunswick aquifers are present at the Glynn County site. While the upper Brunswick aquifer at this location is capable of producing only about 10 gpm, the lower Brunswick aquifer can produce a sustainable yield of over 300 gpm. In addition to providing water resource information to planners, developers and industry, the data produced from this investigation will also be incorporated into regional groundwater flow and transport models being developed by the USGS for management of groundwater resources throughout coastal Georgia.

INTRODUCTION

Extensive use of the Upper Floridan Aquifer system has caused cones of depression in the potentiometric surface along the Georgia Coastline (particularly around the communities of Savannah and Brunswick) and salt water intrusion has become a significant concern. Consequently, the Georgia Environmental Protection Division (EPD) has developed an Interim Strategy for Managing Salt Water Intrusion in the Upper Floridan Aquifer of Georgia. Key components of the strategy are to conduct research that will lead to development of measures to stop salt water intrusion and to develop a long term management plan to protect the Upper Floridan Aquifer. Consistent with these components, the Miocene aquifers, often referred to as the upper and lower Brunswick aquifers, are being considered as an alternative water source to the Upper Floridan aquifer. Potential use of the Miocene aquifers is of particular interest in Glynn County, Chatham County, and portions of Bryan and Effingham counties where a cap on further groundwater withdrawals from the Upper Floridan Aquifer has been imposed.

An investigation was conducted to characterize the Miocene aquifer system in these areas and determine to what extent these aquifers can be developed without adversely affecting the Floridan aquifer system or developing problems of their own. The investigation included installation of test wells and observation wells at four sites in Bryan, Chatham, Effingham and Glynn Counties, and performance of pumping tests at each site. The data were analyzed and evaluated to provide estimates of specific aquifer parameters and to determine the water-bearing capacity of the aquifer(s) at each location.

Information derived from this investigation can be used by local governments, commercial developers and industry for their water-supply planning. Specifically, the investigation provides information as to whether the Miocene aquifers offer an alternative source of water to the Upper Floridan Aquifer in the capped areas. The investigation also provides critical input parameters for regional groundwater flow and solute transport models currently being developed by the United States Geological Survey (USGS) and others.

BACKGROUND

The majority of the Miocene related work completed to date has focussed on identifying formation sequences using existing corehole data and geophysical logs (Clarke et al, 1990). Limited work has been performed defining the hydraulic characteristics of the Miocene aquifers (Steele and McDowell, 1998).

Hydrogeology of Miocene Aquifer System The upper and lower Brunswick aquifers are formed by two Miocene depositional sequences. Each sequence forms a geologic unit consisting of a basal carbonate layer, a middle clay layer, and an upper sand layer. The upper sand layers represent the upper and lower Brunswick aquifers (Clarke, Hacke, and Peck, 1990).

The upper Brunswick aquifer consists of poorly sorted, fine to coarse, slightly phosphatic and dolomitic quartz sand and limestone. The aquifer ranges in thickness from less than 20 feet in Chatham county to 150 feet in Wayne County (Clarke, Hacke, and Peck, 1990). In general, the thickness of the upper Brunswick increases toward the south-south west along the Georgia coastline. Typically the upper Brunswick aquifer is separated from the overlying surficial aquifer by a confining unit consisting of phosphatic silty/sandy clay or limestone. Because few individual wells have tapped into the upper Brunswick there is limited hydrologic data available for this aquifer. As of 1990 there had been no pumping tests performed on the upper Brunswick.

The lower Brunswick also consists of poorly sorted, fine to coarse, slightly phosphatic and dolomitic, quartz sand and limestone. This unit is absent in the Savannah, GA area because the permeable upper sand layer has been eroded away or was never deposited. As with the upper Brunswick, the lower Brunswick aquifer thickens to the south and is thickest in the Glynn County area.

The upper and lower Brunswick aquifers are separated by a confining layer that consists of silty clay and phosphatic limestone or dolomite.

Hydrographs from existing wells screened in the upper and lower Brunswick aquifers exhibit water level fluctuations and trends similar to one another, indicating a hydraulic connection between the aquifers.

Likewise, the water levels fluctuate in response to seasonal climatic changes and regional pumping from the Upper Floridan aquifer, indicating some degree of communication with overlying and underlying aquifers.

The degree of interconnection is largely dependent upon the thickness of the confining layers separating the aquifers.

The lower Brunswick aquifer is absent throughout most of Chatham and Effingham counties and occurs sporadically throughout Bryan County. Production wells installed near Richmond Hill in Bryan County were reportedly screened in the lower Brunswick aquifer. Analyses of pumping test data from these wells yielded transmissivity values of 2200 to 2700 ft. 2/day (Jordan, Jones and Goulding, 1999). Although the upper and lower Brunswick units are relatively thin throughout much of the county, these data indicate that the potential for water supply from these units is good in some areas.

Several of the wells installed in the lower Brunswick aquifer are flowing wells. Well yields from the lower Brunswick aquifer in Glynn County range from as little as 3 gpm to over 1,000 gpm. Transmissivity values range from less than 1400 ft 2/day to 4700 ft 2/day (Clarke, Hacke, and Peck, 1999). Based on these data, the lower Brunswick aquifer in Glynn County is expected to have greater groundwater production potential relative to the other three counties.

AQUIFER ASSESSMENT PROGRAM

The Georgia EPD selected test sites in each of the subject counties. These locations are shown on Figures 1 and 2. The aquifer assessment program consisted of the following activities:

■ Drilling and installation of a test well and corresponding observation well in the upper Brunswick and lower Brunswick (if present) aquifers at each site;

Figure 1. Test locations in Bryan, Chatham and Effingham counties.

/' Glynn County

(Thalman Site

Bryn,swick, Figure 2. Test locations in Glynn County.

■ Performance of a 72-hour pumping test in each test well to obtain data to adequately characterize the water-bearing properties of the aquifer(s);

■ Analysis of pumping test data to calculate specific aquifer parameters such as transmissivity, storativity, hydraulic conductivity, etc.; and

■ Evaluation of the pumping test results to determine the viability of the aquifer as an alternative water source and provide an estimate of sustainable yields.

Drilling and Well Installations At each site, a pilot hole was advanced using mud rotary techniques through the Miocene deposits down to the top of the Floridan Aquifer. Lithologic logs were produced and downhole geophysical surveys were conducted for each pilot hole. Marker horizons depicted on gamma logs within the Miocene deposits were used to identify the depositional sequences within the Miocene deposits. These data, along with resistivity data, were used to identify the Brunswick aquifers and select the appropriate screen intervals for the pumping and observation wells.

At the Bryan, Chatham and Effingham sites, only the upper Brunswick aquifer was encountered. One pumping well and one observation well were installed at each of these locations. The screen intervals were set at depths of 230-265 feet below ground surface (ft.bgs) in Bryan County, 175-200 ft.bgs in Chatham County and 155-175 ft.bgs in Effingham County.

At the Glynn County site, both the upper and lower Brunswick aquifers were present. A total of four wells (one pumping well and one observation well in each aquifer) were installed at this site. The permeable portion of the upper Brunswick aquifer occurred at approximately 285-300 ft.bgs while the permeable portion of the lower Brunswick aquifer occurred at approximately 430-490 ft.bgs.

Aquifer Testing Constant rate pumping tests were conducted at each test site to provide data for analysis of aquifer parameters and estimates of sustainable yields. The test wells were pumped for a period of 72 hours followed by a recovery phase. Pressure transducers and dataloggers were used to accurately measure and record water levels in the pumping and observation wells.

Prior to each pumping test, water levels in each well were monitored for a minimum of seven days to determine static water levels and assess ambient potentiometric trends. The subsequent pumping test data were corrected accordingly prior to analysis. The data were also corrected for barometric pressure effects.

The upper Brunswick aquifer wells at the Chatham County and Effingham County sites were each pumped at a rate of about five gpm with drawdowns of approximately 90 feet and 105 feet, respectively. The upper Brunswick well at the Bryan County site was pumped at a rate of 15 gpm with a drawdown of about 55 feet.

The upper Brunswick well at the Glynn County site was pumped at a rate of seven gpm with a drawdown of approximately 80 feet.

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