13R18vol3.pdf

(Revised by Amendment 0002)

Savannah, Georgia

Solicitation Number

W912HN-13-R-0018

SHEP Dissolved Oxygen Injection System

*2 Volume 3 of 3: Technical Divisions 31 through 46 and Appendices October 2014

U.S. ARMY ENGINEER DISTRICT, SAVANNAH

CORPS OF ENGINEERS

100 WEST OGLETHORPE AVENUE

SAVANNAH, GEORGIA 31401-3640

US Army Corps of Engineers Savannah District

Dissolved Oxygen Injection Systems 13R18 Savannah, GA

(Revised by Amendment 0002)

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 SUMMARY OF WORK

01 22 00 *1 DELETED MEASUREMENT AND PAYMENT

01 30 00 ADMINISTRATIVE REQUIREMENTS

01 32 01.00 10 PROJECT SCHEDULE

01 32 17.00 NETWORK ANALYSIS SCHEDULES (NAS)

01 33 00 SUBMITTAL PROCEDURES

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 QUALITY CONTROL

01 45 00.10 10 QUALITY CONTROL SYSTEM (QCS)

01 45 35 SPECIAL INSPECTIONS

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 57 20.00 10 ENVIRONMENTAL PROTECTION

01 57 16 *1 TEMPORARY PEST CONTROL

01 57 23 TEMPORARY STORM WATER POLLUTION CONTROL

01 78 00 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

01 86 26 RELIABILITY CENTERED ACCEPTANCE FOR ELECTRICAL SYSTEMS

01 91 00 COMMISSIONING

DIVISION 03 - CONCRETE

03 30 00 CAST-IN-PLACE CONCRETE

03 45 33 PRECAST STRUCTURAL CONCRETE

DIVISION 04 - MASONRY

04 20 00 MASONRY

DIVISION 05 - METALS

05 12 00 STRUCTURAL STEEL

05 21 19 OPEN WEB STEEL JOIST FRAMING

05 40 00 COLD-FORMED METAL FRAMING

05 51 00 METAL STAIRS

05 51 33 METAL LADDERS

05 52 00 METAL RAILINGS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 14 00 FLUID-APPLIED WATERPROOFING

07 21 13 BOARD AND BLOCK INSULATION

07 22 00 ROOF AND DECK INSULATION

07 60 00 FLASHING AND SHEET METAL

07 61 14.00 20 STEEL STANDING SEAM ROOFING

07 72 00 ROOF VENTILATORS, GRAVITY-TYPE

07 92 00 JOINT SEALANTS

(Revised by Amendment 0002)

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 33 23 OVERHEAD COILING DOORS

08 51 13 ALUMINUM WINDOWS

08 71 00 DOOR HARDWARE

08 81 00 GLAZING

08 91 00 METAL WALL LOUVERS

DIVISION 09 - FINISHES

09 51 00 ACOUSTICAL CEILINGS

09 90 00 PAINTS AND COATINGS

09 97 13.26 COATING OF STEEL WATERFRONT STRUCTURES

09 97 23 *2 DELETEDMETALLIC TYPE CONDUCTIVE/SPARK RESISTANT CONCRETE

FLOOR FINISH

DIVISION 10 - SPECIALTIES

10 14 01 EXTERIOR SIGNAGE

10 14 02 INTERIOR SIGNAGE

10 44 16 FIRE EXTINGUISHERS

10 56 13 STEEL SHELVING

DIVISION 12 - FURNISHINGS

12 31 00 MANUFACTURED METAL CASEWORK

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING

23 00 00 AIR SUPPLY AND DISTRIBUTION

23 03 00.00 BASIC MECHANICAL MATERIALS AND METHODS

23 05 48.00 VIBRATION AND SEISMIC CONTROLS FOR HVAC PIPING AND

EQUIPMENT

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 08 00.00 10 COMMISSIONING OF HVAC SYSTEMS

23 09 53 SPACE TEMPERATURE CONTROL SYSTEMS

23 31 13.00 METAL DUCTS

23 37 13.00 DIFFUSERS, REGISTERS, AND GRILLS

23 82 02.00 10 UNITARY HEATING AND COOLING EQUIPMENT

DIVISION 26 - ELECTRICAL

26 00 00 BASIC ELECTRICAL MATERIALS AND METHODS

26 05 13.00 MEDIUM-VOLTAGE CABLES (5KV)

26 05 19.00 10 INSULATED WIRE AND CABLE

26 08 00 APPARATUS INSPECTION AND TESTING

26 09 23.00 LIGHTING CONTROL DEVICES

26 11 13.00 MEDIUM VOLTAGE SWITCHGEAR (5 KV)

26 18 23.00 MEDIUM-VOLTAGE SURGE ARRESTERS (5KV)

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 23 00.00 LOW VOLTAGE SWITCHGEAR (600V)

26 24 16.00 PANELBOARDS

26 24 19.00 MOTOR CONTROL CENTERS

26 28 01.00 10 COORDINATED POWER SYSTEM PROTECTION

26 29 23 VARIABLE FREQUENCY DRIVE SYSTEMS UNDER 600 VOLTS

(Revised by Amendment 0002)

26 29 24 MEDIUM VOLTAGE VARIABLE FREQUENCY DRIVE SYSTEMS

26 41 00.00 LIGHTNING PROTECTION SYSTEM

26 42 13.00 CATHODIC PROTECTION BY GALVANIC ANODES

26 51 00.00 INTERIOR LIGHTING

26 52 00.00 EMERGENCY LIGHTING

26 56 00.00 EXTERIOR LIGHTING

DIVISION 27 - COMMUNICATIONS

27 15 19 WIRE LINE DATA TRANSMISSION SYSTEM

27 21 10 FIBER OPTIC DATA TRANSMISSION SYSTEM

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 05 26.00 GROUNDING AND BONDING FOR ELECTRONIC SAFETY AND SECURITY

28 23 23 NETWORK VIDEO SECURITY

28 31 74.00 INTERIOR FIRE DETECTION AND ALARM SYSTEM

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 05 19 GEOTEXTILE

31 11 00 CLEARING AND GRUBBING

31 32 11 SOIL SURFACE EROSION CONTROL

31 32 39 BIOENGINEERING PRACTICES FOR STREAM BANK AND SHORELINE

STABILIZATION

31 41 16 STEEL SHEET PILING

31 62 16.16 STEEL H-PILES

31 62 19.13 WOOD MARINE PILES

31 63 36 HELICAL PILES

31 68 13 SOIL AND ROCK ANCHORS

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 11 24 GRADED CRUSHED AGGREGATE BASE COURSE

32 15 00 AGGREGATE SURFACE COURSE

32 16 13 CONCRETE DITCHES AND CURBS AND GUTTERS

32 32 23 SEGMENTAL CONCRETE BLOCK RETAINING WALL

DIVISION 33 - UTILITIES

33 40 00 STORM DRAINAGE UTILITIES

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

35 20 23 DREDGING

DIVISION 4 - PROCESS INTEGRATION

40 05 13 PIPELINES, LIQUID PROCESS PIPING

40 17 26.00 WELDING PRESSURE PIPING

40 95 00 PROCESS CONTROL

DIVISION 41 - MATERIAL PROCESSING AND HANDLING EQUIPMENT

41 22 13.13 JIB CRANE SYSTEM

(Revised by Amendment 0002)

DIVISION 43 - PROCESS GAS AND LIQUID HANDLING, PURIFICATION, AND STORAGE

EQUIPMENT

43 00 01 TESTING, ADJUSTING, AND BALANCING FOR PROCESS

43 08 00.00 10 COMMISSIONING OF PROCESS SYSTEMS

43 13 10 OXYGEN GENERATION SYSTEMS

43 16 00 SPEECE CONES

43 21 30 SUMP PUMPS

43 21 39 PUMPS: WATER, VERTICAL TURBINE

DIVISION 46 - WATER AND WASTEWATER EQUIPMENT

46 21 12 STOP GATES, GUIDES, LIFTING BEAMS, AND STORAGE RACKS

46 21 51 TRAVELING WATER SCREENS & RETURN TROUGHS (FISH HANDLING

DUAL FLOW SCREEN)

46 21 71 TRASH RAKE SYSTEMS

APPENDICES

Appendix A *2 Speece Cone Scope of Supply and Price Appendix B *2 GA DNR Letter Of Authorization

-- End of Project Table of Contents --

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 00 00

EARTHWORK

08/08

PART 1 GENERAL

1.1 REFERENCES

1.2 DEFINITIONS

1.2.1 Cohesionless and Cohesive Materials

1.2.2 Degree of Compaction

1.2.3 Hard/Unyielding Materials

1.2.4 Initial Trench Backfill Material

1.2.5 Pile Supported Structure

1.2.6 Rock

1.2.7 Satisfactory Materials

1.2.8 Select Granular Material

1.2.9 Stabilization Aggregate

1.2.10 Topsoil

1.2.11 Unsatisfactory Materials

1.2.12 Unstable Material

1.3 SYSTEM DESCRIPTION

1.3.1 Classification of Excavation

1.3.1.1 Common Excavation

1.3.2 Dewatering Work Plan

1.4 SUBMITTALS

PART 2 PRODUCTS

2.1 BURIED WARNING AND IDENTIFICATION TAPE

2.1.1 Detectable Warning Tape for Non-Metallic Piping

2.2 MATERIAL FOR RIP-RAP

2.2.1 Filter Fabric

2.2.2 Bedding Material

2.2.3 Rock

2.3 SAND FILL

2.4 GRADED AGGREGATE BASE UNDER SLABS

PART 3 EXECUTION

3.1 STRIPPING OF TOPSOIL

3.2 GENERAL EXCAVATION

3.2.1 Ditches and Other Drainage Channels

3.2.2 Minor Structures

3.2.3 Drainage

3.2.4 Dewatering

3.2.5 Trench Excavation Requirements

3.2.5.1 Bottom Preparation

3.2.5.2 Removal of Unstable Material

3.2.5.3 Excavation for Appurtenances

3.2.6 Structural Excavation

SECTION 31 00 00 Page 1

3.3 SELECTION OF BORROW MATERIAL

3.4 OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS

3.5 SHORING/COFFERDAM

3.5.1 General Requirements

3.5.2 Geotechnical Engineer

3.6 GROUND SURFACE PREPARATION

3.6.1 General Requirements

3.6.2 Structural Subgrade

3.7 BURIED TAPE

3.7.1 Buried Warning and Identification Tape

3.8 BACKFILLING AND COMPACTION

3.8.1 Structural Backfill

3.8.2 Trench Backfill

3.8.2.1 Replacement of Unstable Material

3.8.2.2 Bedding and Initial Backfill

3.8.2.3 Final Backfill

3.9 SPECIAL REQUIREMENTS

3.9.1 Water Process Piping

3.9.2 Electrical Distribution System

3.9.3 Rip-Rap Construction

3.9.3.1 Filter Fabric

3.9.3.2 Bedding Placement

3.9.3.3 Stone Placement

3.10 SUBGRADE PREPARATION

3.10.1 Bridge Lift

3.10.2 Subgrade Construction

3.10.3 Compaction

3.10.3.1 Subgrade for Shoulders, Roadways and Other Vehicle Access

Areas

3.11 EMBANKMENTS

3.11.1 Earth Embankments

3.12 FINISHING

3.12.1 Subgrade and Embankments

3.12.2 Grading Around Structures

3.13 TESTING

3.14 DISPOSITION OF SURPLUS MATERIAL

-- End of Section Table of Contents --

SECTION 31 00 00 Page 2

SECTION 31 00 00

EARTHWORK

08/08

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO T 180 (2010) Standard Method of Test for Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop

AASHTO T 224 (2010) Standard Method of Test for Correction for Coarse Particles in the Soil Compaction Test

ASTM INTERNATIONAL (ASTM)

ASTM C136 (2006) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM D1140 (2000; R 2006) Amount of Material in Soils Finer than the No. 200 (75-micrometer) Sieve

ASTM D1556 (2007) Density and Unit Weight of Soil in Place by the Sand-Cone Method

ASTM D1557 (2012) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D2487 (2011) Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D4318 (2010) Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D422 (1963; R 2007; E 2014) Particle-Size Analysis of Soils

ASTM D5779 (2008) Standard Test Method for Field Determination of Apparent Specific Gravity of Rock and Manmade Materials for Erosion Control

ASTM D6473 (2010) Standard Test Method for Specific Gravity and Absorption of Rock for Erosion

SECTION 31 00 00 Page 3

Control

ASTM D6938 (2010) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

GEORGIA DEPARTMENT OF TRANSPORTATION (GDOT)

GDOT Standard Specifications (2001) Standard Specifications, Construction of Transportation Systems

1.2 DEFINITIONS

1.2.1 Cohesionless and Cohesive Materials

Cohesionless materials include materials classified in ASTM D2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM shall be identified as cohesionless only when the fines are nonplastic. Perform testing, required for classifying materials, in accordance with ASTM D4318, ASTM C136, ASTM D422, and ASTM D1140.

1.2.2 Degree of Compaction

Degree of compaction required, except as noted in the second sentence, is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D1557 abbreviated as a percent of laboratory maximum density. Since ASTM D1557 applies only to soils that have 30 percent or less by weight of their particles retained on the 3/4 inch sieve, express the degree of compaction for material having more than 30 percent by weight of their particles retained on the 3/4 inch sieve as a percentage of the maximum density in accordance with AASHTO T 180 and corrected with AASHTO T 224. To maintain the same percentage of coarse material, use the "remove and replace" procedure as described in NOTE 8 of Paragraph 7.2 in AASHTO T 180.

1.2.3 Hard/Unyielding Materials

Hard/Unyielding materials comprise weathered rock, dense consolidated deposits, or conglomerate materials which are not included in the definition of "rock" with stones greater than 3 inch in dimension or as defined by the pipe manufacturer, whichever is smaller. These materials usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal.

1.2.4 Initial Trench Backfill Material

Initial trench backfill consists of select granular material or satisfactory materials free from rocks 1 inch or larger in dimension or free from rocks of such size as recommended by the pipe manufacturer, whichever is smaller. When the pipe is coated or wrapped for corrosion protection, free the initial backfill material of stones larger than 1 inch in dimension or as recommended by the pipe manufacturer, whichever is smaller.

1.2.5 Pile Supported Structure

S structure where both the foundation and floor slab are pile supported.

SECTION 31 00 00 Page 4

1.2.6 Rock

Solid homogeneous interlocking crystalline material with firmly cemented, laminated, or foliated masses or conglomerate deposits occupying more than 1/2 cubic yard which cannot be removed by a trackhoe with a minimum bucket curling force of 25,000 pounds taking advantage of accessible angles and weaknesses in the material; also large boulders, buried masonry, or concrete other than pavement with like characteristics. Removal of hard material will not be considered rock excavation because of intermittent drilling and blasting that is performed merely to increase production or if the specified equipment is not available to demonstrate that the material cannot be excavated.

1.2.7 Satisfactory Materials

Satisfactory materials for general structural fill comprise low to moderate plasticity soils (Pl less than 30) which are generally free of organic matter and other deleterious materials and rock fragments with dimension larger than 6 inches. Satisfactory materials for special fill materials, structural subgrade materials, pipe trench bedding, and backfill shall be as defined in this Section, including restrictions on maximum particle size.

1.2.8 Select Granular Material

Select granular material consist of materials classified as GW, GP, SW, SP, or by ASTM D2487 where indicated.

1.2.9 Stabilization Aggregate

Stabilization aggregate for weak subgrade asphalt access road consists of angular quarry stone conforming to the quality and gradation requirements of Section 800 of the GDOT Standard Specifications for Type 3 Rip Rap.

1.2.10 Topsoil

Material suitable for topsoils obtained from offsite areas or excavations is defined as: Natural, friable soil representative of productive, well-drained soils in the area, free of subsoil, stumps, rocks larger than 1 inch diameter, brush, weeds, toxic substances, and other material detrimental to plant growth. Amend topsoil pH range to obtain a pH of 5.5 to 7.

1.2.11 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include trash and refuse. Notify the Contracting Officer when encountering contaminated materials.

1.2.12 Unstable Material

Unstable materials are too wet to properly support the utility pipe, conduit, or appurtenant structure.

1.3 SYSTEM DESCRIPTION

Geotechnical Reports, including soil boring logs, are found in Attachments A and B to this Section. These data represent the best subsurface

SECTION 31 00 00 Page 5 information available; however, variations may exist in the subsurface between boring locations.

1.3.1 Classification of Excavation

No consideration will be given to the nature of the materials, and excavation shall be designated as unclassified excavation.

1.3.1.1 Common Excavation

Include common excavation with the satisfactory removal and disposal of materials not classified as rock excavation.

1.3.2 Dewatering Work Plan

Submit procedures for accomplishing dewatering work. Dewatering shall be implemented to maintain groundwater levels at least 3 feet below the bottom of the excavation when the excavation is open. Instrumentation to document the groundwater level, such as several piezometers in the cofferdam bottom, shall be included in the dewatering plan.

1.4 SUBMITTALS

Government approval review is required for submittals with a "G" designation; submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Shoring/Cofferdam; G Dewatering Work Plan; G

SD-03 Product Data

Opening of Excavation or Borrow Pit

SD-06 Test Reports

Testing

SD-07 Certificates

Testing

PART 2 PRODUCTS

2.1 BURIED WARNING AND IDENTIFICATION TAPE

Provide metallic core or metallic-faced, acid- and alkali-resistant polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines. Provide tape on rolls, 3 inches minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Provide permanent color and printing, unaffected by moisture or soil.

SECTION 31 00 00 Page 6

Red: Electric Orange: Telephone and Other Communications Blue: Water Systems

2.1.1 Detectable Warning Tape for Non-Metallic Piping

Provide polyethylene plastic tape conforming to the width, color, and printing requirements specified above, with a minimum thickness of 0.004 inch, and a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Manufacture tape with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 3 feet deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.2 MATERIAL FOR RIP-RAP

Provide filter fabric bedding material, and rock conforming to these requirements for construction indicated.

2.2.1 Filter Fabric

Filter fabric (geotextile) shall conform to the requirements of Section

31 05 19 GEOTEXTILE.

2.2.2 Bedding Material

Provide bedding material consisting of sand, gravel, or crushed rock, well graded, with a maximum particle size of 2 inches. Material shall be composed of tough, durable particles. Allow fines passing the No. 200 standard sieve with a plasticity index (measured for fines only) less than six. Not more than 10 percent of material shall pass a 200 standard sieve when washed through.

2.2.3 Rock

Rock for riprap shall consist of hard, angular shaped stone complying with the quality requirements of Section 805.2.01 of the GDOT Standard Specifications. Only quarried stone shall be used. Apparent bulk specific gravity (as determined using ASTM D6473 or ASTM D5779) shall be 2.50 minimum. Gradation shall comply with the requirements for GDOT Type 3 Stone-Dumped Riprap as summarized in the following table.

Rock Size by Volume, ft3

Approx. Weight, lbs

Percent Smaller Than

1.0 165 100

0.1 15 10 - 65

Notes:

1. Between 0% and 15% of the Type 3 riprap shall pass a 2-inch square opening size.

2.3 SAND FILL

Provide sand fill consisting of sand with less than 10 percent passing the 200 standard sieve, for bridge lift over low-lying marsh/swamp area as specified.

SECTION 31 00 00 Page 7

2.4 GRADED AGGREGATE BASE UNDER SLABS

Concrete slabs and other structures that are not supported on piles shall be underlain by aggregate conforming to the requirements of Section

815.2.01 of the GDOT Standard Specifications for Graded Aggregate, Group I or II.

PART 3 EXECUTION

3.1 STRIPPING OF TOPSOIL

Where indicated or directed, remove obvious surficial organic matter and rake to a depth of at least 1 foot below existing grade and deeper only to remove pockets of fibrous organic matter, large roots or stumps encountered. Keep topsoil separate from other excavated materials. Spread topsoil in designated on-site locations. Excess topsoil shall be placed in designated spoil areas or removed from the site as approved by the Contracting Officer.

3.2 GENERAL EXCAVATION

Perform excavation of every type of material encountered within the limits of the project to the lines, grades, and elevations indicated and as specified. Perform the grading in accordance with the typical sections shown and the tolerances specified in paragraph FINISHING. Transport satisfactory excavated materials and place in fill or embankment within the limits of the work. Excavate unsatisfactory materials encountered within the limits of the work below grade and replace with satisfactory materials as directed. Include such excavated material and the satisfactory material ordered as replacement in excavation. Dispose surplus satisfactory excavated material not required for fill or embankment in areas approved for surplus material storage, designated as spoil areas or designated waste areas. Dispose unsatisfactory excavated material in designated spoil areas. During construction, perform excavation and fill in a manner and sequence that provides proper drainage. Excavate material required for fill or embankment in excess of that produced by excavation within the grading limits from the borrow areas indicated or from other approved areas selected by the Contractor as specified.

3.2.1 Ditches and Other Drainage Channels

Finish excavation of ditches, flumes, and other drainage channels by cutting accurately to the cross sections, grades, and elevations shown on the Drawings. Do not excavate below required base grades. Backfill the excessive excavation with satisfactory, compacted, soil material or with suitable stone or cobble to grades shown. Place excavated material on-site as specified in paragraph 3.2, except in no case allow material to be placed within 4 feet of the edge of a ditch. Maintain excavations free from detrimental quantities of leaves, brush, sticks, trash, and other debris until final acceptance of the work.

3.2.2 Minor Structures

Make excavations for construction of drainage structures, pipe counterweights (deadmen), bollards, and other structures to the lines, grades, and elevations shown, or as otherwise approved by the Contracting Officer. Provide excavations of sufficient size for installation or construction of structures, including placement and removal of forms (if applicable) for the full dimensions of structures as shown. Do not disturb

SECTION 31 00 00 Page 8 the bottom of the excavation when concrete or masonry is to be placed in an excavated area. Do not excavate to the final grade level until just before the concrete or masonry is to be placed.

3.2.3 Drainage

Provide for the collection and disposal of surface and subsurface water encountered during construction. Completely drain construction site during periods of construction to avoid wetting of subgrade. Construct storm drainage features at the earliest stages of site development, and throughout construction grade the construction area to provide positive surface water runoff away from the construction activity and provide temporary ditches, swales, and other drainage features and equipment as required to maintain dry soils. When subgrade developis unacceptable for support of equipment, limit access, stabilize in place, bridge, or otherwise treat per the direction of the contracting officer. It is the responsibility of the Contractor to assess the soil and ground water conditions presented by the plans and specifications and to employ necessary measures avoid degradation of subgrade materials under construction traffic and to permit construction to proceed.

3.2.4 Dewatering

Control groundwater flowing toward or into excavations to prevent sloughing of excavation slopes and walls, boils, uplift and heave in the excavation and to eliminate interference with orderly progress of construction. Do not permit French drains, sumps, ditches or trenches within 3 feet of the foundation of structure, except with specific written approval, and after specific contractual provisions for restoration of the foundation area have been made. Take control measures by the time the excavation reaches the water level in order to maintain the integrity of the in situ material.

While the excavation is open, maintain the water level continuously, at least 3 feet below the bottom of excavation. Operate dewatering system continuously until construction work below existing water levels is complete and permanent drainage systems or anti-buoyancy measures are in place.

3.2.5 Trench Excavation Requirements

Excavate trenches as recommended by the manufacturer of the pipe to be installed. Slope trench walls below the top of the pipe, or make vertical, and of such width as recommended in the manufacturer's printed installation manual. Shore trench walls, cut back to a stable slope, or provide with equivalent means of protection for employees who may be exposed to moving ground or cave in. Follow OSHA or other applicable guidelines for safe slopes if workers are exposed. Excavate trench walls which are cut back to at least the angle of repose of the soil. Give special attention to slopes which may be adversely affected by weather or moisture content. Unless otherwise approved by the Contracting Officer, do not exceed the trench width below the pipe top of 24 inches plus pipe outside diameter (O.D.) for pipes of less than 24 inches inside diameter, and do not exceed 36 inches plus pipe outside diameter for sizes larger than 24 inches inside diameter. Where recommended trench widths are exceeded, submit proposed special installation procedures to the Contracting Officer for approval.

The Contractor is responsible for the cost of special installation procedures without additional cost to the Government.

SECTION 31 00 00 Page 9

3.2.5.1 Bottom Preparation

Grade the bottoms of trenches accurately to provide uniform bearing and support for the bottom quadrant of each section of the pipe. Excavate bell holes to the necessary size at each joint or coupling to eliminate point bearing. Remove stones of 2 inches or greater in dimension, or as recommended by the pipe manufacturer, whichever is smaller, to avoid point bearing.

3.2.5.2 Removal of Unstable Material

Where unstable material is encountered in the bottom of the trench, remove such material to the depth directed and replace it to the proper grade with select granular material as provided in paragraph BACKFILLING AND COMPACTION. When removal of unstable material is required due to the Contractor's fault or neglect in performing the work, the Contractor is responsible for excavating the resulting material and replacing it without additional cost to the Government.

3.2.5.3 Excavation for Appurtenances

Provide excavation for manholes, catch-basins, inlets, or similar structures sufficient to leave at least 12 inches clear between the outer structure surfaces and the face of the excavation or support members.

Clean rock or loose debris and cut to a firm surface either level, stepped, or serrated, as directed. Remove loose disintegrated rock and thin strata. Specify removal of unstable material. When concrete or masonry is to be placed in an excavated area, take special care not to disturb the bottom of the excavation. Do not excavate to the final grade level until just before the concrete or masonry is to be placed.

3.2.6 Structural Excavation

Provide excavations of sufficient size to permit the placement and removal of forms where required, for the full length and width of structure footings and foundations as shown. Do not disturb the bottom of the excavation when concrete or masonry is to be placed in an excavated area.

Do not excavate to the final grade level until just before the concrete or masonry is to be placed. Where pile foundations are to be used, stop the excavation of each pit at an elevation 1 foot above the base of the footing, as specified, before piles are driven. After the pile driving has been completed, remove loose and displaced material and complete excavation, leaving a smooth, solid, undisturbed surface to receive the concrete or masonry. Ensure that footing subgrades have been inspected and approved by the Contracting Officer prior to concrete placement. Bottom stabilization measures such as mud mats or gravel stabilization materials shall be installed at no cost to the Government.

3.3 SELECTION OF BORROW MATERIAL

Select borrow material to meet the requirements and conditions of the particular fill or embankment for which it is to be used. Obtain borrow material from the borrow areas shown on the Drawings or from approved private sources. Unless otherwise provided in the contract, the Contractor is responsible for obtaining the right to procure material, pay royalties and other charges involved, and bear the expense of developing the sources, including rights-of-way for hauling from the Government. Unless specifically provided, do not obtain borrow within the limits of the project site without prior written approval. Consider necessary clearing, SECTION 31 00 00 Page 10 grubbing, and satisfactory drainage of borrow pits and the disposal of debris thereon related operations to the borrow excavation.

3.4 OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS

Notify the Contracting Officer sufficiently in advance of the opening of excavation or borrow pit or borrow areas to permit elevations and measurements of the undisturbed ground surface to be taken. Except as otherwise permitted, excavate borrow pits and other excavation areas providing adequate drainage. Transport overburden and other spoil material to designated spoil areas or otherwise dispose of as directed. Provide neatly trimmed and drained borrow pits after the excavation is completed.

Ensure that excavation of area, operation of borrow pits, or dumping of spoil material results in minimum detrimental effects on natural environmental conditions.

3.5 SHORING/COFFERDAM

3.5.1 General Requirements

Submit a Shoring and Sheeting plan for approval at least 15 days prior to starting work. Submit drawings and calculations, certified by a registered professional engineer, describing the methods for shoring and sheeting of excavations including backfill behind and around sheeting or shoring, anchorage, confirmatory testing, and other pertinent details. Finish shoring, including sheet piling, and install as necessary to protect workmen, banks, adjacent paving, structures, and utilities. Remove shoring, bracing, and sheeting as excavations are backfilled, in a manner to prevent caving. Do not remove sheeting where such removal would degrade or adversely affect capacities of adjacent piles.

3.5.2 Geotechnical Engineer

Hire a Professional Geotechnical Engineer to provide inspection of excavations and soil/groundwater conditions throughout construction. The Geotechnical Engineer is responsible for performing pre-construction and periodic site visits throughout construction to assess site conditions.

The Geotechnical Engineer is responsible for updating the excavation, sheeting and dewatering plans as construction progresses to reflect changing conditions and submit an updated plan if necessary. Submit a monthly written report, informing the Contractor and Contracting Officer of the status of the plan and an accounting of the Contractor's adherence to the plan addressing present or potential problems. The Contracting Officer is responsible for arranging meetings with the Geotechnical Engineer at time throughout the contract duration.

3.6 GROUND SURFACE PREPARATION

3.6.1 General Requirements

Remove and replace unsatisfactory material with satisfactory materials, bridge, or stabilize, as directed by the Contracting Officer, surfaces to receive fill. Bench per GDOT standards sloped surfaces steeper than 1 vertical to 4 horizontal so that the fill material bonds with the existing material.

3.6.2 Structural Subgrade

The upper 12 inches of soil beneath structures shall be compacted to at

SECTION 31 00 00 Page 11 least 95 percent of laboratory maximum density. A Geotechnical Engineer registered in the State of Georgia shall inspect the condition and adequacy of structural subgrades before construction of foundations, footings, slabs and walls. Place and compact graded aggregate base under concrete structures that are not supported on piles to the thickness indicated on the Drawings. Place the aggregate in uniform layers not exceeding 6 inches loose thickness and compact to at least 95 percent of laboratory maximum density. If the material is too coarse (more than about 30 percent retained on the 3/4-inch sieve) to use the above methods, proper compaction shall be reached when the surface is tightly bound and shows no detectable rutting or movement under operation of compaction equipment.

3.7 BURIED TAPE

3.7.1 Buried Warning and Identification Tape

Provide buried utility lines with utility identification tape. Bury tape 12 inches below finished grade; under pavements and slabs, bury tape 6 inches below top of subgrade.

3.8 BACKFILLING AND COMPACTION

3.8.1 Structural Backfill

Prepare ground or excavated surface on which backfill is to be placed in conformance with paragraph under "GROUND SURFACE PREPARATION". After structures are sufficiently stable as specified in Section 03 30 00 CAST-IN-PLACE CONCRETE, place backfill adjacent to structures in uniform lifts not exceeding 8 inches loose thickness, except as specified below.

Place backfill evenly adjacent to structures, to required finish grade.

Take care to prevent unbalanced forces against structures by carrying the material uniformly around each structure to approximately the same elevation in each lift. Backfill compaction shall conform to the following specifications: at least 90 percent of laboratory maximum density (Modified Proctor Maximum Dry Density - MPMDD - per ASTM D1557 for backfill greater than 15 feet below finish grade; at least 95 percent of laboratory maximum density for backfill within 15 feet of finish grade, except that lower compaction requirements may be allowed by the contracting officer for bridge lifts where necessary. Backfill within 10 feet of walls shall be placed in uniform layers not exceeding 6 inches loose thickness and compacted using manually guided compaction equipment. Where underwater placement is required, submit detailed plan for material selection, subgrade preparation, compaction, and testing to the Ccontracting Oofficer for approval at least 15 days prior to anticipated start date of operation.

3.8.2 Trench Backfill

Backfill trenches to the grade shown. Backfill the trench to 2 feet above the top of pipe prior to performing the required pressure tests. Leave the joints and couplings uncovered during the pressure test.

3.8.2.1 Replacement of Unstable Material

Replace unstable material removed from the bottom of the trench or excavation with select granular material placed in layers not exceeding 6 inches loose thickness or as directed by the Contracting Officer.

SECTION 31 00 00 Page 12

3.8.2.2 Bedding and Initial Backfill

Provide bedding of the type and thickness shown. Place initial backfill material and compact it with approved tampers to a height of at least 1 foot above the utility pipe or conduit. Bring up the backfill evenly on both sides of the pipe for the full length of the pipe. Take care to ensure thorough compaction of the fill under the haunches of the pipe. Except as specified otherwise in the individual piping section, provide bedding for buried thermoplastic piping (including HDPE pipe) and reinforced concrete pipe as indicated on the Drawings. Thoroughly compact initial backfill to top of pipe using manually-guided compaction equipment. Provide materials as follows:

a. Coarse grained soils with fines, classified as SM, SC as ASTM D2487.

3.8.2.3 Final Backfill

Fill the remainder of the trench, except for special materials for roadways, with satisfactory material. Place backfill material and compact as follows:

a. Roadways: Place and compact backfill up to the required elevations in accordance with the requirements under the paragraph "EMBANKMENTS".

Do not permit water flooding or jetting methods of compaction.

b. Turfed or Seeded Areas and Miscellaneous Areas: Deposit backfill in layers of a maximum of 8 inches loose thickness, and compact it to 90 percent of laboratory maximum density. Do not permit compaction by water flooding or jetting. Apply this requirement to other areas not specifically designated above.

3.9 SPECIAL REQUIREMENTS

Special requirements for both excavation and backfill relating to the specific utilities are as follows:

3.9.1 Water Process Piping

Excavate trenches to depth indicated on the Drawings.

3.9.2 Electrical Distribution System

Provide a minimum cover of 24 inches from the finished grade to conduits and duct banks, unless otherwise noted on the drawings.

3.9.3 Rip-Rap Construction

Construct rip-rap on bedding material and filter fabric in accordance with GDOT Standard Specifications in the areas indicated. Trim and dress indicated areas to conform to cross sections, lines and grades shown within a tolerance of 0.1 foot.

3.9.3.1 Filter Fabric

Install filter fabric over prepared subgrade as specified in Section

31 05 19 GEOTEXTILE.

SECTION 31 00 00 Page 13

3.9.3.2 Bedding Placement

Spread bedding material uniformly to a thickness of at least 3 inches over installed filter fabric as indicated. Compaction of bedding is not required. Finish bedding to provide even surface free from mounds and windrows.

3.9.3.3 Stone Placement

Place rock for rip-rap on prepared bedding material to produce a well graded mass with the minimum practicable percentage of voids in conformance with lines and grades indicated. Distribute larger rock fragments, with dimensions extending the full depth of the rip-rap throughout the entire mass and eliminate "pockets" of small rock fragments. Rearrange individual pieces by mechanical equipment or by hand as necessary to obtain the distribution of fragment sizes specified above. Do not damage or displace the underlying bedding material and filter fabric when placing rock.

3.10 SUBGRADE PREPARATION

3.10.1 Bridge Lift

After clearing and grubbing of low-lying marsh/swamp areas (from the top of the west sand-hill area to the river's edge at the Up River site only), construct a bridge lift of at least 2 feet of sand fill pushed over the surface to provide equipment access. The sand fill shall be pushed across the site over the exposed subgrade in a single lift. The bridge lift placement shall start at the bluff and shall be worked outward, back dumping and spreading, towards the designated building construction area.

The surface may be compacted by tracking, but compaction shall cease if pumping or signs of instability are observed. The bridge lift shall not extend within 10 feet of the existing river bank due to stability concerns. The surface may be shaped slightly by blading with a dozer or motor grader and rolled smooth with a smooth drum, non-vibratory (or vibratory off) roller to promote runoff. If pockets or zones of unsuitable material (including organic silt or buried debris) are encountered during clearing and placement of the bridge lift, the subgrade shall be stabilized as approved by the Contracting Officer. Stabilization shall consist of overexcavation and replacement with sand fill, unless rip rap or other measures are approved. The depth of overexcavation shall depend on planned overlying structures, the material type, site conditions, and whether overlying structures shall be on shallow or deep foundation support.

3.10.2 Subgrade Construction

In areas other than low-lying marsh/swamp areas (the area extending from the top of the west sand-hill area to the river's edge at the Up River site only). Shape subgrade to line, grade, and cross section, and compact as specified under paragraph "EMBANKMENTS". Include plowing, disking, and moistening or aerating required to obtain specified compaction for this operation. Bridge, stabilize, or remove soft or otherwise unsatisfactory material and replace with satisfactory excavated material or other approved material as directed. Bring up low areas resulting from removal of unsatisfactory material to required grade with satisfactory materials, and shape the entire subgrade to line, grade, and cross section and compact as specified.

SECTION 31 00 00 Page 14

3.10.3 Compaction

Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment.

3.10.3.1 Subgrade for Shoulders, Roadways and Other Vehicle Access Areas

Compact subgrade structural fill to at least 98 percent of laboratory maximum density for the top 2 feet of fill under aggregate surfacing, roadways, shoulders, parking, and other vehicle access areas.

3.11 EMBANKMENTS

3.11.1 Earth Embankments

After placement of bridge lift in designated areas, or other subgrade work, in accordance with subparagraphs under "SUBGRADE PREPARATION", construct earth embankments from satisfactory materials defined above. Place the material in successive horizontal layers of loose material not more than 8 inches in depth. Spread each layer uniformly on a soil surface that has been moistened or aerated as necessary, and scarified or otherwise broken up so that the fill bonds with the surface on which it is placed. After spreading, plow, disk, or otherwise break up each layer; moisten or aerate as necessary; thoroughly mix; and compact as indicated above.

3.12 FINISHING

Finish the surface of excavations, embankments, and subgrades to a smooth and compact surface in accordance with the lines, grades, and cross sections or elevations shown. Provide the degree of finish for graded areas within 0.1 foot of the grades and elevations indicated except that the degree of finish for subgrades specified in paragraph SUBGRADE PREPARATION. Finish ditches to provide effective drainage. Finish the surface of areas to be turfed from settlement or washing to a smoothness suitable for the application of turfing materials. Repair graded, topsoiled, or backfilled areas prior to acceptance of the work, and re-established grades to the required elevations and slopes.

3.12.1 Subgrade and Embankments

During construction, keep embankments and excavations shaped and drained.

Maintain ditches and drains along subgrade to drain effectively. Do not disturb the finished subgrade by traffic or other operation. Protect and maintain the finished subgrade in a satisfactory condition until subsequent aggregate surfacing, or other required material is placed. Do not permit the storage or stockpiling of materials on the finished subgrade. Do not lay subsequent surface materials until the subgrade has been checked and approved, and in no case place the surface material on a muddy, spongy, or frozen subgrade.

3.12.2 Grading Around Structures

Construct areas within 5 feet outside of each building and structure line true-to-grade, shape to drain, and maintain free of trash and debris until final inspection has been completed and the work has been accepted.

3.13 TESTING

Perform testing by a Corps validated commercial testing laboratory or the

SECTION 31 00 00 Page 15

Contractor's validated testing facility. Submit qualifications of the Corps validated commercial testing laboratory or the Contractor's validated testing facilities. If the Contractor elects to establish testing facilities, do not permit work requiring testing until the Contractor's facilities have been inspected, Corps validated and approved by the Contracting Officer.

a. Determine field in-place density in accordance with ASTM D1556 or ASTM D6938. When ASTM D6938 is used, check the calibration curves and adjust using only the sand cone method as described in ASTM D1556.

ASTM D6938 results in a wet unit weight of soil in determining the moisture content of the soil when using this method. One test per 5,000 square feet, or fraction thereof, for every 2-foot fill thickness or one test per 100 feet of trench, as applicable.

b. Check the calibration curves furnished with the moisture gauges along with density calibration checks as described in ASTM D6938; check the calibration of both the density and moisture gauges at the beginning of a job on each different type of material encountered and at intervals as directed by the Contracting Officer. When test results indicate, as determined by the Contracting Officer, that compaction is not as specified, remove the material, replace and recompact to meet specification requirements.

c. Perform tests on recompacted areas to determine conformance with specification requirements. Appoint a registered professional civil engineer to certify inspections and test results. These certifications shall state that the tests and observations were performed by or under the direct supervision of the engineer and that the results are representative of the materials or conditions being certified by the tests. The following number of tests shall be the minimum acceptable for each type operation.

(1) For stockpiled or in-place source material, perform at least one test for each visible change in material. Determine gradation of fill and backfill material in accordance with ASTM C136, ASTM D422, or ASTM D1140, as applicable.

(2) Perform single point moisture density determinations (per ASTM D1557) for each change in material but not less than one test per 3 field density tests (ASTM D6938 or ASTM D1556) conducted to confirm match of measured density with appropriate moisture-density curve.

3.14 DISPOSITION OF SURPLUS MATERIAL

Surplus material or other soil material not required or unsuitable for filling or backfilling, and brush, refuse, stumps, roots, and timber shall be removed from Government property or placed on-site as directed by the Contracting Officer.

-- End of Section --

SECTION 31 00 00 Page 16

SHEP - DO Injection System Corrected Final – Issued for Construction 11 October 2013

Appendix A Downriver Geotechnical Report

DO Injection System – Report of Geotechnical Exploration – Down River Site Page ii AMEC Project 6122-12-01.95 September 11, 2013

TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 PURPOSE

1.2 SITE DESCRIPTION

1.3 PROJECT INFORMATION

1.4 AREA AND SITE GEOLOGY

2.0 EXPLORATION AND RESULTS

2.1 EXPLORATORY METHODS

2.2 LABORATORY TESTING

2.3 SITE STRATIGRAPHY

3.0 CONCLUSIONS AND RECOMMENDATIONS

3.1 CONSTRUCTION SEQUENCE

3.2 CLEARING AND GRUBBING

3.3 ROUGH GRADING

3.4 SHEET PILE INSTALLATION

3.5 EXCAVATING AND DEWATERING THE COFFERDAM

3.6 FOUNDATION RECOMMENDATIONS

3.7 DEEP FOUNDATIONS - H- PILES

3.8 PROTECTION OF EXISTING STRUCTURES

3.9 EROSION CONTROL

3.10 FILL PLACEMENT

3.11 BELOW GRADE WALL DESIGN

3.12 SEISMIC CONSIDERATIONS

3.13 FLOOR SLABS

3.14 ROADWAYS

3.15 CORROSION

3.16 INTAKE CHANNEL

3.17 DISCHARGE PIPING AND DIFFUSER SUPPORT

4.0 QUALIFICATIONS

ATTACHMENTS

Figure 1. Boring Location Plan (2) Table 1. Summary of Laboratory Test Data Table 2. Recommended Soil Properties for Steel Sheet Pile Design Field Exploration Procedures Key to Symbols and Descriptions Soil Test Boring Records (19) Hutchinson Island Aeration Project- Site Plan (1970)

DO Injection System – Report of Geotechnical Exploration – Down River Site Page iii

Hutchinson Island Aeration Project- Soil Test Borings (12) Laboratory Procedures Laboratory Test Data ASFE Information about Geotechnical Reports

DO Injection System – Report of Geotechnical Exploration – Down River Site Page 1

1.0 INTRODUCTION

1.1 PURPOSE

The purpose of this geotechnical exploration was to assess subsurface conditions and develop detailed recommendations for design and construction of the proposed structures.

1.2 SITE DESCRIPTION

The following is based on our site observations and the topographic plans provided by the design team (see also Figure 1). The Site is located on Hutchinson Island opposite Garden City in Chatham County, Georgia. Hutchinson Island is a riverine island between the main channel of the Savannah River and a side channel to the north, known as the Back River. Review of historic maps and aerial photographs indicate that the island generally and the Site in particular have historically been low, marshy and frequently flooded but were significantly raised in the late twentieth century by the addition of dredge spoils from the river. The dredge spoils have also expanded the areal extent of the island, connecting it to other similar islands and filling channels between.

The island is accessible via the Talmadge Bridge (US 17) about 2 ½ miles southeast of the Site.

The Site is located between a dredge spoil area operated by the Corps of Engineers and a treatment pond related to a paper mill across the river. South of the Talmadge Bridge the island is developed with a convention center, golf course, race track, and other amenities dating to the 1990’s. Prior to the current construction, there were port facilities in the southeastern end of the island, but little or no development near the Site.

Current site conditions are thickly wooded with small to medium trees and undergrowth. The surface is irregular with piles of soil. An unpaved road passes through the Site and is used as access to the dredge spoil area to the northwest. Site topography rises steeply from the mean low water level (MLLW, 0 elevation herein) to about 15 feet at the river bank, then varying up to about 30 feet. Below the water level, the river bottom slopes to about -5 feet about 30 feet from shore and then more steeply, up to about 3 horizontal to 1 vertical, from that point to the bottom of the shipping channel which is below -40 feet. Site drainage is irregular and poorly developed, with some undrained depressions. Surficial soils exposed are generally sandy.

A paper mill treatment pond is located to the southeast of the Site with dikes extending up to about elevation 28 feet. A dredge spoil area with dikes extending to over 30 feet elevation is located to the northwest of the Site. The dredge spoil area is a potential source of sandy borrow material for the project.

DO Injection System – Report of Geotechnical Exploration – Down River Site Page 2

The Review of historic USGS topographic maps indicates that the Site and Hutchinson Island generally were a low marsh, apparently well below current elevations in the early 1940’s.

Between the 1955 map and the 1971 photorevision, the shoreline of the island had extended out into the river, suggesting dredge spoil disposal there may have been underway. The size of trees at the site and review of 1994 aerial photographs suggest that little change has occurred in the Site since that time or somewhat before.

1.3 PROJECT INFORMATION

The following project development information is based on building layout plans and discussions with the design team. The Reoxygenation system will draw water from the Savannah River, oxygenate it, and then return it to the Savannah and Back Rivers via piping systems. Significant elements will include:

1. An intake structure with an invert elevation of -13.5 feet. This will be a concrete structure. Three high capacity pumps will bear on top of the structure.