B.08.03_Amendment_2_Updated_31_00_00.pdf

C-44 Reservoir/STA Project, C-44 Intake Canal - Bank Stabilization (ICBS), Martin County, Florida

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 00 00

EARTHWORK

PART 1 GENERAL

1.1 SUMMARY

1.2 REFERENCES

1.3 DEFINITIONS

1.4 SUBMITTALS

1.5 INSPECTION COORDINATION

PART 2 PRODUCTS

2.1 MANAGEMENT OF EXCAVATIONS

2.2 MATERIALS

PART 3 EXECUTION

3.1 SITE PREPARATION

3.2 PROTECTION

3.3 SITE EXCAVATION AND GRADING

3.3.1 Intake Canal Slope Excavation

3.4 FILL PLACEMENT

3.4.1 General

3.4.2 Placement

3.4.3 Moisture Control

3.4.4 Final Dressing of Slopes

3.5 COMPACTION DENSITY REQUIREMENTS

3.6 FIELD TESTING

3.6.1 Materials Testing

3.7 FILL MATERIAL GRADATION AND ORGANIC CONTENT

3.8 MOISTURE CONTENT

3.8.1 Optimum Moisture and Laboratory Maximum Density

3.9 DISPOSAL OF EXCESS SOIL

3.10 AS-BUILT SURVEYS AND RECORDS

3.10.1 As-Built Cross Sections Along Canal and Roadway Alignments

3.10.2 Records and Submittals

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SECTION 31 00 00 Page 1 W912EP19R0013 Amendment 0002

SECTION 31 00 00

EARTHWORK

PART 1 GENERAL

1.1 SUMMARY

This section covers all labor, equipment, and materials for all excavating, filling, backfilling, compacting, grading and all related items of earthwork necessary to complete the work indicated or specified.

Related Sections:

Section 32 92 19 SEEDING AND SODDING

1.2 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.

ASTM INTERNATIONAL (ASTM)

ASTM D1556/D1556M (2015; E 2016) Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method

ASTM D2488 (2017; E 2018) Standard Practice for Description and Identification of Soils (Visual-Manual Procedure)

ASTM D2974 (2014) Moisture, Ash, and Organic Matter of Peat and Other Organic Soils

ASTM D422 (1963; R 2007; E 2014; E 2014)

Particle-Size Analysis of Soils

ASTM D6938 (2017a) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

ASTM D698 (2012; E 2014; E 2015) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft.

(600 kN-m/cu. m.))

1.3 DEFINITIONS

Stripping:

Stripping shall be machine removal of surficial sandy topsoil containing debris, roots, and organic material to a nominal depth of 6 inches.

SECTION 31 00 00 Page 2

Excavation:

Excavation shall be the removal of all materials within the defined configuration to the limit of excavation shown on the Drawings as necessary, excluding stripping material.

Fill:

Soil that is free of debris, roots, and organic matter that has uniform moisture content and is compacted within the specific moisture content limits and minimum dry density as determined by the Government. Excavated materials acquired in the process of re-grading the channel slope to accommodate riprap placement shall be used for fill, provided the material does not contain vegetation, organic materials, or otherwise meet the definition of unsuitable fill as defined in this section. Should additional fill be required, the Contracting Officer shall authorize use of an approved on-site source.

Unsuitable Fill:

Unsuitable material for fill shall include man-made fills, trash, debris, roots, soils with an organic content greater than two percent (as determined by ASTM D2974, Test Method C), or any other deleterious materials. Note that soils will not be considered unsuitable based solely on water content. Such soils will be considered suitable if they otherwise meet the specification requirements and can be processed to an acceptable moisture content.

1.4 SUBMITTALS

Government approval 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. The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Slope Restoration Plan ; G, RO

The Contractor shall prepare and submit a comprehensive plan for repairing any erosion, scour or gullies within the finished grade, including dewatering, excavation, and installation of fill. The plan shall include the Contractor's proposed method for compacting and testing any subgrade along the side slopes of the canal in accordance with the specifications.

SD-06 Test Reports

Testing ; G, DO

Within 24 hours of conclusion of physical tests, copies of test results, including calibration curves and results of calibration tests.

As-Built Surveys and Records ; G, RO

Submit certified survey data of completed work within 30 days of

SECTION 31 00 00 Page 3 completion.

SD-07 Certificates

Testing ; G, DO

Qualifications of the Government validated commercial testing laboratory or the Contractor's validated testing facilities.

SD-11 Closeout Submittals

Records and Submittals ; G, RO

Submit final certified site survey at the completion of the work including a record of all field notes.

1.5 INSPECTION COORDINATION

The Contractor shall provide access to the work on a continual basis as required for inspection and testing by the Government.

PART 2 PRODUCTS

2.1 MANAGEMENT OF EXCAVATIONS

The Contractor shall excavate materials from areas shown on the drawings.

The Contractor shall consider materials encountered in the canal excavations or other designated borrow areas as suitable for use as fill provided the materials are properly blended, processed, and moisture conditioned.

2.2 MATERIALS

Soils placed on canal slopes, if required in order to meet specified lines and grades, shall meet the definition of fill. Moisture conditioning of canal excavation materials or the Contracting Officer's alternate source soils (if required) may be required prior to placement.

PART 3 EXECUTION

3.1 SITE PREPARATION

Clearing and Land Preparation: The Contractor shall perform clearing and land preparations as necessary for use of the stage/laydown area, disposal area, and for installation of the riprap system shown in the drawings.

Care should be taken to not disturb areas adjacent to work areas.

3.2 PROTECTION

Protect existing surface and subsurface features on-site and adjacent to site as follows:

Provide barricades, coverings, or other types of protection necessary to prevent damage to existing items indicated to remain in place. This includes, but is not limited to FPL transmission poles, guide wires, and power lines; monitoring wells and staff gauges; irrigation and drainage structures; and associated equipment.

Protect and maintain benchmarks, monuments or other established reference

SECTION 31 00 00 Page 4 points and property corners. If disturbed or destroyed, the Contractor shall replace them at his own expense as directed by the Contracting Officer.

Verify location of all utilities. Note that the utility locations shown on the Drawings are for information only, and may not be inclusive of all utilities within the Project site. Actual locations of utilities may also vary from the locations shown on the Drawings. The Contractor is responsible for securing and examining local utility records for location data. The Contractor shall:

a. Take necessary precautions to protect existing utilities from damage due to any construction activity.

b. Repair damage to utility items at Contractor's own expense.

c. In case of damage, notify Contracting Officer at once so required protective measures may be taken.

Protect structures not indicated to be removed. Any damage to these structures shall be repaired to original condition. All repairs to be made and paid for by Contractor.

Provide full access to public and private premises, street crossings, and other points as designated by Contracting Officer to prevent interruption of travel.

Maintain stockpiles and excavations in such a manner as to provide site access at all times.

Avoid surcharge or excavation procedures which can result in heaving, caving, or slides.

Dispose of all non-combustible materials, legally, off site. Combustible material stockpiles may be burned in accordance with applicable regulations.

3.3 SITE EXCAVATION AND GRADING

The work includes all operations in connection with excavation, borrow, construction of fills and disposal of excess materials.

3.3.1 Intake Canal Slope Excavation

The Contractor shall perform Intake Canal slope excavation by any method meeting the requirements of these Specifications and the Drawings. The excavated slopes and bottom of the canal shall be graded smooth and uniform in accordance with the lines and grades shown on the Drawings.

A tolerance of 0.5 foot above or below the lines and grades indicated will be permitted; however, the area of material left above the lines and grades indicated shall not exceed the area of the material removed below the lines and grades indicated.

3.4 FILL PLACEMENT

The necessity for fill is not anticipated for this Project with the exception of regrading of the side slopes or other feature(s) as directed by the Contracting Officer. Any erosion, scour or gullies within the

SECTION 31 00 00 Page 5 finished slopes shall be repaired by the Contractor prior to final grading or rip rap placement, whichever occurs first. The Government noted the following slope areas requiring repair, and any additional area shall be repaired by the Contractor as directed by the Contracting Officer. The beginning and ending stations of the repair areas are approximate and may vary in length. The canal bank scour generally consists of erosion or sloughing to a depth of 2 to 6 feet with a top elevations shown in the table.

Noted Erosion Location Noted Top Elevation of the Erosion Area

Start Station End Station Slope Side

68+95 70+35 East 17.0 feet

66+90 68+65 East 18.3 feet

57+70 60+45 East 19.2 feet

29+40 30+85 East 17.2 feet

57+70 59+73 West 16.9 feet

3.4.1 General

Construct fills at locations and to lines and grades indicated. Completed fill shall correspond to the shape of the typical cross-section or contour indicated. Fill shall conform to the material specifications of this Section.

No fill shall be placed on any part of the foundation or previous lift of fill until such areas have been tested for compaction and have been approved by the Contracting Officer . , with the exception of placement in the wet areas as discussed below.

Fill placement shall be performed in areas free of standing, stagnant or flowing water . ; however, if the canal stage is higher than the elevation of the excavation bottom, placement in the wet is allowed.

3.4.2 Placement

The compacted surface of each lift shall be scarified by light disking, or by any other approved method, before the succeeding layer is placed.

After dumping the succeeding lift, spread materials by bulldozers or other approved means in approximately horizontal layers over the entire fill area.

The maximum thickness of loose fill shall be 12 inches provided the required moisture conditioning and compaction can be achieved consistently. The thickness shall be reduced if necessary to achieve uniform moisture conditioning and compaction.

The entire surface of any section of the fill shall be maintained in such condition that construction equipment can travel on any part. Ruts in the surface of any layer shall be removed by scarifying before placing and compacting additional material.

SECTION 31 00 00 Page 6

In cases where placement in the wet is required due to canal stage, fill material shall be dumped therein until it reaches an elevation 2 foot above the water surface, or until a stable fill surface is obtained before layer construction will be required, after which backfill shall be placed and compacted as described herein. The material deposited under water shall be placed in such a manner to ensure that any soft material will be forced progressively outward from the section and not be trapped within the base of the embankment. Fill placed in water may necessitate overbuilding and subsequently cutting the slope to required grade and cross section.

3.4.3 Moisture Control

The materials in each layer of the fill shall contain the amount of moisture, within the limits necessary to obtain the specified compaction.

Material that is not within the specified limits at the time of compaction shall be reworked, as directed by the Contracting Officer.

The moisture content after compaction based on Government's testing shall be as uniform as practicable throughout any one layer:

Material that is too wet shall be spread on the embankment or borrow area and permitted to dry, assisted by disking, harrowing, or other means, if necessary, until the moisture content is reduced to an amount within the specified limits.

When the material is too dry, water shall be added and uniformly blended into the material as necessary until the moisture content is raised to an amount within the specified limits.

Harrowing, disking, or other approved methods will be required to work the moisture into the material until a uniform distribution of moisture is obtained.

If, in the opinion of the Contracting Officer, the top or contact surfaces of the partial fill section become too dry to permit suitable bond between these surfaces and the additional fill to be placed thereon:

Loosen the dried materials by scarifying harrowing or disking to such depths as may be directed.

Dampen the loosened material to an acceptable moisture content.

Compact this layer in accordance with the applicable requirements.

3.4.4 Final Dressing of Slopes

Following completion of riprap placement and compaction, the Contractor shall grade canal slopes smooth and uniform in accordance with the lines and grades shown on the drawings.

3.5 COMPACTION DENSITY REQUIREMENTS

Provide groundwater dewatering system necessary to successfully complete compaction and construction requirements. Prior to compaction, remove loose, wet, or soft material and replace with approved material as directed by Contracting Officer.

SECTION 31 00 00 Page 7

When the moisture content and the condition of the fill layer is satisfactory, Contractor shall assure the fill is compacted to the minimum specified percentage of the following maximum dry density:

Location Material Type Percent of the Maximum Dry Density

ASTM Test Method

Intake Canal Fill 95 ASTM D698

3.6 FIELD TESTING

As a part of the Contractor Quality Control (CQC) system required by Section 01 45 04 CONTRACTOR QUALITY CONTROL, the Contractor shall establish and maintain field quality control for embankment and backfill operations to assure compliance with contract requirements and maintain detailed records of field quality control for all operations.

3.6.1 Materials Testing

The Contractor shall perform sufficient testing to ensure that the fill is being constructed as specified. The testing program specified below shall be considered the minimum acceptable frequency of testing. This does not relieve the Contractor from the responsibility of performing additional testing if required to ensure compliance with these specifications.

LOCATION TEST FREQUENCY

Intake Canal 2 tests per day or 1 test per 500 LF of channe1, whichever is greater

One test is required for construction of 500 LF of channel bank stabilization on both sides of channel.

Contractor shall determine the USCS classification per ASTM D2488 and moisture content for each in-place density test.

When test results indicate that compaction is not as specified, remove the material, replace and recompact to meet 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, if performed at the appropriate time, will be the minimum acceptable for each type operation.

Nuclear methods ( ASTM D6938) or Sand Cone methods ( ASTM D1556/D1556M ) shall be used for measuring in-place density. If the nuclear method is used, one Sand Cone test shall be performed daily for the first and every 10 subsequent nuclear method tests with a minimum of one sand cone test per shift and material type.

Sand cone tests shall be performed adjacent to the location of the nuclear test, shall include a nominal 6 inch diameter sand cone, and shall include a minimum wet soil weight of 6 pounds extracted from the hole. Nuclear density testing equipment shall not be used during rain. The density correlations shall be submitted with test results. Each transmittal including density test data shall include a summary of all density

SECTION 31 00 00 Page 8 correlations for the job neatly prepared on a summary sheet including at a minimum:

a. Meter serial number and operators initials.

b. Standard count for each test.

c. Fill description, material type, and USCS classification.

d. Probe depth.

e. Moisture content by each test method and the deviation.

f. Wet density by each test method and the deviation.

g. Dry density.

h. Corresponding proctor and values (max dry density and optimum moisture).

i. Percent (%) compaction or density attained and indication of passing/failing.

Additional Testing:

The Contracting Officer may request additional tests if there is reason to doubt the adequacy of the compaction, or special compaction procedures are being used, or materials change or if the Contracting Officer determines that the Contractor's testing is inadequate or the Contractor is concentrating fill operations in a relatively small area.

3.7 FILL MATERIAL GRADATION AND ORGANIC CONTENT

One test per 5,000 cubic yards stockpiled or in-place source material.

Determine gradation of fill and backfill material in accordance with ASTM D422 and organic content in accordance with ASTM D2974 (Method C).

3.8 MOISTURE CONTENT

In the stockpile, excavation, or borrow areas, perform a minimum of two tests per day per type of material or source of material being placed during stable weather conditions. During unstable weather, perform tests as dictated by local conditions and approved by the Contracting Officer.

3.8.1 Optimum Moisture and Laboratory Maximum Density

Perform tests for each type of material or source of material including borrow material to determine the optimum moisture and laboratory maximum density values. One representative test per 3,500 cubic yards of fill and backfill, or when any change in material occurs which may affect the optimum moisture content or laboratory maximum density.

3.9 DISPOSAL OF EXCESS SOIL

Contractor shall dispose of any excess soil removed from Intake Canal Slope during riprap placement at a disposal area indicated on the drawings.

SECTION 31 00 00 Page 9

3.10 AS-BUILT SURVEYS AND RECORDS

3.10.1 As-Built Cross Sections Along Canal and Roadway Alignments

Cross sections shall be surveyed based on the following criteria.

Each field topographic surveyed cross section shall extend to the limits of the stabilization measures, seeding, and sodding to be completed as shown in typical sections.

Maximum spacing between surveyed intervals shall not exceed 200 ft.

Additionally, sections shall be obtained at any change of vertical and horizontal alignment.

3.10.2 Records and Submittals

Submittal: Provide name, address, and resume of individuals responsible for surveying including layout and records to the Contracting Officer prior to start of survey activities. All survey submittals must be approved by the Contracting Officer's Surveyor.

Records: As the work progresses, submit to the Contracting Officer site survey data showing coordinates and elevations of the completed Work.

Submit a copy of the field notes. A final certified site survey shall be submitted at the completion of the Work.

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