W912P514R0003TspecsAm2Pgs.pdf

Auxiliary Dam Reinforcing Berm Center Hill Reservoir and Left Rim Stabilization DeKalb County, Tennessee

2.1.4.3.2 Alkali-Aggregate Reactivity Test Limits for Non-Qualified Sources

AGGREGATE REACTIVITY TEST LIMITS FOR NON-QUALIFIED SOURCES

PROPERTY FINE AGGREGATE COARSE AGGREGATE TESTS

Petrographic Examination

Argillaceous <3% Chert <10%

Strained Quartz <20%

Chalcedony <5% Ferrous Mineral

<2%

Dolomite <10% Argillaeous <3%

Chert <10% Chalcedony <5%

Insoluble Residue <10% CaO:MgO <15:1 Ferrous Mineral

<2%

ASTM C295/C295M

Alkali-Silica Reactivity

Less than 0.08% at 30 days

Less than 0.08% at 30 days

ASTM C1260

Alkali-Silica Reactivity

Less than 0.08% at 30 days

Less than 0.08% at 30 days

ASTM C1567

Fine and coarse combined - less than 0.08% at 30 days

Alkali-Silica Reactivity

1 year - < 0.04% 1 year - < 0.04% ASTM C1293 standard version

Modified version

2 year - < 0.04% 2 year - < 0.04% modified version w/ alkali content of 0.6%

Fine and coarse combined for 2 years - < 0.04%

Alkali-Carbonate Reactivity

1 year - < 0.03% 1 year - < 0.03% ASTM C1105

a. Petrographic Examination

i. Aggregate - The petrographic examination shall include aggregate count, x-ray diffraction, and thin sections on the coarse aggregates.

ii. Cores of the quarry shall be collected for the entire bench length(s) proposed for mining the aggregate. The cores shall be split vertically full length. They shall be logged and a minimum of 30 sample intervals shall be identified by the Government. One vertical half of the cores shall be tested by ASTM C295/C295M at each sample interval and the other half shall be provided to the Government. Percent calcite shall be determined along with the list in the table above. The x-ray results shall also be analyzed by CSA A23.1-09/A23.2-9-26A and VADOT ACR Triangle (provided in the Geotechnical Appendix; green is the only non-reactive zone).

X-ray peaks and tables shall be provided in the results. If a sample exceeds the mineral limits in the table above or falls in the reactive zones in one or both graphs, the aggregate is considered potentially reactive until proved otherwise by thin section analysis, modified ASTM C1293, and ASTM C1105. The thin

SECTION 03 37 23 Page 31 W912P5-14-R-0003 Amendment No. 0002 sections shall be treated with Alizarin Red S dye on half of the slide. The mineralogy and crystalline texture of each thin section shall be identified and described. Microphotographs of each thin section shall be provided at different scales as needed to identify the mineralogy and texture. Thin sections with the traditional dolomite rhombs in a fine grained calcite, quartz, and/or clay matrix as described in ASTM STP 169D shall be considered potentially reactive.

b. Alkali-Aggregate Reactivity

i. ASTM C1260 and ASTM C1293 Standard - If the aggregate fails

ASTM C1260 (30-days) and ASTM C1293 Standard version, the aggregate shall not be rejected unless ASTM C1567 (30-days), modified ASTM C1293, and ASTM C1105 fails also.

ii. ASTM C1567, ASTM C1293 Modified, and ASTM C1105 - The mortar bar tests shall be performed with the job cementitious materials, final mix design, and proportions of the RCC and facing concrete.

When testing the individual aggregate, all the aggregate in the mortar bar shall be the aggregate undergoing testing. When testing the combination of coarse and fine, the ratio of coarse to fine aggregate in the final mix design shall be used. If the aggregate fails one of these three tests, the aggregate is rejected and shall not be used on the project.

2.1.4.3.3 Definitions of Minerals

a. Argillaceous

Argillaceous is defined as being composed of any of the following:

i. Shale defined as a fine-grained, thinly laminated or fissile sedimentary rock. It is commonly composed of clay or silt or both. It has been subjected to compaction or cementation, but not enough to become slate.

ii. Clay Ironstone is defined as an impure variety of iron carbonate, iron oxide, hydrous iron oxide, or combinations thereof, commonly mixed with clay, silt, or sand. It commonly occurs as dull, early particles, homogeneous concretionary masses, or hard-shell particles with soft interiors. Other names commonly used for clay ironstone are "chocolate bars" and limonite concretions.

iii. Claystone or mudstone is defined as a massive, fine-grained, sedimentary rock that consists predominantly of indurated clay or silt without laminations or fissility. It may be indurated either by compaction or by cementation.

iv. Shalely limestone is defined as limestone in which shale occurs as one or more thin beds or laminae. These laminae may be regular or very irregular and may be spaced from a few inches down to minute fractions of an inch.

b. Chert

Chert is defined as a rock composed of quartz, chalcedony or opal, or any mixture of these forms of silica. It is variable in color. The texture is so fine that the individual mineral grains are too small to be distinguished by the unaided eye. Its hardness is such that it scratches glass but is not scratched by a knife blade; however, SECTION 03 37 23 Page 32

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 00 00

EARTHWORK

PART 1 GENERAL

1.1 SCOPE

1.2 REFERENCES

1.2.1 TDOT Standard Specifications

1.3 PROTECTION OF EXISTING FACILITIES

1.3.1 Saddle Dam and Fuse Plug

1.3.2 Utilities, Fencing and Adjacent Properties

1.4 SURVEYS

1.4.1 Initial Survey

1.4.2 Final Survey

1.5 MEASUREMENT AND PAYMENT

1.6 DEFINITIONS

1.6.1 Satisfactory Materials

1.6.2 Unsatisfactory Materials

1.6.3 Cohesionless and Cohesive Materials

1.6.4 Degree of Compaction

1.6.5 Engineered Rock Fill

1.6.6 Graded Solid Rock Fill

1.6.7 Common Fill

1.7 SUBMITTALS

1.8 UTILIZATION OF EXCAVATED MATERIALS

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR OFFSITE SOILS

2.2 ENGINEERED ROCK FILL

2.3 GRADED SOLID ROCK FILL

2.4 COMMON FILL

PART 3 EXECUTION

3.1 DISPOSAL SITE

3.1.1 Off-site Disposal

3.1.2 On-site Disposal

3.2 HAUL ROADS

3.3 STRIPPING OF TOPSOIL

3.4 FINISHING

3.5 TESTING

3.5.1 Fill Material Gradation

3.5.2 In-Place Densities

3.5.3 Check Tests on In-Place Densities

3.5.4 Moisture Contents

3.5.5 Optimum Moisture and Laboratory Maximum Density

3.6 DISPOSITION OF SURPLUS MATERIAL

3.7 GENERAL EARTHWORK

SECTION 31 00 00 Page 1

3.8 DRAINAGE

3.9 PLACEMENT OF ENGINEERED ROCK FILL

3.10 PLACEMENT OF GRADED SOLID ROCK FILL

3.11 PLACEMENT OF COMMON FILL

3.12 PLACING TOPSOIL

3.13 EMBANKMENT AND EXCAVATION PROTECTION

3.14 SINKHOLE REPAIR AND DISPOSAL AREA PREPARATION

3.15 EXISTING INSTRUMENTATION

3.16 SADDLE DAM CONCRETE PANELS

3.17 APRON COVER

-- End of Section Table of Contents --

SECTION 31 00 00 Page 2

SECTION 31 00 00

EARTHWORK

PART 1 GENERAL

1.1 SCOPE

The work covered by this section consists of performing all earthwork operations in connection with the work required during the course of this contract, with the exception of excavation as described in Section 31 23 05 EXCAVATION. It includes all earthwork as contained in the Contractor's proposal, specified herein, shown on the drawings or as directed by the Contracting Officer in the field.

Work covered under this section of the specifications shall also include workmanship, equipment, survey, materials, supplies, labor, and other necessary items to provide excavation, backfilling, borrowing, stockpiling, maintenance and final acceptance of any earthwork needed. The Contractor shall locate supplemental fill material whether soil or rock in sufficient quantity to perform the prescribed work and shall be responsible for any laboratory testing of soil and rock to meet the material requirements as designated by reference.

Coordination with various on-site Contractors, State of Tennessee with respect to crossings and traffic control on US Highway 96 and 141, Corps of Engineers project personnel, and local authorities shall be required during the construction contract. The Contractor shall receive approval from the Contracting Officer or representative regarding use of the downstream areas of the dam for staging and storage of equipment and facilities.

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 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 D2167 (2008) Density and Unit Weight of Soil in Place by the Rubber Balloon Method

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

SECTION 31 00 00 Page 3

ASTM D3017 (2005) Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)

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

Particle-Size Analysis of Soils

ASTM D4253 (2000; R 2006) Maximum Index Density and Unit Weight of Soils Using a Vibratory Table

ASTM D4318 (2010; E 2014) Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D5519 (2014) Particle Size Analysis of Natural and Man-Made Riprap Materials

ASTM D6938 (2010) 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) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft. (600 kN-m/cu. m.))

TENNESSEE DEPARTMENT OF TRANSPORTATION (TDOT)

TDOT Std Specs (2006) Standard Specifications for Road and Bridge Construction, including subsequent Supplementals to date

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

EPA 600/4-79/020 (1983) Methods for Chemical Analysis of Water and Wastes

EPA SW-846.3-3 (2007, Fourth Edition, Update IV-A and IV-B) Test Methods for Evaluating Solid Waste: Physical/Chemical Methods

1.2.1 TDOT Standard Specifications

All materials, equipment and workmanship shall be in accordance with the applicable portions of TDOT Std Specs, except as otherwise specified. The words listed below are to be substituted in TDOT Std Specs by the words indicated:

Department to Corps of Engineers Bureau to Corps of Engineers Commissioner to Contracting Officer Engineer to Contracting Officer

Measurement and payment provisions contained in the Standard Specifications shall be considered non-applicable to this contract with the exception of specific references to specific provisions. Likewise, no contract administration provisions contained in the Standard Specifications apply to this contract. In general, only the technical provisions associated with a

SECTION 31 00 00 Page 4

Standard Specification reference will apply. The contract clauses, contract administration provisions, and measurement and payment provisions contained in these specifications and contract documents shall govern over any such provisions in the Standard Specifications.

1.3 PROTECTION OF EXISTING FACILITIES

Project features include the concrete, embankment and related portions of the saddle dam and fuse plug. It also includes existing recreational campground facilities, maintenance shops and boat ramp access. Entry into the property exists on Highway 96 and along the lower portion of the state park entrance. The Corps of Engineers drawings depict the dam and all surrounding facilities but may or may not reflect all existing conditions and or utilities within the project area. All existing facilities shall be protected during construction at all times. The Contractor shall complete the various features of work in a manner that provides neatness and as little disturbance as possible. The work being performed has national media attention and should be kept as neat as possible. Pre-construction photographs of facilities prior to improvements and after each new improvement is installed is required. Any structure damaged due to negligence of the Contractor shall be repaired by the Contractor to the original condition or better at no expense to the Government. The photographs required by this paragraph will be the basis of decisions made concerning the damage and repair of items impacted by construction.

1.3.1 Saddle Dam and Fuse Plug

No vehicles or equipment will be allowed on the fuse plug; the fuse plug is outside of the contractor work limits. Only non-tracked vehicles, 3/4-ton or lighter, may access the horizontal concrete aprons upstream and downstream of the fuse plug.

1.3.2 Utilities, Fencing and Adjacent Properties

The Contractor shall make a practice of consulting the Contracting Officer or representative regarding any structure that is in question that may impact the dam or on-site utilities. The Contractor shall note the locations of any fencing, buried lines, buried pipes, drain pipes, buried or overhead lines, light poles and power lines prior to commencement of work. If these lines are to be affected by construction, the Contractor will be responsible for any coordination with and payment of the public utilities for temporary relocation or damage. Clearances of construction equipment shall be established by the Contractor performing the work.

1.4 SURVEYS

1.4.1 Initial Survey

An initial survey will be required of the site to include existing contours and site layout prior to excavation, blasting, demolition, etc. Features to be included are the existing fuse plug, saddle dam (surface elevation of the concrete panels), and contractor laydown area(s) including existing haul roads. No work will be allowed to begin before this survey is performed, reviewed, and approved by the COR for RCC excavation & construction to begin. Survey shall be performed by LiDAR or other method approved by COR.

1.4.2 Final Survey

A final survey will be required to include final grading of the completed site above, below, and along the sides of the RCC structure (to include

SECTION 31 00 00 Page 5 aprons, side slopes, drainage features), all haul roads, and all utilities incorporated into the final site layout. Final survey shall show contours of drainage features, site grading (to include tie in to existing contours in areas not disturbed as part of this work). Survey shall be performed by LiDAR or other method approved by COR.

1.5 MEASUREMENT AND PAYMENT

Measurement and payment shall be made as specified in Section 01 22 00

MEASUREMENT AND PAYMENT.

1.6 DEFINITIONS

1.6.1 Satisfactory Materials

In general, satisfactory materials shall comprise any materials classified by ASTM D2487 as GC, GP-GC, GM-GC, SW, SP, SM, SW-SM, SC, SW-SC, SP-SM, SP-SC, CL, ML, CL-ML, CH, MH, but the materials must be suitable for the intended use. Satisfactory materials intended for fill must meet the respective requirements for Engineered Rock Fill, Graded Solid Rock Fill, and Common Fill.

1.6.2 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include man-made fills; trash; refuse; and material classified as satisfactory which contains root and other organic matter or frozen material. The Contracting Officer shall be notified of any contaminated materials.

1.6.3 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 will be identified as cohesionless only when the fines are nonplastic. Testing required for classifying materials shall be in accordance with ASTM D4318, ASTM C136, ASTM D422, and ASTM D1140.

1.6.4 Degree of Compaction

Degree of compaction required is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D698 abbreviated as a percent of laboratory maximum density for cohesive materials. For cohesionless materials, refer to ASTM D4253.

1.6.5 Engineered Rock Fill

The Engineered Rock Fill shall comprise of appropriately sized and graded rock. The Engineered Rock Fill shall comprise of the rock fill placed in the void between the RCC Berm and the existing Saddle Dam. The Engineered Rock Fill shall consist of rock excavated on site which includes the Stabilizing Berm footprint excavation and Left Rim Stabilization.

1.6.6 Graded Solid Rock Fill

The Graded Solid Rock Fill shall comprise of appropriately sized and graded rock. The Graded Solid Rock Fill shall comprise of the rock fill placed in the following locations, but not limited to sinkhole repair, left rim slope

SECTION 31 00 00 Page 6 stabilization, and left rim pond stabilization.

1.6.7 Common Fill

The Common Fill shall comprise of appropriately sized and graded material.

The common fill shall comprise of the material placed in the following locations, but not limited to the left rim, historical sinkhole repairs, left rim slope stabilization, downstream RCC Berm grading plans, and any site preparation locations. All excavated materials used as fill material that does not conform to Engineered Rock Fill or Graded Solid Rock Fill shall be considered as Common Fill.

1.7 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

Earthwork; G

Procedure and location for disposal of satisfactory and unsatisfactory materials shall be submitted.

Engineered Rock Fill Plan; G

The Contractor shall prepare an Engineered Rock Fill Plan that includes but not be limited to details of the following:

(1) description, type, and quantity of equipment and how it is to be used;

(2) proposed plan and methods for production of proper size and gradation;

(3) proposed traffic patterns, haul road design, disposal, stockpile, and haul road locations;

(4) protection of existing concrete surfaces and structures;

In addition, the Contractor shall incorporate in the Engineered Rock Fill Plan, the required water quality control measures as described in Section 01 57 20, ENVIRONMENTAL PROTECTION and any proposed methods of maintaining water quality requirements of the State of Tennessee. The Engineered Rock Fill Plan shall be in accordance with the requirements in Section 31 23 05 EXCAVATION and Section 31 23 06 BLASTING. Deviations from the plan require a re-submittal two weeks prior to the execution of new techniques, procedures, or equipment.

Sinkhole Repair and Disposal Areas Plan; G

The Contractor shall prepare a General Fill Plan that includes but not be limited to details of the following:

(1) description, type, and quantity of equipment and how the

SECTION 31 00 00 Page 7 equipment is to be used;

(2) proposed plan and methods for production of proper size and gradation;

(3) proposed traffic patterns, haul road design, disposal, stockpile, and haul road locations;

In addition, the Contractor shall incorporate in the Sinkhole Repair and Disposal Areas Plan, the required water quality control measures as described in Section 01 57 20, ENVIRONMENTAL PROTECTION and any proposed methods of maintaining water quality requirements of the State of Tennessee. The Sinkhole Repair and Disposal Areas Plan shall be in accordance with the requirements in Section 31 23 05 EXCAVATION and Section 31 23 06 BLASTING.

Deviations from the plan require a re-submittal two weeks prior to the execution of new techniques, procedures, or equipment.

1.8 UTILIZATION OF EXCAVATED MATERIALS

Unsatisfactory materials removed from excavations shall be disposed of in on-site, as approved by the contracting officer, or off-site disposal areas. Satisfactory material removed from excavations shall be used, insofar as practicable, in the construction of fills, embankments, sub-grades, shoulders, bedding (as backfill), fill between the saddle dam and RCC structure, and for similar purposes as approved by the COR. No satisfactory excavated material shall be wasted without specific written authorization. Satisfactory material authorized to be wasted shall be disposed of in designated areas approved for surplus material storage or designated waste areas as directed. Coarse rock from excavations shall be stockpiled and used for constructing slopes or embankments adjacent to streams, or sides and bottoms of channels and for protecting against erosion. No excavated material shall be disposed of to obstruct the flow of any stream, endanger a partly finished structure, impair the efficiency or appearance of any structure, or be detrimental to the completed work in any way.

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR OFFSITE SOILS

Offsite soils can only be obtained from previously opened, properly permitted, commercial sites meeting the requirements mentioned herein;

otherwise, additional NEPA review will be required as provided in Section

01 57 20 ENVIRONMENTAL PROTECTION.

If the Contractor elects to use offsite borrow sites for soil and is not from a site identified above, the Contractor must provide laboratory certification verifying that the material is free from contamination.

Offsite soils shall not be accepted for use as backfill if determined to be hazardous and contaminated. Contaminants to be screened and tested for are total petroleum hydrocarbons (TPH), Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX), and full TCLP including ignitability, corrosives and reactivity. Backfill shall contain less than 100 parts per million (ppm) of TPH and less than 10 ppm of the sum of BTEX and shall not fail the TCLP test. TPH concentrations shall be determined by using EPA 600/4-79/020 Method 418.1. BTEX concentrations shall be determined by using EPA SW-846.3-3 Method 5030/8020. TCLP shall be performed in accordance with EPA SW-846.3-3 Method 1311. Provide Borrow Site Testing for TPH, BTEX

SECTION 31 00 00 Page 8 and TCLP from a composite sample of material from the borrow site, with a minimum of one test from each borrow site. Offsite borrow may require an Environmental Assessment (EA).

Offsite soils can only be obtained from previously opened, properly permitted, commercial sites meeting the requirements mentioned herein;

otherwise, the contractor should understand additional NEPA review may or may not be required as provided in Section 01 57 20.

2.2 ENGINEERED ROCK FILL

The engineered rock fill material placed between the Saddle Dam and the RCC Berm will be free from soils and organic material. No overburden material will be allowed to be used as engineered rock fill. The engineered rock fill shall not have a diameter greater than 2.25 feet in any direction.

The engineered rock fill shall have less than 10 percent fines (rock passing the No. 4 sieve). The Engineered Rock Fill shall consist of rock excavated on site which includes the Stabilizing Berm footprint excavation and Left Rim Stabilization. Material from the Chattanooga Shale, from the Left Rim Stabilization, is not acceptable material, and shall not be placed between the Saddle Dam and the RCC Berm.

2.3 GRADED SOLID ROCK FILL

The graded solid rock fill shall conform to the TDOT Std Specs Geotechnical Engineering Materials Specifications for Graded Solid Rock. The material shall not be subjected to the Sodium Sulfate Soundness Test.

2.4 COMMON FILL

The common fill shall conform to the TDOT Std Specs Section 205-EMBANKMENTS.

PART 3 EXECUTION

3.1 DISPOSAL SITE

3.1.1 Off-site Disposal

If the Contractor elects to use off-site disposal, the Contractor shall be required to locate off-site disposal areas and will be responsible for identifying, applying, and possessing all permits necessary to dispose of applicable material at the selected off-site disposal areas. If the site is not permitted for disposal, additional NEPA review will be required as provided in Section 01 57 20 ENVIRONMENTAL PROTECTION.

3.1.2 On-site Disposal

The Contractor may elect to use the disposal area on the left rim of the project site shown in the drawings. The on-site disposal will consist of graded solid rock fill and common fill as specified in TDOT Std Specs Section 206 Embankments. The left rim can accommodate 240,000 CY of fill.

3.2 HAUL ROADS

The Contractor shall have two ways to access the RCC Berm Location, Saddle Dam, and Fuse Plug through the existing State of TN Highway 96 and from Edgar Evins State Park Road. The contractor is responsible for any upgrades needed to the haul roads provided and shall leave all haul roads in their improved state at the end of the contract.

SECTION 31 00 00 Page 9

3.3 STRIPPING OF TOPSOIL

Where areas of construction require the removal of topsoil or where construction activities severely damage the existing landscape, topsoil shall be stripped to a depth of 6 inches. Topsoil shall be spread on areas already graded and prepared for topsoil, or transported and deposited in stockpiles convenient to areas that are to receive application of the topsoil later, or at locations indicated or specified. Topsoil shall be kept separate from other excavated materials, brush, litter, objectionable weeds, roots, stones larger than 2 inches in diameter, and other materials that would interfere with planting and maintenance operations. Any surplus of topsoil from excavations and grading shall be removed from the site or as directed by the Contracting Officer.

3.4 FINISHING

The surface of excavations and fills shall be finished to a smooth and compact surface in accordance with the lines, grades, and cross sections or elevations shown on the drawings or approved by the COR. The degree of finish for graded areas shall be within 0.5 foot of the grades and elevations proposed. Gutters and ditches shall be finished in a manner that will result in effective drainage. The surface of areas to be seeded shall be finished to smoothness suitable for the application of seeded materials. Settlement or washing that occurs in graded, top-soiled, or backfilled areas prior to acceptance of the work, shall be repaired and grades re-established to the required elevations and slopes.

All shot rock shall be removed from the Left Rim platform, any damaged areas shall be replaced with compacted aggregate. The platform surface shall be finished to a smooth and compact condition to allow for access by maintenance vehicles.

Slopes are limited to 2H:1V or flatter, and soils shall be placed in horizontal lifts using the stair step method and in no greater than 8-inch lifts.

3.5 TESTING

Testing shall be performed by an US Army Corps of Engineers validated laboratory. If the Contractor elects to establish testing facilities, no work requiring testing will be permitted until the Contractor's facilities have been inspected and approved by the Contracting Officer. Field in-place density shall be determined in accordance with ASTM D1556, ASTM D2167, or ASTM D6938. When ASTM D6938 is used, the calibration curves shall be checked and adjusted using only the sand cone method as described in ASTM D1556. ASTM D6938 results in a wet unit weight of soil and when using this method ASTM D3017 shall be used to determine the moisture content of the soil. The calibration curves furnished with the moisture gauges shall also be checked along with density calibration checks as described in ASTM D3017; the calibration checks of both the density and moisture gauges shall be made 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, the material shall be removed, replaced and re-compacted to meet specification requirements. Tests on re-compacted areas shall be performed to determine conformance with specification requirements. Inspections and test results shall be certified by a registered professional civil engineer. These

SECTION 31 00 00 Page 10 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.

3.5.1 Fill Material Gradation

One test shall be performed per each 500 cubic yards for all stockpiled or in-place fill material or as directed by the Contracting Officer.

Gradation of all fill material shall be determined in accordance with the Contracting Officer approved methodology for determining field densities.

This frequency does not apply to the engineered rock fill or graded solid rock fill. The frequencies for the engineered rock fill and graded solid rock fill are located in paragraph 3.9, PLACEMENT OF ENGINEERED ROCK FILL, and paragraph 3.10, PLACEMENT OF GRADED SOLID ROCK FILL, respectively.

3.5.2 In-Place Densities

One test shall be performed according to the following:

a. One test each lift not to exceed 5000 square yards.

b. One test per 50 square feet, or fraction thereof, of each lift of fill or backfill areas compacted by hand-operated machines.

3.5.3 Check Tests on In-Place Densities

If ASTM D6938 is used, in-place densities shall be checked by ASTM D1556 as follows:

a. One check test per lift for each 5,000 square feet, or fraction thereof, of each lift of fill or backfill compacted by other than hand-operated machines.

b. One check test per lift for each 5,000 square feet, of fill or backfill areas compacted by hand-operated machines.

3.5.4 Moisture Contents

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

3.5.5 Optimum Moisture and Laboratory Maximum Density

Tests shall be made for each type material or source of material including borrow material to determine the optimum moisture and laboratory maximum density values. One representative test is required per 500 linear feet of placed fill and backfill, or when any change in material occurs which may affect the optimum moisture content or laboratory maximum density.

3.6 DISPOSITION OF SURPLUS MATERIAL

Surplus material or other soil material not required or suitable for filling or backfilling, and brush, refuse, stumps, roots, and timber shall be wasted in the disposal areas, whether on-site or off-site, and placed so

SECTION 31 00 00 Page 11 as to facilitate positive drainage with approved measures in place to prevent erosion. Brush/refuse/stumps/roots/timber shall be separated out and piled in separate piles away from surplus soil placement. Surplus soil shall be spread, compacted, and seeded to promote positive drainage and allow vegetation. Burning will not be allowed.

3.7 GENERAL EARTHWORK

The Contractor shall perform excavation of every type of material encountered within the limits of the project to the lines, grades, and elevations indicated and as specified. Grading shall be in conformity with the typical sections shown and the tolerances specified in paragraph FINISHING. Satisfactory excavated materials shall be transported to and placed in fill or embankment within the limits of the work. Surplus satisfactory excavated material not required for fill or embankment shall be disposed of in areas approved for surplus material storage or designated waste areas. Unsatisfactory excavated material shall be disposed of in designated waste or spoil areas. During construction, excavation and fill shall be performed in a manner and sequence that will provide proper drainage at all times. Material required for fill or embankment in excess of that produced by excavation within the grading limits shall be excavated from other approved areas selected by the Contractor as specified. The Contractor shall perform excavation in accordance with Section 31 23 05

EXCAVATION.

3.8 DRAINAGE

Excavations shall be made to the lines, grades, and elevations as shown on the drawings or as directed by the Contracting Officer. Trenches and foundation pits shall be of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations. Rock or other hard foundation material shall be cleaned of loose debris and cut to a firm, level, stepped, or serrated surface. Loose disintegrated rock and thin strata shall be removed.

3.9 PLACEMENT OF ENGINEERED ROCK FILL

The finished fill shall be free from objectionable pockets of small stones and clusters of larger stones. During placement, the stone shall not be dropped from a height greater than 3 feet so as not to fracture the engineered rock fill. The concrete surfaces on the Saddle Dam and the RCC Berm shall not be damaged from placement of the rock fill. The contractor shall provide one gradation curve per 20,000 Tons of rock fill per ASTM D5519 Method A. The gradation curve will be subject to USACE COR approval. The rock fill shall be placed in lifts not to exceed 4 feet.

Compact the rock fill by making a minimum of 6 passes with tracked equipment. A pass in one direction shall constitute one pass. A forward direction pass followed by a reversed direction pass shall constitute two passes.

3.10 PLACEMENT OF GRADED SOLID ROCK FILL

The finished fill shall be free from objectionable pockets of small stones and clusters of larger stones. During placement, the stone shall not be dropped from a height greater than 3 feet so as not to fracture the graded solid rock fill. The contractor shall provide one gradation curve per 20,000 Tons of graded solid rock fill per ASTM D5519 Method A. The gradation curve will be subject to USACE COR approval. The graded solid rock fill shall be placed and compacted according to TDOT Std Specs.

SECTION 31 00 00 Page 12

3.11 PLACEMENT OF COMMON FILL

Common fill for the dam, disposal areas, and other Contractor designed features shall be compacted in accordance with TDOT Std Specs. In addition, common fill lifts that only consist of clay materials shall not exceed 8 inches. Common fill shall be placed and compacted to at least 95 percent laboratory maximum density to prevent wedging action or eccentric loading upon or against the structure. The common fill shall conform to the TDOT Std Specs Section 205 EMBANKMENTS. The common fill shall be free from organic materials such as brush, roots, and woody vegetation.

3.12 PLACING TOPSOIL

On areas to receive topsoil, the compacted subgrade soil shall be scarified to a 2 inch depth for bonding of topsoil with subsoil. Topsoil then shall be spread evenly to a thickness of 6 inches and graded to the required elevations and slopes. Topsoil shall not be spread when frozen or excessively wet or dry. Obtaining material required for topsoil in excess of that produced by excavation within the grading limits shall be the responsibility of the Contractor.

Allowable moisture contents shall be within 2% of the optimum moisture content value for the material being placed.

3.13 EMBANKMENT AND EXCAVATION PROTECTION

During construction, embankments and excavations shall be kept shaped and drained. Ditches and drains shall be maintained to drain effectively at all times.

3.14 SINKHOLE REPAIR AND DISPOSAL AREA PREPARATION

Sinkhole treatment method in the stormwater pond fill area shall be as per the Tennessee Department of Transportation, Sinkhole Repair 1 attached to this document except that "A Representative of the Geotechnical Engineering Section of the Division of Materials and Tests" shall be replaced as "Representative of the Contracting Officer," No. 57 stone is not required as detailed in the TDOT Std Specs and common fill may be placed over the entire top of the sinkhole. The sequence of construction for the sinkhole repair and preparation of the stormwater pond area for fill is given below. Features titled below can be found and located through the drawings.

1) Base of stormwater pond shall be cleaned and grubbed removing vegetation, organic materials, obstructions and loose debris as per TDOT Std Specs Section 205.03. Additional undercut excavation of the stormwater pond shall not be required except as needed for sinkhole repair(s), or as needed for access to the stormwater pond area to provide working surface for the Contractor.

2) Excavate Sinkhole, removing loose soil and debris to a defined opening in rock making sure to remove all soil and debris or to a 1:1 backslope tied into the surrounding slope. If soil continues inside and beneath defined opening of the rock, excavation may cease where a narrow bucket used with an excavator cannot reach into the opening or sooner as directed by the Contracting Officer. Steeper cuts may be used, with the concurrence of the COR if stable fill material will be placed immediately against the open soil cut. Contractor shall be responsible for the stability of the cut and for ensuring that the soil slope above

SECTION 31 00 00 Page 13 this excavated area around sinkhole does not fail into the stormwater pond.

3) Fit keystone rocks, large diameter rocks, in the defined rock opening of the sinkhole. These keystone rocks shall be of sufficient size to lock in place without creating an airblock to surface drainage.

Keystones shall be in contact with rock, and shall not be supported by soil.

4) Place Type IV geotextile in the base of the stormwater pond, on the side slopes of the stormwater pond, across the keystones and on the soil slope excavated around the sinkhole. Geotextile shall be placed beneath all graded solid rock.

5) Backfill sinkhole and base of stormwater pond with graded solid rock.

This rock fill placed in the stormwater pond shall be at least 3 feet in depth. If this three feet of rock fill does not completely cover the backfilled sinkhole, graded solid rock fill shall tie from the pond fill area to the backslope above the sinkhole at no more than a 1:1 slope.

6) Number 57 stone, or other free draining material approved by the

Contracting Officer, may be used above graded solid rock fill to provide a buffer between graded solid rock fill and fill material that will be replaced above. This material may be omitted if graded solid rock fill provides a sufficient working surface for placement of type IV geotextile above the graded solid rock fill before common fill is added to the stormwater pond.

7) Place Type IV geotextile across graded solid rock. Common fill, properly placed and compacted according to TDOT Std Specs Section

205.04 and 205.05 shall then be allowed to be placed above stormwater pond repair and sinkhole repair. Contractor shall be responsible to clean and grub slopes above this repair in preparation of any fill placement as per TDOT Std Specs Section 205.03. All fill, regardless of approved material used, shall be placed in a stable manner such that the subsequent embankment is stable and ties into the surrounding slopes. Contractor shall submit slope stability calculations showing that final fill area configuration is stable, with a factor of safety no less than 1.5.

8) If fill will extend to other sinkhole locations, sinkhole shall be excavated, keystones placed, type IV geotextile placed and graded solid rock, or smaller free draining sound rock shall be used to bring excavation up to surrounding grade with type IV geotextile placed on top of rock fill before additional common fill is placed above.

Type IV Geotextile shall be materials as approved by the Tennessee Department of Transportation as "Rolled Erosion Control Products, Type IV" from the TDOT Qualified Products list:

http://www.tdot.state.tn.us/materials/reseval/docs/qualprodlist.pdf

Geotextile shall be placed loosely, with no wrinkles or folds in direct contact with the ground or rock fill. In all cases the overlap of successive sheets shall place the upslope sheet on top of the down slope sheet. If sewn, the seams of each strip of fabric shall be sewn using either a standard J seam or Butterfly seam for all fabric placed below the graded solid rock. Thermal welding or adhesives are also allowable as per manufacturers' recommendations and instructions for

SECTION 31 00 00 Page 14 the specific product used. All seams shall be exposed such that the seams can be inspected and repairs easily made should a faulty seam be encountered. Hog rings and staples shall not be used as seaming material. All fill shall be placed carefully on the geotextile to prevent damage, all damaged sections shall be patched or replaced.

Construction vehicles shall never be driven directly onto the geotextile. Storage and handling of the geotextile shall be in accordance with manufacturers' recommendations.

3.15 EXISTING INSTRUMENTATION

The Contractor shall be responsible for any damage and replacement activities required to existing instrumentation. The Contractor shall not remove or relocate any existing instrumentation without prior authorization of the Contracting Officer. The layout of existing instrumentation is provided in the plans.

3.16 SADDLE DAM CONCRETE PANELS

The Contractor shall leave the existing Saddle Dam concrete panels in place with the exception of the panels located within the footprint of the RCC structure and the area required for slope stability excavation. The concrete panels to be moved shall be removed to the nearest joints. The concrete panels may be disposed in onsite disposal areas if broken up into pieces similar to the rock debris.

3.17 APRON COVER

The apron shall be covered with at least two feet of soil material. The top six inches of the soil cover shall be topsoil. The topsoil shall be seeded in accordance with section 32 92 19 SEEDING.

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SECTION 31 00 00 Page 15

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FOR DUPLEX PRINTING

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 23 06

BLASTING

PART 1 GENERAL

1.1 SCOPE

1.2 RELATED WORK SPECIFIED ELSEWHERE

1.3 REFERENCES

1.4 SUBMITTALS

1.5 DEFINITIONS

1.5.1 Buffer Zone

1.5.2 Deck

1.5.3 Peak Particle Velocity

1.5.4 Shot or Blast

1.5.5 Line Drilling

1.5.6 Pre-Splitting, Precision Pre-Splitting

1.5.7 Flyrock

PART 2 PRODUCTS

2.1 STORAGE AND USE OF EXPLOSIVES

2.1.1 General

2.1.2 Blasting Products

2.1.3 Magazines

2.1.4 Magazine Keeper

PART 3 EXECUTION

3.1 GENERAL

3.2 SAFETY PROCEDURES

3.2.1 General

3.2.2 Coordination

3.2.3 Public Notice of Blasting Operations

3.2.4 Public Meetings

3.2.5 Warnings and Signals

3.2.6 Traffic Control During Blasts

3.2.7 Lightning Protection

3.2.8 Check for Misfires

3.2.9 Misfire Handling Procedures

3.2.10 Limitations on Blasting

3.3 OPERATIONAL REQUIREMENTS

3.3.1 Blasting

3.3.2 Shot Gradation

3.4 BLASTING PERSONNEL

3.4.1 Blasting Specialist

3.4.2 Blasting Consultant

3.4.2.1 General

3.4.2.2 Blasting Problems

3.4.3 Blaster in Charge

SECTION 31 23 06 Page 1

3.5 MASTER BLASTING PLAN

3.6 RECORD KEEPING

3.6.1 Pre-Blast Survey

3.6.2 Daily Explosive Material Consumption

3.6.3 Report of Loss

3.6.4 Daily Blasting Logs

3.6.5 Video Recording of Blasts

3.7 BLAST EFFECT MONITORING

3.7.1 Measuring and Recording Instruments

3.7.2 Seismic Specialist

3.7.3 Vibration Monitoring

3.7.3.1 General

3.7.3.2 Blasting Near Green Concrete

3.7.3.3 Seismograph Locations

3.7.3.4 Results of Vibration Monitoring

3.7.4 Airblast Monitoring

3.7.5 Flyrock Control

3.7.6 Rock Damage Control

3.8 TEST BLASTING

3.9 SEQUENCING OF PRODUCTION AND PRE-SPLIT BLASTING

3.10 BLASTHOLE DRILLING

3.10.1 Drilling Logs

3.11 PRODUCTION BLASTING

3.11.1 General Considerations

3.12 PRE-SPLIT BLASTING

3.12.1 General Considerations

3.12.2 Pre-split Locations

3.12.3 Cushion or Trim Blasting

3.13 LINE DRILLING

3.13.1 Line Drilling Locations

3.14 SCALING

3.15 STEMMING

3.16 SUBDRILLING

-- End of Section Table of Contents --

SECTION 31 23 06 Page 2

SECTION 31 23 06

BLASTING

PART 1 GENERAL

1.1 SCOPE

The work covered by this section are those activities associated with excavation by blasting including but not limited to test blasting, production blasting, pre-splitting and line drilling, excavation plan, pre-blast survey, blasting plans, daily drilling logs, daily blasting logs, blasting reports, blasting specialist, blasting consultant oversight, blast (seismic) monitoring, video recording of blasts, and any other related blasting tasks to complete rock excavation to the lines and grades specified herein and shown on the contract Drawings or as directed by the Contracting Officer's Representative in accordance with Section 31 23 05, EXCAVATION.

1.2 RELATED WORK SPECIFIED ELSEWHERE

01 33 00 SUBMITTAL PROCEDURES

03 37 13 SHOTCRETE

31 23 05 EXCAVATION

31 23 07 ROCK SLOPE SCALING

31 68 13 REINFORCEMENT FOR SLOPE PROTECTION

1.3 REFERENCES

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

AMERICAN SOCIETY OF SAFETY ENGINEERS (ASSE/SAFE)

ASSE/SAFE A10.7 (2011) Safety Requirements for Transportation, Storage, Handling and Use of Commercial Explosives and Blasting Agents

INSTITUTE OF ELECTRICAL AND ELECTRONICS ENGINEERS (IEEE)

IEEE C95.4 (2002; R 2008) Recommended Practice for Determining Safe Distances from Radio Frequency Transmitting Antennas When Using Electric Blasting Caps During Explosive Operations

THE BUREAU OF ALCOHOL, TOBACCO, FIREARMS AND EXPLOSIVES (ATF)

ATF P5400.7 (2012) Federal Explosives Law and Regulations

INSTITUTE OF MAKERS OF EXPLOSIVES (IME)

IME SLP 17 (2011) Safety in the Transportation, SECTION 31 23 06 Page 3

Storage, Handling and Use of Explosive Materials

NATIONAL FIRE PROTECTION ASSOCIATION (NFPA)

NFPA 495 (2013) Explosive Materials Code

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2014) Safety and Health Requirements Manual

U.S. BUREAU OF MINES (USBM)

USBM RI 8507 (1980) Structure Response and Damage Produced by Ground Vibration From Surface Mine Blasting

U.S. DEPARTMENT OF TRANSPORTATION (DOT)

DOT 4500.9R Defense Transportation Regulation, Part 2, Cargo Movement, Chapter 204, Hazardous Material

U.S. FEDERAL HIGHWAY ADMINISTRATION (FHWA)

FHWA-HI-92-001 (2008) Rock Blasting and Overbreak Control, 4th Edition

U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)

27 CFR 555 Commerce in Explosives

29 CFR 1910 Occupational Safety and Health Standards

29 CFR 1910.109 Explosives and Blasting Agents

29 CFR 1926 Safety and Health Regulations for Construction

30 CFR 715.19 Use of Explosives

49 CFR 177 Carriage by Public Highway

The aforementioned references are not all inclusive, and it shall remain the responsibility of the Contractor to obtain, know, and comply with applicable Federal, State, and Local regulations not included in the references. In case of a conflict between the regulations and specifications, the Contracting Officer's Representative shall determine which applies.

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. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SECTION 31 23 06 Page 4

SD-01 Preconstruction Submittals

Master Blasting Plan; G

At least 30 days prior to commencing drilling and blasting operations the Contractor will submit a master blasting plan to the Contracting Officer's Representative for review and approval.

The requirements of the Master Blasting Plan are outlined in paragraph 3.5, Master Blasting Plan, and must be submitted to the Contracting Officer's Representative for review and approval at least 30 days prior to commencement of any blasting.

SD-05 Design Data

Daily Blasting Logs; G

At the end of each shift, the Contractor shall provide the Contracting Officer's Representative a daily log of blasting operations and the blasthole drill logs for the blast. The blasting log shall be submitted no later than 0800 hours of the following work day. Submitted logs shall clearly state which site they refer to: either Left Rim Stabilization or RCC Berm Excavation. In addition to the hard copy of the log, the contractor shall submit the blasting data, digitally, in the database specified in Section 01 31 00 DATA MANAGEMENT. The log shall include:

a. Blast number, i.e., L13-Lift #3;

b. Date and time of blast;

c. Blasthole designation and location by station and offset from the site baseline, (i.e., L8-13 (3+45, 75B));

d. Amount, type and depth of explosives and stemming, and delay in each hole;

e. Plan view, drawn to scale, of blastholes in the shot pattern showing in-hole and surface delays;

f. All information required as per paragraph 3.6.4, Daily Blasting Reports.

The Contractor shall have one individual present during all loading operations whose sole responsibility is keeping accurate records of the above information required for each daily blasting log. The Contractor shall submit the name of the responsible individual and an example of a daily blasting log to the Contracting Officer's Representative for approval as least 30 days for commencement of any blasting. Failure of the Contractor to submit satisfactory Daily Blasting Logs shall result in suspension of any additional blasting until compliance with this contract requirement.

Daily Drilling Logs; G

Submitted logs shall clearly state which site they refer to:

either Left Rim Stabilization or RCC Berm Excavation. The driller is required to keep precise drilling logs of each blasthole

SECTION 31 23 06 Page 5 showing:

a. Blast number, i.e., L16-Lift #2;

b. Blasthole designation and location by station and offset from axis of dam, (i.e., L10-13 (5+45, 85'));

c. Blasthole depth;

d. Elevation of top of blasthole;

e. Subdrill depth (except for the lifts to foundation grade where subdrilling is strictly prohibited.);

f. Depth(s) of geological features i.e., voids, clay seams, etc. encountered in the blasthole.

Copies of the daily drilling logs shall be submitted to the Contracting Officer's Representative before loading blastholes and with the daily blast reports. The Contractor shall submit an example of a daily drilling log to the Contracting Officer's Representative for approval at least 30 days prior to commencement of any blasting.

Blasting Plan; G

Individual blast plans for each blast shall…