17-R-0019-0004-1.pdf

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 22 26.99 15

IMPERVIOUS EARTHWORK FOR SLIDE GT-01-16L (PL84-99)

PART 1 GENERAL

1.1 SCOPE

1.2 REFERENCES

1.3 SUBMITTALS

1.4 QUALITY CONTROL

PART 2 PRODUCTS

2.1 EQUIPMENT

2.1.1 Compaction Equipment

2.1.1.1 Crawler-Type Tractors

2.1.1.2 Sheeps Foot Rollers

2.1.2 Spreading Equipment

2.1.3 Miscellaneous Equipment

2.1.4 Sprinkling Equipment

2.1.5 Pneumatic Backfill Tampers

2.1.6 Power Tamping Rammers

2.2 EMBANKMENT MATERIALS

2.2.1 Suitable Embankment Materials

2.2.2 Clay Cap

2.2.3 On-site Excavated Material

2.2.4 Topsoil

2.2.5 Unsuitable Materials

2.2.6 Frozen Materials

PART 3 EXECUTION

3.1 FOUNDATION PREPARATIONS

3.1.1 Scarifying

3.1.2 Drainage

3.1.3 Frozen Ground

3.2 EXCAVATIONS

3.2.1 Topsoil Removal

3.3 EMBANKMENT CONSTRUCTION

3.3.1 Placement of Impervious Fills

3.3.1.1 Impervious Embankment Moisture Control

3.3.2 Compaction

3.3.2.1 Impervious Embankment Compaction

3.3.2.1.1 Minimum Passes, Impervious Embankment

3.3.2.2 Replacement of Topsoil

3.3.2.3 Additional Compaction

3.3.2.4 Backfill Around Appurtenant Structures

3.4 TESTING

3.4.1 Soil Classification Tests

3.4.2 Moisture-Density Relationships

3.4.3 In-Place Density Testing

3.4.4 Water (Moisture) Content Tests

SECTION 31 22 26.99 15 Page 1

Amendment 0004

3.4.5 Additional Testing

3.5 DRESSING

3.6 CARE OF WATER

3.7 CROSS SECTIONS AND ZONING OF MATERIALS

3.7.1 Embankment Sections

3.8 SLIDES

3.9 GRADES TOLERANCES

-- End of Section Table of Contents --

SECTION 31 22 26.99 15 Page 2

SECTION 31 22 26.99 15

IMPERVIOUS EARTHWORK FOR SLIDE GT-01-16L (PL84-99)

PART 1 GENERAL

1.1 SCOPE

The work covered by this section consists of furnishing all plant, labor, and equipment and performing all operations in connection with foundation preparation, construction of and repair of embankments and other incidental earthwork as shown on the drawings and as hereinafter specified.

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 D 698 Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft.-lbf/ft (600 kN-m/m)) 12 inch Drop

ASTM D 1556 Density and Unit Weight of Soil in Place By The Sand-Cone Method

ASTM D 2216 Laboratory Determination of Water (Moisture) Content of Soil and Rock

ASTM D 2487 Classification of Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D 2937 Density of Soil in Place by the Drive-Cylinder Method

ASTM D 4643 Determination of Water (Moisture) Content of Soil by Microwave Oven Heating

1.3 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 Plan; G

The Contractor shall submit for review and approval by the Contracting Officer, 10 days prior to placing material in stockpile and backfill, the plan of operations for accomplishing all stockpile and backfill specified

SECTION 31 22 26.99 15 Page 3 herein. The plan shall contain, as a minimum but not be limited to, the following:

(a) The Contractor's proposed sequence of construction in accordance with these specifications for fill and backfill items. The plan shall describe, as a minimum but not be limited to, the following:

construction of satisfactory compacted levee embankment repair areas, and all other fill and backfill work items that are shown on the drawings.

(b)The Contractor's proposed list of equipment types and quantities of each equipment type to be utilized for all stockpile and backfill operations.

(c) The Contractor's proposed methods for transporting, placing, and compacting the fills and backfills.

(d) The Contractor's proposed methods for providing drainage prior to, during, and after placement of partially completed and completed fills and backfills. The surface sealing of the fill and backfills to minimize precipitation infiltration prior to periods of inactivity such as the end of each work day and rain stoppages.

(e) The Contractor's plan shall include the names and addresses of the commercial testing labs or engineering firms which will perform the soil testing and inspection and describe how all required soils testing will be performed.

Testing Plan; G

Submit a testing plan for all in-place soil density testing to be performed by the Contractor or representative. The plan shall include the name of the testing company, an indication of whether there will be offsite or onsite testing. The Contractor shall describe how all required soils testing will be performed to include but not limited to procedures for performing ASTM D 698 per paragraph TESTING, and method of selecting sampling location for each stage of work.

SD-06 Test Reports

Soil Classification Tests

Submit the results of initial soil classification tests at least 10 days prior to delivery of any such material to the work site, and thereafter submit results within 24 hours of completion of tests.

Moisture Density Relationships Tests

Submit the results of initial moisture density relationships tests at least 10 days prior to delivery of any such material to the work site, and thereafter submit results within 24 hours of completion of tests.

In-Place Density Tests

Submit the results of these tests within 24 hours of completion of tests.

Water (Moisture) Content Tests

Submit the results of these tests within 24 hours of completion of tests.

SECTION 31 22 26.99 15 Page 4

Additional Tests

Submit the results of additional tests, should they be required, within 24 hours of completion of tests.

1.4 QUALITY CONTROL

The Contractor shall establish and maintain quality control for all excavation, fill, and backfill operations to assure compliance with contract requirements, and maintain records of the quality control for all construction operations including but not limited to the following:

(a) Equipment. Type, size, and suitability for construction of the prescribed work.

(b) Foundation Preparation. Prepare the foundation by breaking the surface in advance of embankment construction, and during fill placement when necessary, drainage of foundation and partially completed fill.

(c) Materials. Suitability of materials for use in embankment.

(d) Materials Testing and Inspection. The Contractor shall be responsible for ensuring that all required testing, and any additional testing required by the Contracting Officer, is performed. All testing shall be performed by a commercial testing laboratory which performs soil testing and which is certified by the Corps of Engineers.

(e) Construction. Layout, maintaining existing drainage, moisture control, thickness of layers, spreading and compacting.

(f) Grade and Cross Section. Crown width, crown slope, side slopes, and grades.

(g) Roads and Ramps. Location of temporary roads to fields and placement of fills for ramps in accordance with specified dimensions and grades.

(h) Grade Tolerances. Check fills to determine if placement conforms to prescribed grade and cross section.

(i) Quantity Surveys. Accuracy and timeliness.

(j) Moisture Control. Visual soil classification and moisture content determination.

(k) Slides. Location and limits; methods and equipment used when remedial work has been directed.

PART 2 PRODUCTS

2.1 EQUIPMENT

2.1.1 Compaction Equipment

All compaction equipment shall be field checked under the Contracting Officer's direction and supervision prior to their use on the fill to

SECTION 31 22 26.99 15 Page 5 assure that the required results, as specified in paragraph EMBANKMENT CONSTRUCTION of this section, can be obtained. Any equipment which does not produce the required results will not be allowed on the fill.

2.1.1.1 Crawler-Type Tractors

Crawler-type tractors may be used to spread impervious embankment for all repairs. These crawler-type tractors shall weigh at least 20,000 pounds, shall exert a unit tread pressure of at least 6 pounds per square inch, and shall be operated at speeds less than 3.5 miles per hour.

2.1.1.2 Sheeps Foot Rollers

The Contractor may use tractor-drawn or self-propelled sheeps foot rollers. Sheeps foot rollers shall consist of one or more units and each unit shall consist of a cylindrical drum not less than 60 inches in length and not less than 60 inches in diameter. The drums shall be water, or sand and water ballasted. Each drum shall have staggered feet uniformly spaced over the cylindrical surfaces so as to provide approximately 3 sheeps feet for each two square feet of drum surface. The sheep feet shall be 7 to 9 inches in clear projection from the cylindrical surface of the roller and shall have a face area of not less than 5 nor more than 10 square inches.

The weight of the roller when fully loaded shall not be less than 4000 pounds per linear foot of drum length and when empty shall not be more than 2500 pounds per foot of drum length. The Contractor will be required to vary the amount of ballast in the drums to obtain optimum compactive effort for the material being compacted. The rolling units shall be equipped with a suitable device for cleaning the feet. The rolling units of multiple-type sheeps foot rollers shall be pivoted on the main frame in a manner which will permit the units to adapt themselves to uneven ground surfaces and to rotate independently. The roller shall not exceed 3.5 miles per hour.

2.1.2 Spreading Equipment

Spreading equipment shall be capable of spreading and blending materials in horizontal layers between 4 and 12 inches thick.

2.1.3 Miscellaneous Equipment

Scarifiers, disks, spring tooth or spike tooth harrows, and other equipment shall be suitable for the type of construction required and acceptable to the Contracting Officer.

2.1.4 Sprinkling Equipment

Sprinkling equipment shall be designed to apply water uniformly and in controlled quantities to variable widths of surface.

2.1.5 Pneumatic Backfill Tampers

Pneumatic backfill tampers shall used to compact backfill materials under pipe spring lines and haunches. The pneumatic backfill tamper shall tamper impact rates between 600 and 800 blows per minute (bpm). The pneumatic backfill tamper shall a cylinder stroke distance between 5.0 and 8.5 inches and shall be fitted with a tamper impact surface diameter between 5.0 and

6.5 inches.

SECTION 31 22 26.99 15 Page 6

2.1.6 Power Tamping Rammers

Power tamping rammers shall be used to compact embankment consisting of impervious material in areas that sheepsfoot rollers are not allowed or cannot be maneuvered. Power tamping rammers shall have a minimum impact force of 2,500 pounds per blow. The tamping (shoe) surface area shall be between 140 and 160 square inches.

2.2 EMBANKMENT MATERIALS

2.2.1 Suitable Embankment Materials

Suitable embankment materials shall be clays (CL, CH) as classified by ASTM D 2487. If sand or silts are encountered in the excavation, the sand shall be blended with less pervious materials to the extent that it will classify as suitable material. Offsite borrow shall be approved as specified in SECTION 01 11 30.

2.2.2 Clay Cap

The clay cap as shown in the drawings shall only be constructed from borrow material classified by the Unified Soil Classification System as clays (CL, CH).

2.2.3 On-site Excavated Material

All on-site excavated material other than topsoil shall be hauled offsite and disposed of in accordance with all local, state and federal laws.

2.2.4 Topsoil

Topsoil includes selectively excavated material that is representative of local soils that produce crops, grass, or other vegetation, and is free from litter, wood, limbs, brush, matted roots, toxic substances, or any material harmful to plant growth or which would hinder grading, planting or maintenance operations. Topsoil shall not contain more than 1 percent by weight of stones or other such objects larger than 1 inch in any dimension.

2.2.5 Unsuitable Materials

Unless otherwise specified, material classified by the Unified Soil Classification System as gravels (GW, GP, GM) and sands (SW, SP, SM) shall not be used, unless suitably blended with less pervious material to the extent that it no longer classifies as these materials. Materials which are also classified as unsuitable are defined as masses of organic matter, sticks, branches, roots, and other debris. As earth may contain excessive amounts of wood, isolated pieces of wood will not be considered objectionable in the embankment provided their length does not exceed 1 foot, their cross sectional area is less than 4 square inches, and they are distributed throughout the fill. Not more than 1 percent by volume of objectionable material shall be contained in the earth material placed in each cubic yard of the levee section. Pockets and/or zones of wood shall not be placed in the embankment.

2.2.6 Frozen Materials

Under no circumstances shall frozen earth, snow or ice be placed in an embankment.

SECTION 31 22 26.99 15 Page 7

PART 3 EXECUTION

3.1 FOUNDATION PREPARATIONS

3.1.1 Scarifying

After clearing, grubbing, and stripping of any required excavation, any cavities and depressions shall be broken down, where so directed, to flatten out the slopes. The entire earth surface on or against which fill is to be placed shall be thoroughly scarified to a depth of 6 inches. If for any cause, this broken surface becomes compacted in such a manner that, in the opinion of the Contracting Officer, a plane of seepage or weakness might be induced, it shall again be adequately scarified before depositing material thereon.

3.1.2 Drainage

All foundations receiving fill and all partially completed fill shall be kept thoroughly drained. The Contractor shall drain or pump water from any area to receive fill.

3.1.3 Frozen Ground

No fill shall be placed upon frozen ground.

3.2 EXCAVATIONS

3.2.1 Topsoil Removal

The topsoil of the levee restoration area shall be excavated down to a depth of 6 inches and shall be stockpiled and later spread for final grading.

3.3 EMBANKMENT CONSTRUCTION

3.3.1 Placement of Impervious Fills

Impervious fills shall not be placed in water. The Contractor shall work each lift the entire length of the project prior to starting a second lift unless otherwise approved by the Contracting Officer. The materials for impervious fill shall be placed or spread in layers, in layers not more than 8 inches in loose lift thickness prior to compaction. Layers shall be started full out to the slope stakes and shall be carried substantially horizontal and parallel to the levee centerline with sufficient crown or slope to provide satisfactory drainage during construction. Benching 6-12 inches into the slope of the existing or Contractor's newly constructed levee embankment shall be required in order to place and compact the material in horizontal layers. The vertical face of the existing embankment resulting from the benching operation shall be a minimum of one foot in height but shall not exceed two feet in height. Where the Contracting Officer determines that the extent of the fill is such that benching is not practical, the Contractor will be allowed to place the fill without benching. All other requirements for placing and compacting fill under this section shall apply as stated herein. When the surface of any compacted layer is too smooth to bond properly with the succeeding layer, it shall be adequately scarified before the next layer is placed thereon.

SECTION 31 22 26.99 15 Page 8

3.3.1.1 Impervious Embankment Moisture Control

The Contractor shall control the moisture content of the impervious embankment backfill material. The in-place moisture content shall be no more than four percent (4.0%) above nor minus two percent (-2.0%) less than the optimum moisture content as determined by testing specified in paragraph TESTING. The Contractor shall perform the necessary work in moisture control to bring the borrow material within the moisture content range to achieve the specified compaction above. If the borrow material is too wet, it shall be processed by disking and harrowing until the moisture content is within the specified moisture content range. If the borrow material is too dry, it shall either be prewet in the borrow area, or sufficient moisture shall be uniformly distributed in each layer before compacting.

3.3.2 Compaction

It shall be the Contractor's responsibility to ensure that the equipment as specified in PART 2 shall produce compacted fills which meet the requirements of this section.

3.3.2.1 Impervious Embankment Compaction

The moisture content and conditions of each spread layer shall be satisfactory and each layer of material shall be compacted to at least 95 percent of the maximum dry density as determined by the moisture density relationship determined in paragraph TESTING. Determination of in-place density shall be in accordance with ASTM D 1556 or ASTM D 2937.

3.3.2.1.1 Minimum Passes, Impervious Embankment

The Contractor shall compact each layer of impervious material with a minimum of six passes of the compaction equipment. A pass shall consist of one complete coverage of the surface of a layer by the sheepsfoot roller specified. Portions of the embankment which the compacting equipment cannot reach for any reason shall be compacted by other approved methods to the required density.

3.3.2.2 Replacement of Topsoil

The final 6 inches of levee height shall be compacted with four (4)passes.

During the dressing or finishing operations, the restored surfaces shall be dressed smooth to match the existing, adjacent, undisturbed levee section and slopes. The establishment of turf operation shall not commence until the Contracting Officer approves the final restored levee section and grades.

3.3.2.3 Additional Compaction

If, in the opinion of the Contracting Officer, the desired compaction of any portion of the fill has not been secured, the Contractor shall make additional efforts over the surface area of such designated portion until the desired compaction has been obtained.

3.3.2.4 Backfill Around Appurtenant Structures

Equipment producing concentrated wheel or track loads will not be allowed within 5 feet of the appurtenant structures unless otherwise specified by the utility owners. The backfills shall be compacted only by hand and/or

SECTION 31 22 26.99 15 Page 9 mechanically tamped within a minimum distance of 5 feet in all directions from the structures. Where backfill shall be placed on both sides of the structures, the backfills shall be brought up to grade uniformly so as to not induce any unbalanced lateral loading. Each layer of material shall be compacted as specified. Equipment used shall meet the requirements specified.

3.4 TESTING

3.4.1 Soil Classification Tests

Soil classification tests shall be performed in accordance with ASTM D 2487. The Contractor shall submit the results of the initial classification test for each material from each designated borrow area at least 10 days prior to placing the fill. The Contractor shall submit one test for each borrow area designated on the drawings. Soil classification test are not required for in-place densities. Additional tests may be required by the Contracting Officer if the material in any borrow area appears to be noticeably different from that which was tested, at no additional cost to the Government.

3.4.2 Moisture-Density Relationships

The moisture density relationships of the impervious fill material shall be determined in accordance with ASTM D 698, Method A except for the following field proctor procedures: A sample of soil shall be obtained immediately around each soil density test. The soil shall be passed thru a No. 4 sieve.

After the soil is passed thru a No. 4 screen, three or more specimen is weighed for each field proctor. Water content for each specimen is then adjusted to bracket the estimate optimum water content. Water adjustment between specimens should be approximately 2%. The sieved material may have to be air dried using a fan. After the adjustments to the water content is completed, proceed with paragraph 10.4 of ASTM D 698 to complete the procedures. Moisture-density relationship shall be obtained for each in-place density. The location of the in-place density shall be within 2 feet of the location of the moisture-density test.

3.4.3 In-Place Density Testing

The in-place density of the impervious fill materials shall be done at the direction of the Contracting Officer in accordance with ASTM D 2937 or ASTM D 1556. Every 12 inches of completed fill shall be tested. The contractor shall vary the horizontal location of each test with a maximum of 200 feet between tests. A minimum of two test per day shall be taken.

The in-place soil density shall be compared to the requirements of paragraph Compaction. Fill not meeting the required specifications for in-place density and moisture control shall be retested after additional compaction has been completed.

3.4.4 Water (Moisture) Content Tests

Determination of water content shall be performed in accordance with ASTM D 2216. Water content tests from microwave ovens performed in accordance with ASTM D 4643 can be used for record test results provided the following are met: The percent compaction compare to the oven results is within the range of plus or minus 1.50% and also the difference from optimum moisture content compare to the oven results is within the range of plus or minus 1.0%. If either or both compaction and moisture content requirements fall outside the 1.0% allowance, then the oven dried results

SECTION 31 22 26.99 15 Page 10 shall govern.

3.4.5 Additional Testing

The Contracting Officer may request additional tests if:

(1) There is reason to doubt the adequacy of the compaction.

(2) Special compaction procedures are being used.

(3) Materials change and the Contracting Officer determines that the Contractor's testing is inadequate.

3.5 DRESSING

The entire embankment, including topsoil where specified, shall be brought to not less than the prescribed design cross section within allowable tolerance, at all points. Unreasonable roughness of surface shall be dressed out to permit turfing operations.

3.6 CARE OF WATER

The foundation receiving embankment and all partially completed fill shall be kept thoroughly drained. The Contractor shall control the earthwork to prevent water from flowing into the work area.

3.7 CROSS SECTIONS AND ZONING OF MATERIALS

3.7.1 Embankment Sections

Unless otherwise specified, the dimensions and slopes shall conform to the existing levee cross-section.

3.8 SLIDES

Should sliding occur in any part of the embankment during its construction, or after its completion, but prior to its acceptance, the Contractor shall, upon written order of the Contracting Officer, either cut out and remove the slide from the embankment and then rebuild that portion of the embankment, or construct a stability berm of such dimensions, and placed in such manner, as the Contracting Officer shall prescribe. In case the slide is caused through fault of the Contractor, the foregoing operations shall be performed at no additional cost to the Government. In case the slide is not the fault of the Contractor, the material shall be replaced and an equitable adjustment in the contract price will be made in accordance with the Contract Clause entitled "Changes". The method of slide correction will be determined by the Contracting Officer.

3.9 GRADES TOLERANCES

All embankments shall be constructed to the design grade and cross section shown on the drawings with a tolerance of 2/10 of 1 foot above and zero feet below the prescribed design grade provided that the crown of the levee drains, there are no abrupt humps or depressions in surfaces or bulges in the width of the crown, and the side slopes are uniform. Any partial fill or temporarily stockpiled material placed within the design section shall not exceed the design grade or design slopes of the embankment.

SECTION 31 22 26.99 15 Page 11

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SECTION 31 22 26.99 15 Page 12