A22-17-R-0009-0011-specs.pdf

AM 0011

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 21 10.99 15

STRIPPING (PL84-99)

PART 1 GENERAL

1.1 SCOPE

1.2 QUALITY CONTROL

1.2.1 General

1.2.2 Reporting

PART 2 PRODUCTS (Not Applicable)

PART 3 EXECUTION

3.1 STRIPPING

3.1.1 Borrow Area Stripping

3.1.2 Topsoil Removal (Stripping of Repair Areas)

3.1.3 Contractor's Work Area Stripping

3.2 USE OF STRIPPED MATERIAL

-- End of Section Table of Contents --

SECTION 31 21 10.99 15 Page 1

SECTION 31 21 10.99 15

STRIPPING (PL84-99)

PART 1 GENERAL

1.1 SCOPE

The work covered by this section consists of furnishing all plant, labor, equipment, and materials, and performing all operations necessary for stripping the areas specified herein or indicated on the drawings, and for the removal and disposal of all stripped materials.

1.2 QUALITY CONTROL

1.2.1 General

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

(1) Stripping. Limits, depth of stripping, percentage of area complete; type of material.

1.2.2 Reporting

A copy of these records of inspections and tests, as well as the records of corrective action taken, shall be furnished to the Government as specified in Section 01 14 40, paragraph DOCUMENTATION.

PART 2 PRODUCTS (Not Applicable)

PART 3 EXECUTION

3.1 STRIPPING

3.1.1 Borrow Area Stripping

Borrow areas, if used, shall be stripped of all agricultural crop residue and other vegetative material to a depth required to obtain suitable material, unless otherwise shown, or noted on the drawings.

3.1.2 Topsoil Removal (Stripping of Repair Areas)

Repair areas shall be defined as the existing levee and within the new levee footprint that is to be constructed. Stripping shall consist of the removal of materials down to bare earth and without removing more earth than is necessary and no more than 8 inches.

3.1.3 Contractor's Work Area Stripping

In contractor's work area, materials shall be removed down to bare earth and without removing more earth than is necessary and no more than 2

SECTION 31 21 10.99 15 Page 2 inches. The area stripped within the Contractor's work area shall be no more than what is necessary for purposes of drying on-site excavated material that is to be utilized in the construction of the levee cross-section.

3.2 USE OF STRIPPED MATERIAL

All stripped material from the levee footprint, Contractor's work area and borrow areas shall be stockpiled separately and used for top dressing on the respective areas.

-- End of Section --

SECTION 31 21 10.99 15 Page 3

DIVISION 31 - EARTHWORK

SECTION 31 22 22.99 15

IMPERVIOUS EARTHWORK FOR TYPE I AND TYPE III REPAIRS (PL84-99)

PART 1 GENERAL

1.1 SCOPE

1.2 REFERENCES

1.3 SUBMITTALS

1.4 SUBMITTAL DESCRIPTIONS

1.4.1 Earthwork Plan

1.4.2 Testing Plan

1.5 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

2.2.1.1 Type I Repair

2.2.1.2 Type III Repairs

2.2.2 Clay Cap

2.2.3 On-site Excavated Material

2.2.4 Unsuitable Materials

2.2.5 Frozen Materials

PART 3 EXECUTION

3.1 EXCAVATIONS

3.1.1 General

3.1.2 Disposition of Materials

3.1.2.1 Satisfactory Excavated Materials

3.1.2.2 Unsatisfactory Materials

3.1.3 Stockpiles

3.1.4 Shoring

3.2 FOUNDATION PREPARATIONS

3.2.1 Scarifying

3.2.2 Drainage

3.2.3 Frozen Ground

3.3 EMBANKMENT CONSTRUCTION

3.3.1 Placement of Impervious Fills

3.3.1.1 Impervious Compacted Embankment Moisture Control

3.3.1.2 Impervious Semi-Compacted Moisture Control

3.3.2 Compaction

SECTION 31 22 22.99 15 Page 1

3.3.2.1 Type III Repair Compaction

3.3.2.1.1 Minimum Passes, Type III Repair Compaction

3.3.2.2 Type I Repair(s) Compaction

3.3.2.3 Impervious Semi-Compacted Embankment Compaction

3.3.2.4 Replacement of Topsoil

3.3.2.5 Additional Compaction

3.3.2.6 Backfill Around Appurtenant Structures

3.4 TESTING

3.4.1 Soil Classification Tests

3.4.2 Moisture-Density Relationships Tests

3.4.3 In-Place Density Tests

3.4.4 Water (Moisture) Content Tests

3.4.5 Additional Tests

3.5 DRESSING

3.6 CARE OF WATER

3.7 CROSS SECTIONS AND ZONING OF MATERIALS

3.7.1 Embankment Sections

3.7.2 Zoning of Materials for Levee Construction

3.7.3 Berms

3.8 SLIDES

3.9 GRADES TOLERANCES

SECTION 31 22 22.99 15 Page 2

SECTION 31 22 22.99 15

IMPERVIOUS EARTHWORK FOR TYPE I AND TYPE III REPAIRS (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 Type(s) I and III 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)) (305mm) 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

U.S. ARMY CORPS OF ENGINEERS (USACE)

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

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:

SECTION 31 22 22.99 15 Page 3

SD-01 Preconstruction Submittals

Earthwork Plan; G Testing Plan; G

SD-06 Test Reports

Soil Classification Tests

Submit the results of initial soil classification tests at least 30 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 30 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.

Additional Tests

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

1.4 SUBMITTAL DESCRIPTIONS

1.4.1 Earthwork Plan

The Contractor shall submit for review and approval by the Contracting Officer, 30 days prior to placing material in stockpile and backfill, the plan of operations for accomplishing all stockpile and backfill specified 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 stockpile, fill and backfill items. The plan shall describe, as a minimum but not be limited to, the following:

satisfactory stockpiling of the excavated material, constructed 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

SECTION 31 22 22.99 15 Page 4 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.

1.4.2 Testing Plan

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.]

1.5 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

SECTION 31 22 22.99 15 Page 5 determination.

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

(l) Settlement of Foundation. Location of settlement gages established or measurements taken to determine settlement, location of sudden failures.

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 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 and to compact impervious materials for Type I 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. Crawler type tractors shall not be used to compact impervious embankment for Type III repairs.

2.1.1.2 Sheeps Foot Rollers

Sheeps foot rollers shall be used to compact impervious materials for Type III repairs. 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.

SECTION 31 22 22.99 15 Page 6

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.

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.

2.2.1.1 Type I Repair

Suitable embankment materials for a Type I repair will be obtained from the non-damaged levee slope surrounding the damage area. Material obatined from surrounding non-damaged levee slope shall be taken in manner which minimizes the steepening of the levee slope and creates an uniform levee slope upon completion of the repair.

2.2.1.2 Type III Repairs

Suitable embankment materials for Type III repair(s) shall be obtained from [the borrow site provided by the government] [,contractor furnished borrow,] [or] [on-site excavated material].

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).

SECTION 31 22 22.99 15 Page 7

2.2.3 On-site Excavated Material

All on-site excavated material shall be used to backfill all breach areas and to construct levee core.

2.2.4 Unsuitable Materials

Unless otherwise specified, unsuitbale material includeds all material that is not defined above as suitable material (CL, CH). Materials which are also classified as unsuitable are defined as masses of organic matter, sticks, branches, roots, and other debris. As earth from the designated borrow areas 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.

2.2.5 Frozen Materials

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

PART 3 EXECUTION

3.1 EXCAVATIONS

3.1.1 General

Excavation of every description, and of whatever substance encountered, shall be performed to the lines, grades, and extent indicated on the drawings. Temporary excavated earth slopes shall not be steeper than 1 vertical on [2][3] horizontal or flatter as the soils will require to maintain stability, unless the excavation is shored. All excavations shall be performed when no standing water is present. [Disposition of excavated materials shall be as specified in paragraph Disposition of Materials.]

3.1.2 Disposition of Materials

3.1.2.1 Satisfactory Excavated Materials

Excavated materials which are free of debris, organic matter, and deleterious materials, and which are satisfactory for use as fill and backfill as defined in paragraph SATISFACTORY MATERIALS shall be placed therein or stockpiled. Stockpiled materials shall placed within the lines and grades shown in the drawings and in accordance with paragraph

STOCKPILES.

3.1.2.2 Unsatisfactory Materials

All unsatisfactory materials, as defined in paragraph UNSATISFACTORY MATERIALS, asphalt, crushed stone, limestone screenings, sandbags excavated from the required excavations, and excess materials shall be placed in the disposal area shown on the plans or hauled off-site by the Contractor in accordance with all Federal, state and local laws and regulations. If the Contractor utilizes the disposal area no slopes shall exceed 1V:3H during construction. The disposal area shall be leveled and sloped to drain toward the drainage ditch(s) at the completion of work.

SECTION 31 22 22.99 15 Page 8

3.1.3 Stockpiles

The Contractor shall stockpile satisfactory excavated materials in accordance with applicable requirements of these specifications and within the construction limits shown on the drawings. Stockpiles shall not exceed the height of levee design grade and slopes shall not be steeper than 1 vertical on 2 horizontal. The toe of the stockpiled material shall be at least 50 feet from top of any excavation slope or the natural bank of any ditch or stream. Transporting materials which includes but not limited to labor, equipment, haul roads, temporary channel crossings, and temporary bridges shall be at no additional cost to the Government.

3.1.4 Shoring

The Contractor shall provide all sheeting and/or shoring not shown on the drawings but required for the protection of the work and for the safety of personnel. Shoring shall be constructed when and where required by, and in accordance with, the provisions of EM 385-1-1. The shoring system shall be designed, signed, and sealed by a registered structural engineer in the state of Missouri. All sheeting and shoring rendered unnecessary by the placement of backfill shall be removed as the backfill progresses so that backfill is placed directly against undisturbed earth. The Government will make no additional payment to the Contractor for costs incurred for designing, constructing, and removing any and all shoring.

3.2 FOUNDATION PREPARATIONS

3.2.1 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.

3.2.2 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.

3.2.3 Frozen Ground

No fill shall be placed upon frozen ground.

3.3 EMBANKMENT CONSTRUCTION

3.3.1 Placement of Impervious Fills

Impervious fills shall not be placed in water. [The excavated on-site material shall be utilized to backfill the breach area and to construct the levee core, prior to utilizing any off-site borrow material. ][The Contractor shall then construct the clay cap. ]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

SECTION 31 22 22.99 15 Page 9 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.

3.3.1.1 Impervious Compacted 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 six percent (4.0%) above nor minus two percent (-2.0%) less than the optimum moisture content as determined by testing specified in paragraph TESTING. ][Impervious materials for Type I[ and ] repairs shall be placed at the naturally occurring moisture content unless, in the opinion of the Contracting Officer, the material is too wet or too dry to achieve adequate compaction. ][Impervious material for Type III repairs shall be placed at moisture content no more than 4.o percent above the optimum moisture content or 2.0 percent below the optimum as determined by the moisture-density relationship determined 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.

3.3.1.2 Impervious Semi-Compacted Moisture Control

The Contractor shall place the impervious embankment material at natural water content. No moisture control is required for impervious semi-compacted material.

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 Type III Repair 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.

SECTION 31 22 22.99 15 Page 10

3.3.2.1.1 Minimum Passes, Type III Repair Compaction

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 Type I Repair(s) Compaction

Each layer of Type I repair material shall be compacted with 6 complete passes of the approved sheeps foot roller or crawler-type tractor specified.

3.3.2.3 Impervious Semi-Compacted Embankment Compaction

The impervious semi-compacted embankment shall be compacted using the equipment specified. The Contractor shall compact each layer with a minimum of 6 passes.

3.3.2.4 Replacement of Topsoil

The final 6 inches of levee height shall be compacted with four (4) passes of a crawler-type tractor. 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.

3.3.2.5 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.

3.3.2.6 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 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

SECTION 31 22 22.99 15 Page 11 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 Tests

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 tests shall be obtained at a minimum of one per borrow site; one per every 25,000 cubic yards material;

and one per occurrence of the material changing appearance. 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 Tests

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 shall govern.

3.4.5 Additional Tests

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.

SECTION 31 22 22.99 15 Page 12

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.

3.7.2 Zoning of Materials for Levee Construction

Where materials of varying permeabilities are encountered in the borrow areas, the more impervious material shall be placed toward the riverside slope, and the more pervious material toward the landside slope. All on-site excavated material shall be used to backfill all breach areas and to construct levee core.

3.7.3 Berms

Berms shall be constructed at the locations and to the grade and cross section shown on the drawings.

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 22.99 15 Page 13

SECTION 31 22 22.99 15 Page 14

DIVISION 31 - EARTHWORK

SECTION 31 22 24.99 15

SLIDE REPAIRS (PL84-99)

PART 1 GENERAL

1.1 SCOPE

1.2 REFERENCES

1.3 SUBMITTALS

1.4 SUBMITTAL DESCRIPTIONS

1.4.1 Plan of Fill and Backfill Operations

1.4.2 Testing Plan

1.4.3 Survey Records

1.4.4 Fill and Backfill Materials

1.4.5 Contractor-furnished Rights-of-way

1.4.6 Contractor-furnished Borrow Area(s)

1.4.7 Commercial-furnished Materials

1.5 QUALITY CONTROL

1.6 NEW SLIDES

1.7 LEVEE CLOSURE UNDER EMERGENCY FLOOD CONDITIONS

1.8 TREE TRIMMING

1.9 WORK ADJACENT TO EXISTING FEATURES

1.9.1 Slide Repairs at Drainage and Closure Structures

PART 2 PRODUCTS

2.1 SATISFACTORY MATERIALS

2.1.1 General

2.1.2 Suitable Embankment Material

2.1.3 Topsoil

2.1.4 Unsuitable Material

2.1.5 Water Quality

2.2 EARTHWORK EQUIPMENT

2.2.1 General

2.2.2 Crawler-Type Tractors

2.2.3 Sheepsfoot Rollers

2.2.4 Water Truck

2.2.5 Spreading Equipment

2.2.6 Miscellaneous Equipment

PART 3 EXECUTION

3.1 EXCAVATIONS

3.1.1 Topsoil Removal

3.1.2 Inspection Trench

3.1.3 Slide Excavation

3.1.4 Surplus and Insufficient Material

3.1.4.1 Surplus Material

3.1.4.2 Insufficient Material

3.1.5 Placement of Excavated Materials

3.1.5.1 Suitable Embankment Materials

3.1.5.2 Unsuitable Materials

SECTION 31 22 24.99 15 Page 1

3.2 MATERIALS TESTING

3.2.1 General

3.2.2 Standard Compaction Tests

3.2.3 Soil Density Testing

3.2.4 Water (Moisture) Content Tests

3.2.5 Soil Classification Tests

3.2.6 Quality Assurance

3.3 LEVEE EMBANKMENT RESTORATION

3.3.1 Foundation Preparation

3.3.2 Moisture Control

3.3.3 Placement

3.3.4 Compaction

3.3.4.1 Requirements

3.3.4.2 Drain Lines and Closure Structures

3.3.5 Replacement of Topsoil

3.3.6 Scarifying

3.4 GRADE TOLERANCES

SECTION 31 22 24.99 15 Page 2

SECTION 31 22 24.99 15

SLIDE REPAIRS (PL84-99)

PART 1 GENERAL

1.1 SCOPE

The work covered by this section consists of furnishing all labor and equipment, and performing all operations in connection with slide excavation, foundation preparation, stockpiling of excavated materials, and reconstruction of the levee embankment at the slide area.

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)) (305mm) 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 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils

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

Plan of Fill and Backfill Operations; G Testing Plan; G

SECTION 31 22 24.99 15 Page 3

SD-06 Test Reports

Survey Records; G Fill and Backfill Materials; G

SD-07 Certificates

Contractor-furnished Rights-of-way Contractor-furnished Borrow Area(s); G Commercial-furnished Materials; G

1.4 SUBMITTAL DESCRIPTIONS

1.4.1 Plan of Fill and Backfill Operations

The Contractor shall submit for review and approval by the Contracting Officer, 10 days prior to placing material in fills and backfills, the plan of operations for accomplishing all fills and backfills specified 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 stockpile, fill and backfill items. The plan shall describe, as a minimum but not be limited to, the following:

satisfactory stockpiling of the excavated material, construction of satisfactory compacted slide 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 fills and backfills 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.

1.4.2 Testing Plan

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 obtaining untreated samples of slide material, procedures for performing ASTM D 698 per paragraph MATERIALS TESTING, General, and method of selecting sampling location for each stage of work.

1.4.3 Survey Records

A copy of the records of each compliance survey shall be provided the

SECTION 31 22 24.99 15 Page 4

Contracting Officer the next work day following the survey.

1.4.4 Fill and Backfill Materials

At least 7 days prior to placement of fill and backfill materials, the Contractor shall submit testing results from tests performed in accordance with paragraph MATERIALS TESTING. The Contractor shall submit all raw data sheets, computation sheets, and laboratory results of the required tests of the proposed materials.

1.4.5 Contractor-furnished Rights-of-way

If the Contractor proposes to use private property for drainage, stockpiles, and haul roads, the Contractor shall submit written evidence to the Contracting Officer that the right has been obtained from the property owner. The written evidence shall consist of an authenticated copy of the conveyance under which the Contractor acquired the property rights and access thereto, prepared and executed in accordance with applicable state and local laws and regulations.

1.4.6 Contractor-furnished Borrow Area(s)

The Contractor shall submit a written certification that the proposed borrow material contains no hazardous and/or toxic substances. The Contractor shall also submit written certification that the proposed borrow area(s) will not significantly impact the environment and wetlands. The Contractor shall also submit written certification of historic and cultural resource clearance(s) that shall consist of a signed letter of concurrence from the appropriate State Historic Preservation Officer (SHPO). SHPO clearance will require one of the following: 1) evidence that the area includes no significant historic resources and that the existing ground surface within the proposed site has been previously disturbed to the extent that archaeological features would have been destroyed; or 2) evidence that a professional archaeological assessment of the area demonstrates that the location contains no significant archaeological remains. The Contractor shall submit written evidence to the Contracting Officer that the Contractor has obtained property rights and access to the approved borrow area(s). The written evidence shall consist of an authenticated copy of the conveyance under which the Contractor acquired the property rights and access thereto, prepared and executed in accordance with the laws of the State of which the contractor furnished borrow area is located. The Contracting Officer reserves the right to approve or disapprove the use of Contractor-furnished borrow areas.

1.4.7 Commercial-furnished Materials

The Contractor shall submit commercial certificates showing evidence of compliance to the contract specifications.

1.5 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) Earthwork Equipment. Earthwork equipment shall be identified by type, model, size, number of units and suitability for construction of the prescribed work.

SECTION 31 22 24.99 15 Page 5

(b) Inspection Trench. Excavation of an inspection trench at each levee slide location to determine the failure zone.

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

(d) Backfill Placement. Backfill lift thickness, material moisture control, and compaction of materials for the embankment backfill.

(e) Material Testing. Material testing shall be performed by the Contractor for all control testing specified in paragraph MATERIALS TESTING. The Contractor shall perform the required number of each, and any additional testing as specified herein when requested by the Contracting Officer to demonstrate to the satisfaction of the Contracting Officer that the Contractor is complying with these specifications. Control testing and inspection shall be the responsibility of the Contractor and shall be performed at no additional cost to the Government by an approved commercial testing laboratory or engineering firm which performs soil and material testing and inspection. All testing locations shall be accurately located in reference to levee stationing, offset from levee centerline and elevation.

1.6 NEW SLIDES

Prior to commencing any part of this work, the Contractor and Contracting Officer shall jointly inspect the entire contract area to verify the slide repairs as shown on the drawings, and to record and verify other existing slides which have occurred subsequent to drawings preparation. The Contractor shall be responsible for immediately notifying the Contracting Officer of any new slides which develop subsequent to the joint inspection. In case a new or unrecorded slide is caused through fault of the Contractor, the slide shall be repaired without additional cost to the Government.

1.7 LEVEE CLOSURE UNDER EMERGENCY FLOOD CONDITIONS

In the event of a flood emergency, the Contracting Officer reserves the right to direct the closure of any opening(s) constructed by the Contractor. Prior to placing the embankment, the bottom and side slopes of the opening shall be broken or scarified to a depth of 6-inches and compacted. The stockpiled material shall be used for the embankment and shall be placed and compacted as specified. Upon written notification of a flood emergency, the Contractor shall immediately begin and execute the closure operations in a timely manner. Payment for emergency closures will be paid for by an equitable adjustment to the contract price in accordance with SECTION 00700, CONTRACT CLAUSE entitled "Changes".

1.8 TREE TRIMMING

To facilitate slide repair construction efforts on the landside of the levee the Contractor may trim trees limbs, with approval from the Contracting Officer's Representative. The Contractor shall not trim tree limbs higher than 15 feet above the existing ground. Limbs shall be trimmed at the trunk of the tree by means of mechanical saws only.

SECTION 31 22 24.99 15 Page 6

1.9 WORK ADJACENT TO EXISTING FEATURES

Except for those instances where the road on the levee is affected by the slide repair, the Contractor shall not otherwise stockpile excavated materials, store materials or supplies, operate or store equipment in such a manner as to adversely affect the use or operation of any roadways or improvements such as gravity drains, relief wells, piezometers, fencing, hiking trails, etc. The Contractor shall not remove or alter any improvements in order to accomplish the repairs, unless approved by the Contracting Officer.

1.9.1 Slide Repairs at Drainage and Closure Structures

Some slide repairs may be located adjacent to or over gravity drain pipes and structures or closure structures. The equipment and construction procedures used shall prevent damage to any part of the drainage structure, gate structure or closure structures. The Contractor's plan of operation shall include an approved method of detecting horizontal and vertical movement or deflection in the drainage structure.

Appropriate field survey type instruments and targets may be used for the purpose of detecting movement or deflection. Prior to beginning the slide excavation, the Contractor shall furnish and temporarily attach the survey points or targets to the discharge structure in a non-damaging manner. A trained or experienced instrument operator, furnished by the Contractor, shall read the target(s) before any work is performed at the slide repair, and during each pass of the equipment and in a manner and as often as necessary to detect movement during the repair operations.

The instrument operator shall alert the Contractor when initial movement takes place and shall immediately notify the Contractor of movement that exceeds the limits specified herein. Operations shall cease in the event that movement or deflection is detected that exceeds 0.25 inches. The Contractor shall perform the initial slide excavation down to the failure surface, except when the movement or deflection limits are exceeded.

When conditions arise which cause the Contractor to revise its original plan of operations, the Contracting Officer may order that the resulting work be performed under the Contract Clause entitled, "Changes." The Contracting Officer may direct that the preceding inspection and monitoring be applied to any other drainage structures that may be affected by the repair requirements of this contract.

PART 2 PRODUCTS

2.1 SATISFACTORY MATERIALS

2.1.1 General

The excavated slide areas in the levee embankment shall be restored to the prescribed section as shown on the drawings with materials obtained from the stockpiles. All materials from the slide area shall be placed in the stockpile according to all provisions of paragraph Placement of Excavated Materials, General. Levee restoration materials shall be free from unsuitable materials and frozen materials.

SECTION 31 22 24.99 15 Page 7

2.1.2 Suitable Embankment Material

Suitable embankment materials shall be clays (CL, CH) as classified by ASTM D 2487. If sand is encountered in the excavation, the sand shall be blended with less pervious materials to the extent that it will classify as suitable material. Suitable materials for slide repairs shall be the failed material excavated from the levee embankment. If additional materials are needed to finish the slide repairs the Contractor can use commercially furnished and approved materials.

2.1.3 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.

2.1.4 Unsuitable Material

Organic matter, sticks, branches, sod, humus, roots, and other debris shall be considered unsuitable.

2.1.5 Water Quality

Water which has been approved by a public health agency for drinking or ordinary household use may be used. Water from stagnant, shallow or marshy surfaces shall not be used. Pipeline intakes in flowing streams and rivers shall be enclosed to exclude silt, mud, grass and other solid materials and there shall be a minimum depth of 2 feet of water under the intake at all times. In addition, water obtained from other than State approved sources shall be free from oil, acid, alkali or any other substances deleterious to the soil-lime mixture.

2.2 EARTHWORK EQUIPMENT

2.2.1 General

The Contractor shall use equipment as specified and as shown on the drawings. All equipment shall be field checked under the direction and supervision of the Contracting Officer prior to their use to assure that the required results can be obtained. Any equipment that does not produce the required results will not be allowed. Not all equipment listed shall necessarily be used.

2.2.2 Crawler-Type Tractors

Crawler-type tractors used for spreading shall weigh not less than 20,000 pounds, shall exert a unit tread pressure of not less than 6 pounds per square inch, and shall be operated at speeds not to exceed 3.5 miles per hour. The treads of crawler type tractors shall not be used to compact the impervious embankment.

2.2.3 Sheepsfoot Rollers

Sheepsfoot rollers shall consist of one or more units. 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

SECTION 31 22 24.99 15 Page 8 water ballasted. Each drum shall have staggered feet uniformly spaced over the cylindrical surfaces so as to provide approximately 3 sheepsfeet for each two square feet of drum surface. The sheepsfeet 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…