Specs-_Amend_3.pdf

Green Brook Segment U and Segment T, Bound Brook, NJ GREENBROOKSEGUT

SECTION 31 00 00

EARTHWORK

08/08

PART 1 GENERAL

1.1 PAYMENT PROCEDURES

Payment will constitute full compensation for all labor, equipment, tools, supplies, and incidentals necessary to complete the work.

1.1.1 Classified Excavation

No consideration will be given to the nature of the materials, and all excavation will be designated as un-classified.

1.1.2 Unclassified Excavation

Unclassified excavation will be paid at the contract lump sum amount.

1.2 Unclassified Excavation: Off-site Disposal

Unsatisfactory excavated material that is unsatisfactory shall be disposed of off-site, and payment and measurement shall be according to unit price.

1.2.1 Payment for Unclassified Excavation

Payment shall constitute full compensation for furnishing all plant, labor, equipment and material, and performing all operations necessary to dispose of unsatisfactory excavated material off-site.

1.2.2 Measurement of Unclassified Excavation

The unit of measurement for excavation shall be the cubic yard of unsatisfactory soil material that is excavated. The measurements will not include any volume excavated without authorization from the COR or the volume of any material used for purposes othere than directed, and any excavation performed prior to the checking of the existing grades.

The excavation volume shall be computed by the average end method from cross-sectons taken before and after the excavation operations, including excavation from the channel.

1.3 CRITERIA FOR BIDDING

Base bids on the following criteria: Satisfactory Material

a. Surface elevations are as indicated.

b. Pipes or other artificial obstructions, except those indicated, will not be encountered.

c. The site is an existing stream. Work will be performed in the stream. Water levels will vary greatly. The Contractor must anticipate this.

SECTION 31 00 00 Page 1

d. Material character is generally indicated by the boring logs.

1.4 REFERENCES

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

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

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

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

ASTM INTERNATIONAL (ASTM)

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

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

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

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

ASTM 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)

ASTM D2937 (2010) Density of Soil in Place by the Drive-Cylinder Method

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

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

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

SECTION 31 00 00 Page 2

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 (1999, Third Edition, Update III-A) Test Methods for Evaluating Solid Waste:

Physical/Chemical Methods

1.5 DEFINITIONS

1.5.1 Satisfactory Materials

Satisfactory materials comprise any materials classified by ASTM D2487 as

GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, SP, SM, SW-SM, SC, SW-SC,

SP-SM, SP-SC, CL, ML, CL-ML. Satisfactory materials for grading comprise stones less than 8 inches.

1.5.2 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include man-made fills; trash; refuse; backfills from previous construction; and material classified as satisfactory which contains root and other organic matter or frozen material. Notify the Contracting Officer when encountering any contaminated materials.

1.5.3 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. Perform testing, required for classifying materials, in accordance with ASTM D4318, ASTM C136, ASTM D422, and ASTM D1140.

1.5.4 Degree of Compaction

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

1.5.5 Topsoil

Material suitable for topsoil is topsoil material stripped at the site which is free of subsoil, stumps, rocks larger than one inch diameter, brush, weeds, toxic substances, and other material detrimental to plant growth. The residential standards for top soil will be based on the NJDEP Soil Cleanup Criteria, Title 7 of N.J.A.C.; Appendix One; Table 1A.

SECTION 31 00 00 Page 3

1.5.6 Unstable Material

Unstable materials are too wet to properly support the new fill.

1.6 SYSTEM DESCRIPTION

Subsurface soil boring logs from the original levee system design are included in the plans. These data represent the best subsurface information available; however, variations may exist in the subsurface between boring locations.

1.6.1 Classification of Excavation

No consideration will be given to the nature of the materials, and all excavation will be designated as unclassified excavation. Finish the specified excavation on a classified basis, in accordance with the following designations and classifications.

1.6.1.1 Common Excavation

Include common excavation with the satisfactory removal and disposal of all materials.

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. Submit the following in accordance with Section 01 33 00.00 18 SUBMITTAL PROCEDURES:

SD-03 Product Data

Utilization of Excavated Materials; G, DO Opening of any Excavation or Borrow Pit

SD-06 Test Reports

Testing Borrow Site Testing

Within 24 hours of conclusion of physical tests, submit 2 copies of test results, including calibration curves and results of calibration tests.

SD-07 Certificates

Testing

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR OFFSITE SOILS

Test offsite soils brought in for use as backfill for Total Petroleum Hydrocarbons (TPH), Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and full Toxicity Characteristic Leaching Procedure (TCLP) including ignitability, corrosivity and reactivity. Backfill shall contain a maximum of 100 parts per million (ppm) of total petroleum hydrocarbons (TPH) and a maximum of 10 ppm of the sum of Benzene, Toluene, Ethyl Benzene, and Xylene

SECTION 31 00 00 Page 4

(BTEX) and shall pass the TCPL test. Determine TPH concentrations by using EPA 600/4-79/020 Method 418.1. Determine BTEX concentrations by using EPA SW-846.3-3 Method 5030/8020. Perform TCLP in accordance with EPA SW-846.3-3 Method 1311. Provide Borrow Site Testing for TPH, BTEX and TCLP from a composite sample of material from the borrow site, with at least one test from each borrow site. Within 24 hours of conclusion of physical tests, submit 2 copies of test results, including calibration curves and results of calibration tests. Do not bring material onsite until tests have been approved by the Contracting Officer.

2.2 MATERIAL FOR RIP-RAP REVETMENT

Provide Bedding material and rock conforming to these requirements.

2.2.1 Bedding Material

Provide bedding material consisting of free-draining 3/4 inch diameter crushed rock meeting NJDOT gradation for I-2. Compose material of tough, durable particles. Allow fines passing the No. 200 standard sieve with a plasticity index less than six.

2.2.2 Rock

Provide rock fragments sufficiently durable to ensure permanence in the structure and the environment in which it is to be used. Use rock fragments free from cracks, seams, and other defects that would increase the risk of deterioration from natural causes. Provide fragments sized so that no individual fragment exceeds a weight of 150 pounds and that no more than 10 percent of the mixture, by weight, consists of fragments weighing 2 pounds or less each. Provide rock with a minimum specific gravity of

2.50. Do not permit the inclusion of more than trace 1 percent quantities of dirt, sand, clay, and rock fines.

PART 3 EXECUTION

3.1 STRIPPING OF TOPSOIL

Where indicated or directed, strip topsoil. Spread topsoil 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. Keep topsoil separate from other excavated materials, brush, litter, objectionable weeds, roots, stones larger than 1 inch in diameter, and other materials that would interfere with planting and maintenance operations. Remove from the site any surplus of topsoil from excavations and gradings.

3.2 GENERAL EXCAVATION

Perform excavation of every type of material encountered within the limits of the project to the lines, grades, and elevations indicated and as specified. Perform the grading in accordance with the typical sections shown and the tolerances specified in paragraph FINISHING. Transport satisfactory excavated materials and place in fill or embankment within the limits of the work. Excavate unsatisfactory materials encountered within the limits of the work below grade and replace with satisfactory materials as directed. Include such excavated material and the satisfactory material ordered as replacement in excavation. Dispose surplus satisfactory excavated material not required for fill or embankment in areas approved for surplus material storage or designated waste areas. Dispose

SECTION 31 00 00 Page 5 unsatisfactory excavated material off site. During construction, perform excavation and fill in a manner and sequence that will provide proper drainage at all times. Excavate material required for fill or embankment in excess of that produced by excavation within the grading limits from the borrow areas indicated or from other approved areas selected by the Contractor as specified.

3.2.1 Ditches, Gutters, and Channel Changes

Finish excavation of ditches, gutters, and channel changes by cutting accurately to the cross sections, grades, and elevations shown. Do not excavate ditches and gutters below grades shown. Backfill the excessive open ditch or gutter excavation with satisfactory, thoroughly compacted, material or with suitable stone or cobble to grades shown. Dispose excavated material as shown or as directed, except in no case allow material be deposited a maximum 4 feet from edge of a ditch. Maintain excavations free from detrimental quantities of leaves, brush, sticks, trash, and other debris until final acceptance of the work.

3.2.2 Removal of Unstable Material

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

3.2.3 Underground Utilities

The Contractor is responsible for movement of construction machinery and equipment over pipes and utilities during construction. Perform work adjacent to non-Government utilities as indicated in accordance with procedures outlined by utility company. Excavation made with power-driven equipment is not permitted within two feet of known Government-owned utility or subsurface construction. For work immediately adjacent to or for excavations exposing a utility or other buried obstruction, excavate by hand. Start hand excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines or other existing work affected by the contract excavation until approval for backfill is granted by the Contracting Officer. Report damage to utility lines or subsurface construction immediately to the Contracting Officer.

3.3 GRADING AREAS

Where indicated, divide work into grading areas within which satisfactory excavated material will be placed in embankments, fills, and required backfills. Do not haul satisfactory material excavated in one grading area to another grading area except when so directed in writing. Place and grade stockpiles of satisfactory and unsatisfactory as specified. Keep stockpiles in a neat and well drained condition, giving due consideration to drainage at all times. Clear, grub, and seal by rubber-tired equipment, the ground surface at stockpile locations; separately stockpile excavated satisfactory and unsatisfactory materials. Protect stockpiles of satisfactory materials from contamination which may destroy the quality and fitness of the stockpiled material. If the Contractor fails to protect the stockpiles, and any material becomes unsatisfactory, remove and replace

SECTION 31 00 00 Page 6 such material with satisfactory material from approved sources.

3.4 GROUND SURFACE PREPARATION

3.4.1 General Requirements

Remove and replace unsatisfactory material with satisfactory materials, as directed by the Contracting Officer, in surfaces to receive fill or in excavated areas. Scarify the surface to a depth of 6 inches before the fill is started. Plow, step, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so that the fill material will bond with the existing material. When subgrades are less than the specified density, break up the ground surface to a minimum depth of 6 inches, pulverizing, and compacting to the specified density. When the subgrade is part fill and part excavation or natural ground, scarify the excavated or natural ground portion to a depth of 12 inches and compact it as specified for the adjacent fill.

3.4.2 Frozen Material

Do not place material on surfaces that are muddy, frozen, or contain frost. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, or other approved equipment well suited to the soil being compacted. Moisten material as necessary to provide the moisture content that will readily facilitate obtaining the specified compaction with the equipment used.

3.5 UTILIZATION OF EXCAVATED MATERIALS

Dispose of unsatisfactory materials removed from excavations off site. Use satisfactory material removed from excavations, including shoal materials, insofar as practicable and as directed by the COR, in the construction of fills, embankments, subgrades, shoulders, bedding (as backfill), and for similar purposes. It is assumed that: approximately 40% of the shoal materials will be able to be reused as fill adjacent to the floodwall, with the remainder disposed of off-site; materials excavated from below the waterline to install revetment will be disposed of off-site; and that 100% of the materials excavated from above the waterline to install revetment can be reused. Submit procedure and location for disposal of unused satisfactory material. Submit proposed source of borrow material. Do not waste any satisfactory excavated material without specific written authorization. Dispose of satisfactory material, authorized to be wasted, in designated areas approved for surplus material storage or designated waste areas as directed. Clear and grub newly designated waste areas on Government-controlled land before disposal of waste material thereon.

Stockpile and use coarse rock from excavations for constructing slopes or embankments adjacent to streams, or sides and bottoms of channels and for protecting against erosion. Do not dispose excavated material 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.

3.6 BACKFILLING AND COMPACTION

Place backfill adjacent to any and all types of structures, and compact to at least 90 percent laboratory maximum density for cohesive materials or 95 percent laboratory maximum density for cohesionless materials, to prevent wedging action or eccentric loading upon or against the structure. Prepare ground surface on which backfill is to be placed and provide compaction

SECTION 31 00 00 Page 7 requirements for backfill materials in conformance with the applicable portions of paragraphs GROUND SURFACE PREPARATION. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment.

3.6.1 Replacement of Unstable Material (Floodwall Areas Only)

Replace unyielding material removed from the bottom of the trench with select granular material or initial backfill material.

3.7 SPECIAL REQUIREMENTS

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

3.7.1 Rip-Rap Construction (Stone Revetment)

Construct rip-rap on bedding material in accordance with the project plans and specifications, Section 35 31 19, detailed herewithin in the areas indicated. Trim and dress indicated areas to conform to cross sections, lines and grades shown within a tolerance of 6 inches.

3.7.1.1 Bedding Placement

Spread bedding material uniformly to a thickness of at least 6 inches on prepared subgrade as indicated. Compaction of bedding is not required.

Finish bedding to present even surface free from mounds and windrows.

3.7.1.2 Stone Placement

Place rock for rip-rap on prepared bedding material to produce a well graded mass with the minimum practicable percentage of voids in conformance with lines and grades indicated. Distribute larger rock fragments, with dimensions extending the full depth of the rip-rap throughout the entire mass and eliminate "pockets" of small rock fragments. Rearrange individual pieces by mechanical equipment or by hand as necessary to obtain the distribution of fragment sizes specified above.

3.8 EMBANKMENTS

3.8.1 Earth Embankments (In front of flood wall only. See Section 35 41 00 for construction specifications for levee areas)

Construct earth embankments from satisfactory materials free of organic or frozen material and rocks with any dimension greater than 6 inches. For the upper one foot of fill below the revetment, the maximum stone size shall be 3" in maximum dimension. Place the material in successive horizontal layers of loose material not more than12 inches in depth. Spread each layer uniformly on a soil surface that has been moistened or aerated as necessary, and scarified or otherwise broken up so that the fill will bond with the surface on which it is placed. After spreading, plow, disk, or otherwise brake up each layer; moisten or aerate as necessary; thoroughly mix; and compact to at least 90 percent laboratory maximum density for cohesive materials or 95 percent laboratory maximum density for cohesionless materials. Compaction requirements for the upper portion of earth embankments forming subgrade for pavements are identical with those requirements specified in paragraph SUBGRADE PREPARATION. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment.

SECTION 31 00 00 Page 8

3.8.2 Bendway Weirs

Construct bendway weirs in accordance with Specification Section 35 31 19.

3.9 SUBGRADE PREPARATION

3.9.1 Proof Rolling

Finish proof rolling on an exposed subgrade free of surface water (wet conditions resulting from rainfall) which would promote degradation of an otherwise acceptable subgrade. Proof roll the existing subgrade with available construction equipment. Notify the Contracting Officer a minimum of 3 days prior to proof rolling. Perform proof rolling in the presence of the Contracting Officer. Undercut rutting or pumping of material as directed by the Contracting Officer and replace with fill material.

3.9.2 Construction

Shape subgrade to line, grade, and cross section, and compact as specified. Include plowing, disking, and any moistening or aerating required to obtain specified compaction for this operation. Remove soft or otherwise unsatisfactory material and replace with satisfactory excavated material or other approved material as directed. Excavate rock encountered in the cut section to a depth of 6 inches below finished grade for the subgrade. Bring up low areas resulting from removal of unsatisfactory material or excavation of rock to required grade with satisfactory materials, and shape the entire subgrade to line, grade, and cross section and compact as specified. Do not vary the elevation of the finish subgrade more than 0.05 foot from the established grade and cross section.

3.9.3 Compaction

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

Except for paved areas and railroads, compact each layer of the embankment to at least 95 percent of laboratory maximum density.

3.10 FINISHING

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

3.10.1 Subgrade and Embankments

During construction, keep embankments and excavations shaped and drained.

Maintain ditches and drains along subgrade to drain effectively at all times. Do not disturb the finished subgrade by traffic or other operation. Protect and maintain the finished subgrade in a satisfactory condition until ballast, subbase, base, or pavement is placed. Do not

SECTION 31 00 00 Page 9 permit the storage or stockpiling of materials on the finished subgrade.

Do not lay subbase, base course, ballast, or pavement until the subgrade has been checked and approved, and in no case place subbase, base, surfacing, pavement, or ballast on a muddy, spongy, or frozen subgrade.

3.11 PLACING TOPSOIL

On areas to receive topsoil, prepare the compacted subgrade soil to a 2 inches depth for bonding of topsoil with subsoil. Spread topsoil evenly to a thickness of 4 inch and grade to the elevations and slopes shown. Do not spread topsoil when frozen or excessively wet or dry.

3.12 TESTING

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

a. Determine field in-place density in accordance with ASTM D1556 ASTM D2167 ASTM D6938. When ASTM D6938 is used, check the calibration curves and adjust using only the sand cone method as described in ASTM D1556. ASTM D6938 results in a wet unit weight of soil in determining the moisture content of the soil when using this method.

b. Check the calibration curves furnished with the moisture gauges along with density calibration checks as described in ASTM D6938; check the calibration of both the density and moisture gauges at the beginning of a job on each different type of material encountered and at intervals as directed by the Contracting Officer. ASTM D2937, use the Drive Cylinder Method only for soft, fine-grained, cohesive soils.

When test results indicate, as determined by the Contracting Officer, that compaction is not as specified, remove the material, replace and recompact to meet specification requirements.

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

3.12.1 Fill and Backfill Material Gradation

One test per 1000 cubic yards stockpiled or in-place source material.

Determine gradation of fill and backfill material in accordance with

ASTM C136 ASTM D422 ASTM D1140.

3.12.2 In-Place Densities

a. One test per 2000 square feet, or fraction thereof, of each lift of fill or backfill areas compacted by other than hand-operated machines.

b. One test per 100 square feet, or fraction thereof, of each lift of

SECTION 31 00 00 Page 10 fill or backfill areas compacted by hand-operated machines.

3.12.3 Check Tests on In-Place Densities

If ASTM D6938 is used, check in-place densities by ASTM D1556 as follows:

a. One check test per lift for each 1000 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 1000 square feet, of fill or backfill areas compacted by hand-operated machines.

3.12.4 Moisture Contents

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

3.12.5 Optimum Moisture and Laboratory Maximum Density

Perform tests for each type material or source of material including borrow material to determine the optimum moisture and laboratory maximum density values. One representative test per 1000 cubic yards of fill and backfill, or when any change in material occurs which may affect the optimum moisture content or laboratory maximum density.

3.12.6 Tolerance Tests for Subgrades

Perform continuous checks on the degree of finish specified in paragraph SUBGRADE PREPARATION during construction of the subgrades.

3.12.7 Displacement of Drainage Structures 4 and 5

After other required tests have been performed to the finished grade surface, inspect the pipe to determine whether significant displacement has occurred. Conduct this inspection in the presence of the Contracting Officer. Inspect pipe sizes larger than 36 inches, while inspecting smaller diameter pipe by shining a light or laser between manholes or manhole locations, or by the use of television cameras passed through the pipe. If, in the judgment of the Contracting Officer, the interior of the pipe shows poor alignment or any other defects that would cause improper functioning of the system, replace or repair the defects as directed at no additional cost to the Government.

3.13 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 removed from the project site and disposed of off-site in compliance with Federal, State, and local requirements.

-- End of Section --

SECTION 31 00 00 Page 11

35 41 00

LEVEE CONSTRUCTION

01/08

PART 1 GENERAL

1.1 CLEARING, GRUBBING, AND STRIPPING

1.1.1 Payment

Payment will be made for clearing, grubbing and stripping at the contract lump sum. This price shall constitute full compensation for all equipment, labor, materials and incidentals necessary to complete the work specified herein. Payment for refilling of holes resulting from grubbing will be included in the contract lump sum. No separate or direct payment will be made for stockpiling and disposition of stripped materials. All costs in connection therewith will be considered as a subsidiary obligation of the Contractor. If regrowth of vegetation or trees occurs after clearing and grubbing and before placement of embankment, and the Contractor is required to clear and grub again prior to embankment construction, no payment will be made for this additional clearing and grubbing.

1.1.2 Unclassified Excavation (Lump Sum)

No separate measurement or payment will be made for excavation. All costa in connection with excavation will be considered a subsidiary obligation of the Contractor.

1.1.3 Payment for Unsatisfactory Material from Excavation (Unit Price)

Payment shall constitute full compensation for furnishing all plant, labor, equipment and material, and performing all operations necessary to dispose of unsatisfactory excavated material off-site.

1.1.3.1 Measurement of Unsatisfactory Material from Excavation (Unit Price)

The unit of measurement for excavation shall be the cubic yard of unsatisfactory soil material that is excavated. The measurements will not include any volume excavated without authorization from the COR or the volume of any material used for purposes othere than directed, and any excavation performed prior to the checking of the existing grades

The excavation volume shall be computed by the average end method from cross-sections taken before and after the excavation operations, including excavation from the channel.

1.1.4 Fill Material

1.1.4.1 Payment For Embankment Fill

Payment will be made for material placed as required in embankments, backfills and ramps, and including additional material placed by reason of foundation settlement and by reason of soft material in the foundation being forced outward from the section during construction, at the contract lump sum. Payment shall constitute full compensation for furnishing all plant, labor, equipment and material, and performing all operations

SECTION 35 41 00 Page 1 necessary for foundation preparation and placing and compacting the material , materials testing, and moisture control.

1.1.4.2 Measurement of Fill Material (Lump Sum)

Measurement of fill materials will not be performed.

1.1.4.3 Measurement of Fill Material (Unit Price)

Clean fill material imported from off-site shall be measured by the cubic yard of additional clean fill needed to meet the proposed grades as shown on the plans.

1.2 REFERENCES

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

ASTM INTERNATIONAL (ASTM)

ASTM D1556 (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 D2216 (2010) Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

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

ASTM D2937 (2010) Density of Soil in Place by the Drive-Cylinder Method

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

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

ASTM D4254 (2000; R 2006e1) Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density

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

ASTM D4643 (2008) Determination of Water (Moisture) Content of Soil by the Microwave Oven Method

ASTM D5195 (2008) Density of Soil and Rock In-Place at Depths Below the Surface by Nuclear Methods

ASTM D6938 (2010) Standard Test Method for In-Place

SECTION 35 41 00 Page 2

Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

ASTM D698 (2012) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft. (600 kN-m/cu. m.))

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2008; Errata 1-2010; Changes 1-3 2010;

Changes 4-6 2011) Safety and Health Requirements Manual

1.3 DEFINITIONS

1.3.1 Clearing

Clearing consists of the removal and satisfactory disposal of all above ground and below ground trees, downed timber, snags, slash, brush, garbage, trash, debris, fencing, and other items occurring in the designated areas to be cleared.

1.3.2 Grubbing

Grubbing consists of the removal and satisfactory disposal of stumps, roots larger than 2 inches in diameter, and matted roots from the designated grubbing areas. Grubbing also includes filling of holes from the grubbing operation.

1.3.3 Stripping

Stripping consists of the removal and satisfactory disposal of crops, weeds, grass, and other vegetative materials to the ground surface and topsoil.

1.3.4 Satisfactory Materials

Satisfactory materials consists of materials classified in accordance with ASTM D2487 as CL, CL-ML, ML, SC with at least 30 percent by weight classified as CL, free from: roots and other organic matter; contamination from hazardous, toxic or radiological substances; trash, debris; and frozen materials. Not all satisfactory materials can be used in levee.

Only the satisfactory materials stated above, meeting the additional or modified requirements of paragraph TYPES OF FILL MATERIALS, can be used for levee construction.

1.3.5 Unsatisfactory Materials

Unsatisfactory materials shall not be used in any levee or other required fill. Unsatisfactory materials includes all other materials that are not defined above as satisfactory materials.

1.3.6 Embankment

The terms "levee" or "embankment" as used in these specifications are defined as the earth fill portions of the levee structure or other fills related to the levee structure, including cut-off trench and includes all

SECTION 35 41 00 Page 3 types of earth fill for the levee and cut-off trench, and all other fills within the limits of the levee, excepting those stone materials used for slope protection.

1.3.7 Backfill

Backfill as used in this section is defined as that fill material which cannot be placed around or adjacent to a structure until the structure is completed or until a specified time interval has elapsed after completion.

1.3.8 Excavation

Excavation consists of removal of material to the lines and grades shown on the drawings, or as otherwise directed or approved by the Contracting Officer.

1.3.9 Classification of Soils

Materials used to construct the embankments and for backfills shall be classified in accordance with ASTM D2487 (Unified Soil Classification System). 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.

1.3.10 Degree of Compaction

1.3.10.1 Cohesive Material

Degree of compaction is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D698, abbreviated hereinafter as percent laboratory maximum density.

1.3.10.2 Cohesionless Material

Degree of compaction is expressed as a percentage of the relative density in accordance with ASTM D4253 and ASTM D4254.

1.4 SYSTEM DESCRIPTION

The work covered by this section consists of furnishing all equipment, labor, materials, and incidentals, and performing all operations necessary for the clearing, grubbing, and stripping of the areas specified herein or indicated on the drawings, and for the removal and disposal of cleared, grubbed, and stripped materials, and refilling of holes resulting from grubbing; and for all other excavations incidental to the construction of levees, channels as specified and shown; foundation preparation and the reconstruction of levee embankments, enlargement of existing levee, berms, road crossings, backfill at drainage structures, and other incidental earthwork as may be necessary to complete the levee as specified herein and as shown on the drawings. All work under this section shall comply with the requirements of EM 385-1-1.

1.4.1 Embankment and Backfill Materials

At least 30 days prior to delivery of any Contractor-furnished material to the site of the work, submit soil classification test results, moisture-density curves, gradation curves, and laboratory results of the required tests of the proposed material. Materials for embankment and

SECTION 35 41 00 Page 4 backfill construction will be obtained from sources provided by the Contractor. Materials obtained from required excavation which meet or which can be processed to meet the requirements for each embankment material, or any other material required for this project, as specified herein, may be utilized in the appropriate zone of the embankment or as backfill. All roots, limbs, and wood fragments shall be removed from embankment materials. Materials containing sod, other organic or perishable material, trash, debris, and frozen materials shall not be used in the embankment. Submit to the Contracting Officer the source or sources intended to provide materials for embankment construction. If a source is selected other than a commercial quarry or other commercial entity from which earth or rock material will be directly purchased and where the Contractor or his subcontractor will perform the borrow excavation, a written statement will be provided to the Contracting Officer indicating permission to utilize the area. It is the Contractor's responsibility to obtain Federal, State, and local permits which may be required for excavation and reclamation of the borrow area. A copy of the plan and procedures to be utilized for reclamation shall be furnished to the Contracting Officer. The Contracting Officer will require material samples from any proposed borrow source to be submitted as indicated in paragraph Quality Control.

1.4.2 Haul Roads

Haul roads shall be located and constructed as shown on the drawings and as approved by the Contracting Officer within the project boundaries shown on the drawings. Haul roads shall be constructed to maintain the intended traffic, be free draining, and be maintained in good condition throughout the contract period. Any haul road which crosses any creek or drainage channel shall be constructed, and maintained so as to not flood either upstream areas by restricting stream flows or flood downstream areas by the release of any stored water in the event that the crossing fails for any cause. Haul roads constructed during the contract duration shall be removed after work is completed and the impacted area restored to its preconstruction conditions. Plow and/or scarify or otherwise loosen all access and haul roads other than existing roads to a minimum of 6 inches deep and the surface shall be left in a smooth condition. All haul roads within the right-of-way that will remain as public thoroughfares after construction shall be cleaned daily and maintained in the preconstruction condition. All costs associated with these haul roads shall be considered as a subsidiary obligation of the Contractor.

1.4.3 Ramps and Crossings

Ramps and crossings shall be constructed at the locations shown on the drawings by placement of a fill. Ramps and crossings shall be constructed only by adding material to the levee crown and slopes. Ramps shall have a minimum 10 foot crown width, and 1V on 2.5 H side slopes. Contractor shall remove any temporary ramps upon completion of their work. Contractor shall fix any low areas and reseed in accordance with Section 32 92 19.

1.4.4 Runways

Where material is hauled over an existing levee for construction, the Contractor, at no extra cost, will be permitted to construct temporary runways over the levee by the addition of material to the levee cross section. The Contractor must restore the levee height to its design elevation shown on the plans with a tolerance of 0 inches below and 4 inches above.

SECTION 35 41 00 Page 5

1.4.5 Stockpiling

Any on-site stockpiling of embankment materials shall be in accordance with paragraph Stockpiles. No payment will be made for such stockpiling nor for the reloading and hauling of these materials to their final position.

1.4.6 Slides and Foundation Failures

When sliding occurs in any part of the embankment and backfills prescribed in this section after they have been placed, but prior to final acceptance of all work under the contract, repair the slide as directed by the Contracting Officer. When the slide is caused through the fault of the Contractor, the repair shall be made at no cost to the Government. When the slide is not the fault of the Contractor, an equitable adjustment in the contract price shall be made pursuant to the Contract Clause CHANGES to cover the cost of the repairs.

1.4.7 Drainage Requirements

Do not block or restrict the flow in a natural drain, existing culvert, ditch or channel at any time without obtaining prior written approval from the Contracting Officer. This approval will not relieve the Contractor from responsibility for any damage caused by the operation. Monitor the stream flow and provide sufficient free discharge areas so that conditions are not worsened upstream or downstream by possible floods during construction. Surface water shall be directed away from excavations and construction sites so as to prevent erosion and undermining of foundations. Diversion ditches, dikes, and grading shall be provided and maintained as necessary during construction. Excavated slopes and backfill surfaces shall be protected to prevent erosion and sloughing. Excavation shall be performed so that the site and the area immediately surrounding the site and affecting operations at the site shall be continually and effectively drained.

1.5 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 00.00 18 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Drainage Requirements

SD-03 Product Data

Excavation; G, RO Borrow Areas; G, RO Plan of Operations; G, RO Embankment and Backfill Materials; G, DO Nuclear Density; G, RO Final cross sections and profiles on CD-ROM; G, RO

SD-06 Test Reports

Measurement of Fill Material; G, DO

SECTION 35 41 00 Page 6

1.6 PROJECT SITE CONDITIONS

1.6.1 Protection of Cultural and Natural Resources

All work and operations shall comply with the requirements of Section 01 57 20.00 10 ENVIRONMENTAL PROTECTION and with the requirements of this section.

1.6.2 Protection of Man-Made Facilities and Natural Features

Trees within the clearing area shall be felled in such a manner as to avoid damage to trees left standing and trees outside the clearing area, existing buildings, man-made facilities and natural features, with due regard to the safety of employees and others, and in compliance with EM 385-1-1.

Excavation shall follow the same requirements specified above for felling trees and shall be in compliance with EM 385-1-1. Existing utility lines that are shown on the drawings or the locations of which are made known to the Contractor prior to excavation and that are to be retained shall be protected from damage during excavation. When utility lines that are to be removed are encountered within the area of operations, notify the applicable utility companies in sufficient time for measures to be taken to prevent interruption of the services. The existing floodwall and drainage structures should also be protected from any damage.

1.7 SEQUENCING

1.7.1 Clearing and Grubbing

All clearing and grubbing work shall be completed at least 100 feet in advance of embankment construction. In locations where work on drainage structures is performed prior to embankment construction, all clearing and grubbing shall be completed for the structure at least 20 feet on each side of the structure, measured along the levee centerline and 20 feet perpendicular to the structure. If regrowth of vegetation or trees occurs after clearing and grubbing and before placement of embankment, the Contractor will be required to clear and grub again prior to embankment construction.

1.7.2 Stripping

After inspection and acceptance of cleared and grubbed areas, stripping may proceed. All stripping work shall be completed not more than 20 feet in advance of embankment construction.

PART 2 PRODUCTS

2.1 TYPES OF FILL MATERIALS

2.1.1 Compacted Embankment Fill

This material shall consist of satisfactory impervious material classified as lean clay (CL), low plasticity silt (ML), SC sand containing more than 30 percent of clay (CL), and borderline clay and silt (CL-ML) in accordance with ASTM D2487.

2.1.2 Topsoil

Topsoil consists of organic soil and shall be placed on the levee slopes as

SECTION 35 41 00 Page 7 shown on the contract drawings and as specified in Section 32 92 19 SEEDING.

PART 3 EXECUTION

3.1 CONSTRUCTION

3.1.1 Lines and Grades

The embankment and backfill shall be constructed to the lines, grades, and cross sections indicated on the drawings, unless otherwise directed by the Contracting Officer. The Government reserves the right to increase or decrease the foundation widths and embankment slopes or to make such other changes in the embankment or backfill sections as may be deemed necessary to produce a safe structure. Changes in quantities resulting from such revisions will not constitute justification for change in contract lump sum, except as provided for in the Variations in Estimated Quantities Clause. The end slopes and side slopes of partial fill sections shall not be steeper than shown on the drawings.

3.1.2 Conduct of the Work

Maintain and protect the embankment and backfill in a satisfactory condition at all times until final completion and acceptance of all work under the Contract. If, in the opinion of the Contracting Officer, the hauling equipment causes horizontal shear planes or slicken sides, rutting, quaking, heaving, cracking, or excessive deformation of the embankment or backfill, limit the type, load, or travel speed of the hauling equipment on the embankment or backfill. The Contractor may be required to remove, at no additional payment, any embankment material placed outside of prescribed slope lines. Any approved embankment or backfill material which is lost in transit or rendered unsuitable after being placed in the embankment or backfill and before final acceptance of the work shall be replaced in a satisfactory manner and no additional payment will be made therefor.

Excavate and remove from the embankment or backfill any material which is unsatisfactory, dispose of such material, and refill the excavated area as directed, all at no cost to the Government.

3.2 CLEARING

Clearing shall be accomplished within the limits of existing ground to receive embankment , together with strips 20 feet wide, beyond and contiguous thereto, existing levees to be degraded, ponding areas, ditches, structures, traverses, channels, riprap, revetment, borrow areas and ramps. Trees, downed timber, snags, slash, brush, garbage, trash, debris, fencing and other items shall be cleared flush with the existing ground surface. Trees and vegetation designated to be left standing or to remain shall be protected from damage from construction operations. Clearing of borrow areas shall be limited to the minimum area required for construction operations.

3.3 GRUBBING

Grubbing shall be accomplished within the limits of existing ground to receive embankment and structures, together with strips 5 feet wide, beyond and contiguous thereto, existing levees to be degraded, ponding areas, ditches, structures, traverses, channels, riprap, revetment, borrow areas and ramps. Grubbing shall be accomplished to a depth of at least 3 feet below the existing ground surface. All holes caused by grubbing operations and removal of pipes and drains, excluding holes in borrow areas, channels

SECTION 35 41 00 Page 8 and ditches above required grade, shall be filled with satisfactory material. This material shall be placed in 12 inch layers to the elevation of the adjacent ground surface and each layer compacted to a density at least equal to that of the adjoining undisturbed material.

3.4 STRIPPING

The entire area within the limits of existing ground to receive embankment and structures, together with strips 5 feet wide, beyond and contiguous thereto, existing levees to be degraded, shall be stripped to remove crops, weeds, grass, and other vegetative materials to the ground surface and topsoil.

3.5 DISPOSITION OF CLEARED, GRUBBED, AND STRIPPED MATERIAL

Except as otherwise specified or indicated on the drawings, all materials resulting from clearing and grubbing operations shall, at the Contractor's option, be disposed of either by windrowing or stockpiling…