Amendment - Div01 Section 35 41 00.01 spec.pdf

35 41 00.01

REACH 1 LEVEE CONSTRUCTION

01/08

PART 1 GENERAL

This section applies to Reach 1 Levee Construction. For Reach 2-3 levee construction refer to Section 35 41 00.02.

1.1 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 M 43 (2005; R 2009) Standard Specification for Sizes of Aggregate for Road and Bridge Construction

ASTM INTERNATIONAL (ASTM)

ASTM A392 (2011a; R 2017) Standard Specification for Zinc-Coated Steel Chain-Link Fence Fabric

ASTM C33/C33M (2018) Standard Specification for Concrete Aggregates

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

ASTM D1557 (2012; E 2015) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D2167 (2015) 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 (2017) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D2937 (2017; E 2017; E 2018) Standard Test Method for Density of Soil in Place by the Drive-Cylinder Method

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

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

Particle-Size Analysis of Soils

ASTM D4253 (2016) Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table

ASTM D4254 (2016) Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density

ASTM D4318 (2017; E 2018) Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D4643 (2017) Standard Test Method for Determination of Water Content of Soil and Rock by Microwave Oven Heating

ASTM D5195 (2014) Density of Soil and Rock In-Place at Depths Below the Surface by Nuclear Methods

ASTM D5778 (2012) Standard Test Method for Electronic Friction Cone and Piezocone Penetration Testing of Soils

ASTM D6913 (2017) Particle-Size Distribution of Soils using Sieve Analysis

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

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

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

U.S. ARMY CORPS OF ENGINEERS (USACE)

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

EM 1110-1-1002 (2012) Survey Markers and Monumentation

EM 1110-1-1005 (2007) Control and Topographic Surveying

EM 1110-1-6056 (2010) Standards and Procedures for Referencing Project Elevation Grades to Nationwide Vertical Datums

EM 1110-1-1003 (2011) Navstar Global Positioning System

Surveying

1.2 DEFINITIONS

1.2.1 Clearing

Clearing shall consist of vegetation designated for removal, including downed timber, snags, slash, brush, garbage, trash, debris, fencing, and other items occurring in the designated areas to be cleared. Clearing shall also include the removal and disposal of structures that obtrude, encroach upon, or otherwise obstruct the work.

1.2.2 Grubbing

Grubbing consists of the removal and satisfactory disposal of stumps, roots larger than 1/2 inches in diameter and 6 inches long, and matted roots from the designated grubbing areas to a depth of 36 inches.

1.2.3 Stripping

Stripping consists of the removal and satisfactory disposal of crops, weeds, grass, and other vegetative materials to a minimum depth of 4 inches.

1.2.4 Suitable Materials

Suitable materials consists of materials classified in accordance with ASTM D2487 as CL, CH, ML, MH, CL-ML, SC and/or GC free from: roots, limbs, and wood fragments and other visible organic matter; contamination from hazardous, toxic or radiological substances; trash, debris, perishable material, and other deleterious material; and frozen materials. Not all suitable materials can be used in the levee. Only the suitable materials stated above, and meeting the additional requirements of paragraphs 2.1.1 LEVEE FILL or 2.1.2 TRENCH FILL, can be used for levee construction.

Suitable material that meets the requirements of 2.1.3 INTERSECTING DIKE FILL can be used as intersecting dike fill or Ecotone Fill.

1.2.5 Unsuitable Materials

Unsuitable materials shall not be used in any levee, intersecting dike, inspection trench, or other required fill. Unsuitable materials include all other materials that are not defined above as suitable materials.

Materials are not classified as unsuitable based solely on moisture content. Contaminated soils are unsuitable. Notify the Contracting Officer when encountering any contaminated materials, and await direction from the Contracting Officer prior to disturbing or transporting contaminated materials. Contaminated materials are defined in 1.2.17. Unsuitable materials that do not contain unsuitable debris as defined in 1.2.6 shall be stockpiled for future use as Ecotone fill.

1.2.6 Unsuitable Debris

Limbs, wood fragments, rubble, trash, perishable material, construction debris, concrete debris or other deleterious items shall be classified as unsuitable debris and removed in accordance with paragraph 3.15 Disposition of Unsuitable Debris.

An estimated 20 cubic yards of construction and concrete debris is anticipated to be found on site.

1.2.7 Embankment

The term "embankment" as used in these specifications is defined as the earth fill portions of the levee or intersecting dikes or other earthwork related to the levee or intersecting dikes, including inspection trenches and other required fills within embankment limits. The term "embankment" is used for requirements that apply to both the levee and intersecting dikes, as defined below in 1.2.7.1 and 1.2.7.2, respectively. All embankment material shall consist of suitable material meeting the requirements of 1.2.4 and 2.1 TYPES OF EMBANKMENT FILL MATERIALS.

Embankment material does not include Aggregate Surface Course, which is presented in Section 32 15 00.

1.2.7.1 Levee

The term "levee" as used in these specifications refers to the main flood protection levee extending from Station 0+00 to Station 42+00. The levee shall be constructed of suitable material meeting the requirements for levee fill as specified in 2.1.1 or trench fill as specified in 2.1.2.

1.2.7.2 Intersecting Dike

The term "intersecting dike" as used in these specifications refers to the connections from the levee to the existing dikes to rebuild portions of the existing dikes that are degraded to construct the levee. Intersecting dikes are shown on the drawings at levee Stations 2+44, 36+00, and 41+31.

The intersecting dike shall be constructed of suitable material meeting the requirements for intersecting dike fill as specified in 2.1.3.

1.2.8 Backfill

Backfill as used in this section is defined as that fill material for excavation outside the limits of embankment foundation.

1.2.9 Degrade

Degrade consists of removal of material to the lines and grades shown on the drawings, or as otherwise directed or approved by the Contracting Officer and as described in paragraph 3.10 DEGRADE in PART 3 EXECUTION.

Degrade includes inspection trenches, as defined in 1.2.10.

1.2.10 Inspection Trench

"Inspection trench" refers to the degrade trenches that extend down to Elevation -6 feet or to the bottom of the Young Bay Mud (defined in subparagraph 1.2.14), whichever is deeper as shown on the plans. Two types of inspection trenches are specified herein.

1.2.10.1 Waterside Inspection Trench

Waterside Inspection trenches are included for Station 0+00 to Station 2+50 and Station 9+00 to Station 42+00. Waterside inspection trenches have a bottom width of 6 feet and are located at the waterside levee toe, as shown on the drawings.

1.2.10.2 Full-width Inspection Trench

A full-width Inspection trench is included for Station 2+50 to Station 9+00. Full-width inspection trenches are anticipated to have a bottom width of 86.2 feet.

1.2.11 Ecotone Fill

The term "Ecotone Fill" refers to unsuitable material that does not contain unsuitable debris which may be used in the future 30:1 environmental restoration slope (by others), as shown on the plans.

1.2.12 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. All fill used to construct the embankment shall consist of cohesive materials meeting requirements of 1.2.4 and 2.1 TYPES OF FILL MATERIALS.

1.2.13 Degree of Compaction

Degree of compaction is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D1557, abbreviated hereinafter as percent laboratory maximum density.

1.2.14 Young Bay Mud

Young Bay Mud is soft, compressible soil that is present along the full levee alignment and at intersecting dike areas. Young Bay Mud shall be considered unsuitable material. Young Bay Mud shall be excavated to lines and grades shown on the drawings or to the bottom of Young Bay Mud to the satisfaction of the Contracting Officer, as specified paragraph 3.10

DEGRADE.

1.2.15 Competent Soil

Competent soils are soils that underlie Young Bay Mud layer. Competent soils will provide a stable base for placement and compaction of fill without the use of subgrade stabilization methods. The bottom subgrade of inspection trenches shall consist entirely of competent soil to the satisfaction of the Contracting Officer, as specified in paragraph 3.10

DEGRADE.

1.2.16 Settlement Waiting Period

The settlement waiting period is the minimum waiting time to allow for partial consolidation settlement and undrained strength gain of soft Young Bay Mud soils between the construction Phases 1 and 2 specified in Paragraph 3.1.2.

1.2.17 Contaminated Soil

Contaminated soil is solid material that contains anthropogenic chemicals

(e.g. trichloroethene) greater than laboratory detection limits and/or naturally occurring chemicals/elements (e.g. metals) greater than established background concentrations. Soils shall be tested in accordance with paragraph 2.2 REQUIREMENTS FOR FILL MATERIAL TESTING.

1.2.18 Phase 1 and 2 Interface

The Phase 1 and 2 Interface is any portion of the Phase 1 fill surface that will receive placement of Phase 2 fill after the settlement waiting period is completed. The Phase 1 and 2 Interface is considered a partial fill section (see requirements of subparagraph 3.16.2 PARTIAL FILL SECTIONS).

1.2.19 Intelligent Compaction

A process that uses compaction equipment with a measurement and documentation system that automatically records various critical compaction parameters in real time during the compaction process.

1.3 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, removal or plugging of existing drainage structures, and refilling of holes resulting from grubbing; excavation of borrow areas and existing dikes, and for all other excavations incidental to the construction of embankments and roadways as specified and shown;

foundation preparation and the construction of the embankments, including embankment fill, fill of inspection trenches, 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.

1.3.1 Levee Fill

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 levee construction will be obtained from sources provided by the Government for the specified quantity as indicated on the plans. The Contractor shall assume that fill material provided by the Government is not contaminated, as defined in paragraph 1.2.17. The Contractor shall provide any additional quantities that are required. Materials obtained from required excavation which do not contain unsuitable debris as defined in 1.2.6 shall be stockpiled for future use as intersecting dike fill or Ecotone fill. All roots, limbs, and wood fragments shall be removed from levee fill materials. Materials containing sod, other organic or perishable material, trash, debris, and frozen materials shall not be used in the levee. Submit to the Contracting Officer the source or sources intended to provide materials for levee 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 local, State, and Federal 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 Field Quality Control.

1.3.2 Haul Roads

Locate and construct haul roads as approved by the Contracting Officer.

Prior to the commencement of construction submit for approval a site plan detailing the location of all haul roads within the project limits. Haul roads between the borrow site and the levee shall be located within the limits approved by the Contracting Officer. 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 four (4) 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. The Contractor shall submit a Haul Road Plan to the Contracting Officer at least 30 days in advance of levee construction. The plan shall detail the location of all haul roads and ramps within the construction limits.

1.3.3 Stockpiling

Any on-site stockpiling of levee fill and degraded materials shall be in accordance with paragraph 3.13 STOCKPILES. No payment will be made for such stockpiling nor for the reloading and hauling of these materials to their final position.

1.3.4 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.

1.3.5 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 adjacent ponds and provide sufficient free discharge areas so that conditions are not worsened 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.

1.4 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Dewatering Plan; G

Degrade Plan; G

Haul Road Plan; G

Fill Placement and Compaction Plan; G

Drainage Requirements

Survey Control Plan; G

Flood Contingency Plan; G

SD-03 Product Data

Shoring, Sheeting, and Bracing; G

Borrow Areas; G

Fill Materials; G

Nuclear Density Equipment Data

Chain link fabric mesh installation certification; G

SD-05 Design Data

Vane Shear Testing Plan; G

SD-06 Test Reports

Measurement of Fill Material

1.5 REGULATORY REQUIREMENTS

The state statutory and regulatory requirements listed below form a part of this specification to the extent referenced.

1.6 PERMITS

In accordance with Contract Clause PERMITS AND RESPONSIBILITIES, obtain all necessary permits required for disposal, hauling, erosion control, burning, and all other permits required for construction and pay all fees associated with permitting and compliance. In addition, the Government has obtained a number of permits as specified in Section 01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS. Comply with the terms of these permits and with the requirements of Section 01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS, and this section.

1.7 PROJECT SITE CONDITIONS

1.7.1 Protection of Cultural and Natural Resources

All work and operations shall comply with the requirements of Section 01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS and with the requirements of this section.

1.7.2 Historical, Archeological, and Cultural Resources

All work and operations shall comply with the requirements of Section 01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS and with the requirements of this section.

1.7.3 Shrubs and Existing Facilities

Provide protection in accordance with Section 01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS. Protect vegetation to be left standing from damage incident to clearing, grubbing, and construction operations by the erection of barriers or by such other means as the circumstances require.

1.7.4 Utility Lines

Protect existing utility lines that are indicated on the plans to remain from damage. Notify the Contracting Officer immediately of damage to or an encounter with an unknown existing utility line. The Contractor is responsible for the repair of damage to existing utility lines that are indicated or made known to the Contractor prior to start of clearing and grubbing operations. When utility lines which are to be removed are encountered within the area of operations, notify the Contracting Officer immediately to minimize interruption of the service. Refer to Section 01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS for additional utility protection.

1.7.5 Subsurface Data

Subsurface soil boring logs are included in the Geotechnical Investigation Report. Data in the Geotechnical Investigation Report represent subsurface information at the boring locations; however, variations may exist in the subsurface between boring locations. Groundwater level is shallow, and expected to be within the existing dike material. Ponds on the landside and waterside of the existing dike contain water at all times throughout the year. The contractor shall expect to encounter groundwater within all excavations required for construction that extend below Elevation 3 feet, NAVD88. Refer to the Geotechnical Investigation Report for discussion of groundwater conditions. The groundwater table can vary significantly depending on time of year, variation from normal precipitation, and tide level, and may be encountered above Elevation 3 feet.

1.8 MERCHANTABLE TIMBER

Merchantable timber remaining within the areas to be cleared on or after the date of award of this contract may be disposed of as the Contractor sees fit, as long as such merchantable timber is either removed from the rights-of-way or is satisfactorily disposed of in accordance with the paragraph 3.5 DISPOSITION OF CLEARED, GRUBBED, AND STRIPPED MATERIAL and

3.15 DISPOSITION OF UNSUITABLE DEBRIS and the Contractor complies with all applicable local, State, and Federal regulations and laws.

PART 2 PRODUCTS

2.1 TYPES OF FILL MATERIALS

2.1.1 Levee Fill

The levee, including their respective inspection trenches, shall be constructed of suitable material meeting the requirements of 1.3.3 and this paragraph. Levee fill shall be obtained from the borrow site(s) provided by the Government and additional sources provided by the Contractor, if needed. The levee fill material shall consist of suitable materials classified in accordance with ASTM D2487 as CL, ML, and/or SC.

Cohesionless material shall not be used for levee construction.

Levee fill shall have no visible concentrations of organics, roots 1/2-inch in diameter and 6 inches long or bigger, limbs, wood fragments, debris, rubble, trash, perishable material, or other deleterious items. Borrow materials may be blended as needed to obtain suitable materials for construction meeting the requirements outlined in these Specifications.

Blended materials shall be tested for suitability at the borrow site or at stockpile areas prior to placement. Soil classification tests shall be completed for all levee fill material to satisfy the classification requirements of ASTM D2487. Refer to 3.24 FIELD QUALITY CONTROL for testing requirements.

Material obtained from project excavations shall not be used as levee fill. The contractor shall not blend excavated materials with suitable materials from approved borrow sites for use as levee fill. Excavated suitable materials that meet the requirements in 2.1.3 INTERSECTING DIKE FILL can be stockpiled onsite for future use as intersecting dike fill or other backfill outside the limits of the levee. Excavated unsuitable materials that do not contain unsuitable debris shall be stockpiled onsite for future use as Ecotone fill. Unsuitable debris shall be disposed of off-site in a legal manner.

Levee fill shall consist of suitable material meeting the requirements of

1.2.4 and the following table.

Material Property Requirement ASTM Test Standard

USCS Classification CL, ML, SC D2487

Liquid Limit (LL) LL < 45 D4318

Plasticity Index (PI) 10 < PI < 25 D4318

Material Property Requirement ASTM Test Standard

% Passing 2.5-inch Sieve 100% D6913

% Passing #4 Sieve > 75 D6913

% Passing #200 Sieve > 30 D6913

Organic Content < 3 percent and No visible concentration of organic content

D2974 (testing at the discretion of the Contracting officer per paragraph 3.24.3)

2.1.2 Trench Fill

Material meeting the requirements of trench fill may be used in lieu of levee fill to backfill waterside inspection trenches below elevation 0 feet (i.e. the design elevation of the geogrid layer). Trench fill requirements are the same as those for levee fill (Paragraph 2.1.1), except for the changed requirements in the following table. Trench fill shall not be used in the full-width inspection trench from Station 2+50 to Station 9+00 which should be filled with levee fill.

Material Property Requirement ASTM Test Standard

USCS Classification CL, ML, CH. MH, SC D2487

Liquid Limit (LL) LL < 60 D4318

Plasticity Index (PI) 10 < PI < 50 D4318

2.1.3 Intersecting Dike Fill

The intersecting dikes, including their respective inspection trenches, shall be constructed of suitable material meeting the requirements of 1.2.4 and this paragraph. Intersecting dike fill shall be obtained from existing dike areas that are degraded to construct the levee. The intersecting dike fill shall consist of suitable materials classified in accordance with ASTM D2487 as CL, CH, ML, MH, CL-ML, SC and/or GC. The intersecting dike fill shall contain no stones or rock fragments larger than 4 inches in any dimension, and at least 30 percent of the material shall be fine-grained (=/> 30 percent passing #200 sieve). Cohesionless material shall not be used for intersecting dike construction. Intersecting Dike fill shall not be used in any portion of the levee cross section where the two intersect.

Intersecting dike fill shall have no visible concentrations of organics, roots, limbs, wood fragments, debris, rubble, trash, perishable material, or other deleterious items. Soil classification tests shall be completed for all intersecting dike fill to confirm ASTM D2487 soil classification and to maintain a record of material used to construct the intersecting dikes. Refer to 3.24 FIELD QUALITY CONTROL for testing requirements.

The contractor may blend excavated materials with suitable materials from approved borrow sites for use as intersecting dike fill. Levee fill and trench fill, as defined in 2.1.1 and 2.1.2, respectively, are suitable for use as intersecting dike fill. Only surplus levee and trench fill over the quantities needed for the levee and inspection trenches may be blended or otherwise used as intersecting dike fill.

2.2 REQUIREMENTS FOR FILL MATERIAL TESTING

Fill material not certified clean by a commercial quarry or identified as Suitable Materials by the USACE shall undergo sampling and laboratory analysis in accordance with the Clean Fill Material, Information Advisory

(DTSC, 2001).

Prior to fill material characterization, the Contractor will prepare a document which identifies the location of the source material, previous land use, sampling methods, sampling frequency, analytical methods, and screening levels. The document will be prepared by a California licensed professional engineer or geologist and provided to USACE for approval prior to fill material characterization.

Upon receipt of laboratory analytical results, the Contractor will submit a report to the USACE. The report will document methods used to collect the samples, figure(s)depicting the sample locations, laboratory analytical reports, table summarizing laboratory analytical results with comparison to background values where applicable, and certification by the California licensed professional engineer or geologist as to whether the fill meets criteria suitable for reuse.

2.3 INSTRUMENTATION

Refer to Specification Section 13 80 00 GEOTECHNICAL INSTRUMENTATION for instrumentation product requirements including settlement plates and vibrating wire piezometers.

Provide all equipment, materials, and products required for vane shear testing in accordance with subparagraph 3.21.3.

2.4 CHAIN LINK FABRIC MESH

Chain link fabric mesh shall be 1 inch mesh size (measured distance between two parallel sides), 9 gauge (3.76 mm), by 12 feet in height or wide rolls or approved equal and meet the requirements of ASTM A392-11a.

The chain link fabric mesh shall consist of steel wires woven together to form a diamond-patterned mesh, sometimes referred to as cyclone fence, diamond link, and woven wire mesh.

The chain link fabric mesh shall be manufactured from the highest quality galvanized wire in accordance with ASTM A392-11a (2017) Class 1.

The fabric shall be stretched taut, free of sag, and the end of the fabric mesh shall be closed loop for each roll without any open-ended wires.

Aluminum hog ring thickness shall be the same gauge as the chain link fabric mesh or heavier thickness.

Percussion driven anchors and securing pins as described in 32 91 18.00 12 HIGH PERFORMANCE TURF REINFORCED MAT (HPTRM) shall be use.

Contractor shall submit a Certificate of Compliance for the chain link fabric mesh, fasteners/hog rings, and all related appurtenances for installation.

PART 3 EXECUTION

3.1 CONSTRUCTION

3.1.1 Lines and Grades

The embankments 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 sections as may be deemed necessary to produce a safe structure. Increases in height of section, made to compensate for settlement or consolidation of the embankment fill material, will not exceed 6 to 18 inches at the embankment centerline as indicated on the plans and paragraph 3.1.2 below, unless at the direction of the Contracting Officer. The end slopes and side slopes of partial fill sections shall not be steeper than one vertical on three horizontal upon initial construction.

Changes to the contract will be made in accordance with the changes clause.

3.1.2 Embankment Phasing

The placement of levee fill will be performed in two phases. Phase 1 of levee construction will include the portion of the levee built to elevation 12 feet (NAVD 88). Phase 2 of levee construction will complete the levee to final design crest elevation as shown on the drawings.

Table 1. Grade and Settlement Summary

Approximate Station Range

Estimate Short-Term Settlement at the Crest**

Design Crest Elevation

0+00 to 2+50 0.1 to 0.5 feet 15.70 feet

2+50 to 9+00 0.1 to 0.5 feet 15.70 feet

9+00 to 37+00 0.5 to 1.0 feet 16.20 feet

37+00 to End 1.0 to 1.5 feet 16.70 feet

** Estimated short-term settlement is the settlement that may occur between start of construction of Phase 1 and start of construction of Phase 2. It is only provided as an indication of magnitudes of settlement that could occur for the purpose of estimating potential fill quantities. Actual settlement during construction shall be measured with settlement plates as specified in paragraph 3.21.

At any embankment location, a settlement waiting period of 5 months shall be observed between completing placement of Phase 1 fill and beginning placement of Phase 2 fill. The purpose of this waiting period is to partially complete foundation settlement and to allow the soft Young Bay Mud soils to gain strength due to consolidation prior to placement of Phase 2 levee fill. The undrained shear strength of the Young Bay Mud shall be measured using methods presented in subparagraph 3.21.3. With the approval of the Contracting Officer, the settlement waiting period may be shortened if all settlement and strength acceptance thresholds presented in paragraph

3.21 are met, but in no case shall be less than 3 months. The Government reserves the right to increase the settlement waiting period as specified in paragraph 3.21. Estimates of anticipated settlements during Phase 1 construction and the settlement waiting period are in Table 1.

3.1.3 Conduct of the Work

Maintain and protect the embankments in a suitable 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 embankments, limit the type, load, or travel speed of the hauling equipment on the embankments. The Contractor may be required to remove, at no additional payment, any embankment fill placed outside of prescribed slope lines and tolerances.

Any approved embankment fill 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 suitable manner and no additional payment will be made therefore. Excavate and remove from the embankment or backfill any material which is unsuitable, dispose of such material, and refill the excavated area as directed, all at no cost to the Government.

3.2 CLEARING

Roots, brush, and other vegetation in areas to be cleared shall be cut off flush with or below the original ground surface, except such vegetation as may be indicated or directed to be left standing. Clearing will generally occur along the proposed levee footprint, and approximately an additional 15 feet to either side of the proposed levee toes. If necessary for construction, additional clearing may occur within the construction limits as approved by the Government.

3.3 GRUBBING

Remove material to be grubbed, together with organic or metallic debris not suitable for foundation purposes, to a depth of not less than 18 inches below the original surface level of the ground in areas indicated to be grubbed and in areas indicated as construction areas under this contract and areas to be paved. Grubbing consists of the removal and satisfactory disposal of stumps, roots larger than 1/2 inches in diameter and 6 inches long, and matted roots from the designated grubbing areas. Depressions made by grubbing shall be excavated at a slope no steeper than 1 vertical on 2 horizontal, or as required to maintain stability. Holes within the levee foundations should be filled with levee fill or trench fill in accordance with this specification to make the surface conform with the original adjacent surface of the ground. Holes within intersecting dike foundations should be filled with levee fill, trench fill, or intersecting dike fill in accordance with this specification to make the surface conform with the original adjacent surface of the ground. Grubbing will generally occur along the proposed levee footprint, and approximately an additional 15 feet to either side of the proposed levee toes. If necessary for construction, additional grubbing may occur within the construction limits as approved by the Government.

3.4 STRIPPING

The area identified on the Plans as the footprint associated with levee fill placement, shall be stripped to remove crops, weeds, grass, and other vegetative materials. Stripping shall be to a minimum depth of 4 inches.

Deeper stripping may be required in areas where concentrations of organic soils or large roots are encountered. Stripped material shall not be used in any earthwork activities.

Stripping shall be performed partial fill sections where vegetation has established. This includes the Phase 1 and 2 fill interface after the settlement waiting period is complete and immediately prior to placing Phase 2 fill.

No stripped material shall be stockpiled on existing dike slopes.

3.5 DISPOSITION OF CLEARED, GRUBBED, AND STRIPPED MATERIAL

3.5.1 Nonsaleable Materials

Written permission to dispose of such products on private property shall be filed with the Contracting Officer. Organics and other refuse from the clearing and grubbing operations, shall be disposed of outside the limits of Government-controlled land at the Contractor's responsibility, except when otherwise directed in writing. Such directive will state the conditions covering the disposal of such products and will also state the areas in which they may be placed.

3.5.2 Cleared, Grubbed and Stripped Materials

All debris which are the products of the clearing and grubbing operations shall be disposed of offsite at an approved waste facility.

3.6 REMOVAL OR PLUGGING OF ABANDONED PIPE AND CONDUITS

Any discovered abandoned pipes and conduits within the limits of embankment construction shall be removed a minimum distance of 50 feet from the embankment toes, if encountered. If access is limited to less than 50 feet from the embankment toes, abandoned pipes and conduits shall be removed to the extent possible and the remaining section of pipe shall be grouted and capped.

3.7 SHORING, SHEETING, AND BRACING

If shoring, sheeting, and bracing is needed for any part of construction, Submit a detailed Shoring, Sheeting and Bracing plan 14 days prior to the beginning of any excavation so supported. The plan for shoring, sheeting and bracing shall be prepared and certified by licensed professional engineer. Include in the plan drawings and design computations of the proposed shoring, sheeting, and bracing, and documentation, showing details of the coordination and approval of shoring, sheeting, and bracing by the applicable parties. Approval of the detailed plan shall be obtained from the Contracting Officer prior to starting the work. If necessary, modify the plan as required to meet field conditions, and the modifications shall be approved prior to use. Shoring, sheeting, and bracing shall be installed where required for the protection of existing natural features and man-made facilities, for the safety of workers and the public, in compliance with EM 385-1-1, and to insure the integrity of the embankment. Shoring, sheeting and bracing shall not be used in lieu of the required degrade slopes.

Shoring, sheeting, and bracing shall be adequately designed and properly installed to withstand anticipated loads. Shoring, sheeting and bracing shall be planned and designed by a registered professional engineer. All shoring, sheeting and bracing shall be removed as embankment construction and backfill operations progress.

3.8 DEWATERING

See 31 23 19 DEWATERING. The Contractor shall also submit a Dewatering Plan.

3.9 DRAINAGE

Provide for the collection and disposal of surface and subsurface water encountered during construction. Completely drain construction site during periods of construction to keep soil materials sufficiently dry. Grade the construction area to provide positive surface water runoff away from the construction activity and provide temporary ditches, swales, and other drainage features and equipment as required to maintain dry soils. It is the responsibility of the Contractor to assess the soil and ground water conditions presented by the plans and specifications and to employ necessary measures to permit construction to proceed.

3.10 DEGRADE

Degrade shall consist of removal of material in preparing the foundations to the lines and grades shown on the drawings, removal of material from ditches and channels to the lines and grades shown on the drawings, removal of objectionable materials and obtaining required fill materials from the offsite borrow areas. Blasting will not be permitted. Submit a written Degrade Plan at least 30 days prior to the beginning of any degrade operations. Approval of the detailed plan shall be obtained from the Contracting Officer prior to starting the work. If necessary, modify the plan as required to meet field conditions, and the modifications shall be approved by the Contracting Officer prior to use. As a minimum, the plan shall contain the following:

a. Proposed methods for preventing interference with, or damage to, existing underground or overhead utility lines, and man-made facilities or natural features designated to remain within or adjacent to the construction rights-of-way.

b. Provision for coordinating the work with other Contractors working in the construction rights-of-way or on facilities crossing or adjacent to this work.

c. The proposed methods for controlling surface and ground water in the borrow areas and required excavations, as specified in 3.8 DEWATERING.

d. Stockpiling plan degraded material showing locations, stockpile heights, slopes, limits, and drainage around the stockpile areas.

e. A complete listing of equipment used for excavation and to transport the excavated material.

f. The proposed sequence of work for excavating the borrow areas with plan and cross sectional views showing starting and final work locations and clearing and grubbing limits.

g. The proposals for conserving arable land and for making optimum use of available borrow, including the Contractor's proposed methods for grading the bottom of the borrow areas after completing use of the borrow areas.

h. The proposed road pattern, and plan for implementing dust control measures.

3.10.1 Existing Dike Degrade

Existing dikes shall be degraded as shown on the drawings as needed to construct the levee. Outboard levees (not shown on plans) provide existing flood protection and will be maintained during construction by others. The existing dike provides incidental flood protection. When lower levels of flood protection would be caused by levee construction, provide the Contracting Officer a plan to maintain existing levels of protection during the construction period.

Existing dike degrade shall consist of complete removal of the existing dike to the lines and grades shown on the Plans. Degraded existing dike material shall not be used as levee fill. Degraded existing dike material may be used for intersecting dikes provided that it meets requirements of

1.2.4 and 2.1.3. Additionally, degraded existing dike material may be used for temporary dikes, as described in 3.8 DEWATERING or stockpiled onsite for future use as Ecotone fill.

3.10.2 Excavation Outside Limits of Embankment Foundations

Excavation outside the limits of the embankment foundations shall be backfilled to grade with similar excavated material that is free of unsuitable debris or suitable material and compacted to a density of at least that of the surrounding material.

3.10.3 Degrade and Inspection Trench Limits

Areas within the limits of embankment foundations shall be degraded to the lines and grades shown on the drawings, or to bottom of Young Bay Mud to the satisfaction of the Contracting Officer, whichever is deeper. The embankment foundations and inspection trenches shall be degraded as described below for the specified station ranges.

Levee Station 0+00 to Station 2+50 and Station 9+00 to Station 42+00:

Waterside inspection trench bottoms shall be a minimum of 6 feet wide and shall be constructed along the waterside toe of the levee. Inspection trench slopes shall be no steeper than 1 vertical on 2 horizontal, or as required to maintain stability. Levee foundation areas outside of the inspection trench limits shall be degraded down to at least Elevation 0 feet.

Levee Station 2+50 to Station 9+00: Full-width inspection trenches shall extend the full width of the levee from the waterside to the landside toe, except for at the trench width transition zones (Stations 2+50 to 3+00 and Station 8+50 to 9+00). Within the trench width transition zones, areas outside of the inspection trench limits shall be degraded down to at least Elevation 0 feet. The bottom of the foundation degrade shall have a minimum width needed to maintain slopes no steeper than 1 vertical on 2 horizontal, or as required to maintain stability.

Intersecting dikes at levee Stations 2+44, 36+00, and 41+31: Inspection trenches are not required for intersecting dikes.

Inspection trenches shall be inspected by the Contracting Officer prior to placement of embankment fill to confirm that the bottom subgrade extends to competent soils. Material should be carefully removed from the embankment foundation in a manner that results in a relatively even surface that limits disturbance of the in situ Young Bay Mud or competent soil.

Degrade within the limits of the embankment foundations shall be filled to grade in accordance with paragraphs 3.16 PREPARATION OF FOUNDATION, PARTIAL

FILL SURFACES AND ABUTMENTS, 3.17 PLACEMENT AND SPREADING, 3.17 MOISTURE

CONTROL, and 3.19 COMPACTION using materials that meet requirements of 2.1

TYPES OF EMBANKMENT FILL MATERIALS.

Maintain degrade areas and inspection trenches free of standing water.

3.10.4 Slopes and Surcharges

Temporary excavation slopes for any degrade, inspection trench, or other required open-cut excavation shall not be steeper than the specified finished slope or the specified construction slope as shown on the plans, or as required to maintain stability, but in no case shall be steeper 1 vertical on 2 horizontal. This may be accomplished by benching the temporary slope so that the average slope is not steeper than the specified slope. In addition, no temporary, permanent, or construction slope shall be surcharged with excavated or stockpiled material or with heavy construction equipment which would have the same effect as the surcharge material. The toe of stockpiled material shall be maintained a minimum distance back from the top of the finished excavation equal to the two times the depth of the excavation. The contractor shall determine the maximum height of such stockpile without causing instability of the excavation slope and that meet height limits of paragraph 3.13 STOCKPILES.

Any slide or other adverse conditions caused by failure of the Contractor to maintain these conditions shall be considered the responsibility of the Contractor and remedial measures shall be at the Contractor's expense.

3.10.4.1 Contractor-Furnished

Proposed borrow areas shall be subject to approval by the Contracting Officer. Any borrow sources proposed, accepted and approved by the Contracting Officer shall meet all applicable Federal, State and local requirements. Proposed sources located within the project area will not be permitted. No payment will be made for Contractor-furnished borrow areas.

3.10.4.2 Dredged

Dredging operations shall not be conducted.

3.10.4.3 Existing Rip Rap

Existing stone rip rap encountered in excavation is to be removed and stockpiled separately within the stockpile area.

3.11 TOLERANCES

A tolerance of 6 inches below the prescribed grade will be allowed in degrade areas, unless required to excavate deeper to reach competent soils to the satisfaction of the Contracting Officer.

The embankment shall be constructed to the grades, lines, and cross-sections shown on the drawings. Along the crest, a vertical tolerance of 4 inches above the prescribed grade, and a horizontal tolerance of 6 inches beyond the prescribed grade, will be permitted in the final dressing, provided that any excess material is so distributed that the crown of the embankment drains. There shall be zero tolerance allowed below the design crest elevation along the crest shown on the plans.

The embankment surface shall be free from abrupt humps, depressions, sharp ridges, gullies, potholes, sinkholes, equipment ruts, and any other surface irregularities.

3.12 SLIDES

In case sliding occurs in any part of the excavations prescribed in this section after they have been excavated, but prior to final acceptance of all work under the contract, repair the slide as directed by the Contracting Officer. In case the slide is caused through the fault of the Contractor, it shall be repaired at no cost to the Government. In case the slide is due to no fault of the Contractor, an equitable adjustment in the contract price will be made for the repairs in accordance with the Contract Clause CHANGES.

3.13 STOCKPILES

Provisions of paragraph 3.10.4 SLOPES AND SURCHARGES are applicable to all stockpiled materials. Upon completion of construction operations, all remaining stockpiled suitable and unsuitable materials that do not contain unsuitable debris shall be placed within 15 and 150 feet of the waterside levee toe, as shown on the plans, for future use as Ecotone fill. To limit potential disturbance to levee foundation soils from mud waves or slides of the stockpiled material, the top of the stockpile shall not extend above Elevation 7 feet. The Contractor shall determine appropriate stockpile slopes such that stability of the stockpile is maintained. Unsuitable debris shall be removed and disposed of by the disposal methods specified in paragraph 3.15 DISPOSITION OF UNSUITABLE DEBRIS.

3.14 MAINTENANCE OF WORK

3.14.1 Debris Removal

Maintain all ditch and channel excavations free from leaves, brush, sticks, trash, and other debris until final acceptance of all work under the contract at no additional cost to the Government. Debris shall be removed from the work site on a weekly basis. Debris shall be disposed of as indicated in 3.15 DISPOSITION OF UNSUITABLE DEBRIS.

3.15 DISPOSITION OF UNSUITABLE DEBRIS

Unsuitable debris shall be as defined in paragraph 1.2 DEFINITIONS, subparagraph 1.2.6 UNSUITABLE DEBRIS. Unsuitable debris from the excavations prescribed in this section shall be permanently disposed of by removal from the site to a Contractor-furnished disposal area. No additional payment will be made for Contractor-furnished disposal areas.

3.16 PREPARATION OF FOUNDATION, PARTIAL FILL SURFACES AND ABUTMENTS

The degrade (as described in paragraph 3.10 DEGRADE) of the embankment foundation and the inspection trench shall be performed in a manner that results in a relatively even surface that limits disturbance of the in situ Young Bay Mud or competent soil. The excavation shall be dewatered in accordance with 3.8 DEWATERING. The sides and bottoms of the degrade or hole shall not be scarified or compacted. Particularly in areas that are typically below the water level in the adjacent ponds, the existing ground surface may be below what has been estimated from the available topographic/bathymetric information. In these areas, the extent of foundation preparation and filling will need to extend below and/or laterally beyond the lines and grades shown on the drawings. Unless otherwise directed by the Contracting Officer, each depression shall be filled with materials that meet requirements of 2.1 TYPES OF EMBANKMENT FILL MATERIALS. The embankment fill shall be placed in layers, moistened, and compacted in accordance with the applicable provisions of paragraphs

3.17 PLACEMENT AND SPREADING, 3.18 MOISTURE…