31_00_00_Amendment_0001.pdf

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SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 00 00

EARTHWORK (AMENDMENT 0001)

PART 1 GENERAL

1.1 REFERENCES

1.2 DEFINITIONS

1.2.1 Satisfactory Materials

1.2.2 Unsatisfactory Materials

1.2.3 Degree of Compaction

1.2.4 Hard/Unyielding Materials

1.2.5 Unstable Material

1.2.6 Select Granular Material

1.3 SYSTEM DESCRIPTION

1.4 SUBMITTALS

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR OFFSITE SOILS

2.2 BURIED WARNING AND IDENTIFICATION TAPE

2.2.1 Warning Tape for Metallic Piping

2.2.2 Detectable Warning Tape for Non-Metallic Piping

2.3 DETECTION WIRE FOR NON-METALLIC PIPING

2.4 TOPSOIL

2.4.1 IMPORTED TOPSOIL

2.4.2 Topsoil Testing

PART 3 EXECUTION

3.1 STRIPPING OF TOPSOIL

3.2 STOCKPILING TOPSOIL

3.3 GENERAL EXCAVATION

3.3.1 General

3.3.2 Disposal of Excavated Soil Material

3.3.3 Drainage/Surface Water

3.3.4 Dewatering

3.3.5 Trench Excavation Requirements

3.3.5.1 Removal of Unyielding Material

3.3.5.2 Removal of Unstable Material

3.3.6 Underground Utilities

3.4 OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS

3.5 Excavation Plan

3.5.1 Regulatory Criteria

3.5.2 Required Design Criteria

3.5.3 Excavation Plan Required Details

SECTION 31 00 00 Page 1 underwood creek amendment 1 UNDERWOOD

3.6 UTILIZATION OF EXCAVATED MATERIALS

3.7 SUBGRADE PREPARATION

3.8 COMPACTION

3.9 FINISHING

3.9.1 Subgrade

3.10 PLACING TOPSOIL

3.10.1 Clearing

3.10.2 Grading

3.10.3 Tillage

3.11 TESTING FOR CONTROL OF MOISTURE AND DENSITY

3.11.1 Testing

3.11.2 Fill and Backfill Material Gradation

3.11.3 In-Place Densities

3.11.4 Moisture Contents

3.11.5 Optimum Moisture and Laboratory Maximum Density

3.11.6 Tolerance Tests for Subgrades

3.12 DISPOSITION OF SURPLUS MATERIAL

-- End of Section Table of Contents --

SECTION 31 00 00 Page 2

SECTION 31 00 00

EARTHWORK (AMENDMENT 0001)

PART 1 GENERAL

The work covered by this section consists of furnishing all plant, labor, equipment and materials and performing all operations necessary for stripping, excavation, placement and compaction of bedding and compacted random fill, and new topsoil placement and all other earthwork incidental to construction described in the Project Plans.

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

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 D422 (1963; R 2007; E 2014) Particle-Size Analysis of Soils

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

SECTION 31 00 00 Page 3

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

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 1110-2-1902 (2003) Slope Stability

1.2 DEFINITIONS

1.2.1 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, CL.

Satisfactory materials for grading comprise stones less than 8 inches, except for fill material for pavements which comprise stones less than 3 inches in any dimension.

1.2.2 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. Otherwise suitable material which has excess moisture content shall not be classified as unsuitable material unless it cannot be dried by manipulation, aeration, or blending with other matierals as determined by the Contracting Officer. Notify the Contracting Officer when encountering any contaminated materials.

1.2.3 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 .

1.2.4 Hard/Unyielding Materials

Hard/Unyielding materials comprise weathered rock, dense consolidated deposits, or conglomerate materials which are not included in the definition of "rock". These materials usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal.

1.2.5 Unstable Material

Unstable materials are too wet to properly support the utility pipe, conduit, or appurtenant structure.

SECTION 31 00 00 Page 4

1.2.6 Select Granular Material

Select granular material consist of materials classified as GW, GP, SW, SP by ASTM D2487 where indicated. The liquid limit of such material must not exceed 35 percent when tested in accordance with ASTM D4318. The plasticity index must not be greater than 12 percent when tested in accordance with ASTM D4318, and not more than 35 percent by weight may be finer than No. 200 sieve when tested in accordance with ASTM D1140.

1.3 SYSTEM DESCRIPTION

Subsurface soil boring logs are included in 01 99 90 LISTING OF ENCLOSED DOCUMENTS, EXHIBITS AND OTHER ATTACHMENTS. This data represents the best subsurface information available; however, variations may exist in the subsurface between boring locations.

1.4 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Excavation Plan; G-ECG

SD-03 Product Data

Utilization of Excavated Materials; G-AOF

SD-06 Test Reports

Borrow Site Testing; G-ECG Testing; G-ECG

SD-07 Certificates

Testing; G-AOF

Qualifications of the commercial testing laboratory or Contractor's testing facilities.

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR OFFSITE SOILS

The source of soil, including top soil, brought in for use as backfill shall be provided. An ASTM Phase I Environmental Site Assessment for the source area site shall be provided. The Government will review the Phase I ESA and may perform its own sampling and analysis of the soil proposed for import to ensure compliance with contract requirements. If the imported soil does not meet the criteria listed below, it will be rejected.

The criteria for clean soil acceptable for import and use is established as follows:

SECTION 31 00 00 Page 5

* Volatile Organic Compounds (VOCs): No detectable concentrations. The laboratory analysis must document that the results are less than Practical Quantitation Limits (PQLs)

* RCRA Metals: Detectable concentrations must be less than background threshold values or the WDNR ch. NR 720 Groundwater Pathway Residual Contaminant Level (RCL).

* Polycyclic Aromatic Hydrocarbons (PAHs): Detectable concentrations must be less than WDNR ch. NR 720 Residential Direct Contact Pathway RCLs and less than Groundwater Pathway RCLs.

* Polychlorinated Biphenyls (PCBs): No detectable concentrations. The laboratory analysis must document that the results are less than PQLs

* Other non-naturally occurring parameters: Less than laboratory PQLs

No soil may be imported to the Underwood Creek project without prior authorization from MMSD/ACOE. Imported soil that does not meet this criteria will be removed from the project area and properly managed in accordance with WDNR regulations, at the Contractors expense. Sampling of the unauthorized imported soil staging or placement area may be required by MMSD/ACOE to determine if the imported soil has been adequately removed. The additional sampling, if required by MMSD/ACOE will be conducted in accordance with WDNR rules at the Contractor's expense.

2.2 BURIED WARNING AND IDENTIFICATION TAPE

Provide polyethylene plastic and metallic core or metallic-faced, acid-and alkali-resistant, polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines.

Provide tape on rolls, 3 inches minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Provide permanent color and printing, unaffected by moisture or soil.

Warning Tape Color Codes

Red Electric

Yellow Gas, Oil; Dangerous Materials

Orange Telephone and Other Communications

Blue Water Systems

Green Sewer Systems

White Steam Systems

SECTION 31 00 00 Page 6

Warning Tape Color Codes

Gray Compressed Air

2.2.1 Warning Tape for Metallic Piping

Provide acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above, with a minimum thickness of 0.003 inch and a minimum strength of 1500 psi lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.

2.2.2 Detectable Warning Tape for Non-Metallic Piping

Provide polyethylene plastic tape conforming to the width, color, and printing requirements specified above, with a minimum thickness of 0.004 inch, and a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Manufacture tape with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 3 feet deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.3 DETECTION WIRE FOR NON-METALLIC PIPING

Insulate a single strand, solid copper detection wire with a minimum of 12

AWG.

2.4 TOPSOIL

Topsoil from the site, shall be properly stored and protected, and shall be free of roots, hard clay and stones which will not pass through a 1-inch square opening. It shall be a loamy mixture having at least 90 percent passing No. 10 sieve. In addition, topsoil shall comply with the following requirements:

Contain no less than 2 percent nor more than 13 percent organic matter, as determined by the test for organic matter in accordance with ASTM D2974.

Contain no less than 12 percent or more than 40 percent clay, as determined in accordance with ASTM D422.

Sand content shall not exceed 55 percent, as determined in accordance with ASTM D422.

The pH shall not be lower than 5.0 or higher than 8.0. The pH shall be determined with an acceptable pH meter on that portion of the sample passing the No. 10 sieve, in accordance with the "Suggested Methods of Tests for Hydrogen Ion Concentration (pH) of Soils," included in the ASTM Procedures for Testing Soils issued December 1964.

Topsoil shall meet the following mechanical criteria: 100 percent shall pass the 1-inch screen; 97-100 percent shall pass the 0.5-inch screen; and 40-60 percent shall pass the No. 100 mesh sieve.

2.4.1 IMPORTED TOPSOIL

Contractor shall use salvaged topsoil to the extent possible in areas to be seeded and planted, except for riprapped areas. If there is an

SECTION 31 00 00 Page 7 insufficient quantity of native topsoil or if the Contractor fails to adequately segregate and preserve the native topsoil material the Contractor shall provide imported topsoil as necessary to complete the work.

Imported topsoil shall be suitable sandy loam meeting the requirements of TOPSOIL, from an approved source, which possesses friability and a high degree of fertility. It shall be free of clods, roots, gravel, and other inert material. It shall be free of quackgrass, cattail, buckthorn, thistle, garlic mustard, reed canary grass and other noxious vegetation and seed. Should such regenerative material be present in the soil, the Contractor shall remove, at his expense and in a manner satisfactory to the Contracting Officer, all such growth, both surface and root, which may appear in the imported topsoil within 1 year following acceptance of the work.

2.4.2 Topsoil Testing

All tests necessary for the Contractor to determine and document compliance of Topsoil shall be made by the Contractor. Certification that the material conforms to the Specification requirements along with copies of the test results from an approved commercial testing laboratory shall be submitted to the Contracting Officer for approval at least 14 days before the material is required for use. All Topsoil samples shall be furnished by the Contractor at no additional cost to the Government.

Samples shall be representative and be clearly marked to show the source of the material and the intended use on the project. Sampling of the Topsoil shall be done by the Contractor under the review by the Contracting Officer in accordance with ASTM D422 and ASTM D2974. No imported materials shall be delivered to the site until the proposed source and materials tests have been approved in writing by the Contracting Officer.

If tests conducted by the Contractor or the Contracting Officer indicate that the material does not meet Specification requirements, material placement shall be terminated until corrective measures are taken.

Material which does not conform to the specification requirements and is placed in the work shall be removed and replaced at the Contractor's expense. Sampling and testing performed by the Contractor shall be done at no expense to the Government.

PART 3 EXECUTION

3.1 STRIPPING OF TOPSOIL

Where indicated or directed, strip topsoil to a depth of 6 inches or more as indicated in the drawings. 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 2 inches 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 STOCKPILING TOPSOIL

Contractor shall protect stockpiled topsoil from erosion by covering it in a manner approved by the Contracting Officer. The Contracting Officer will

SECTION 31 00 00 Page 8 inspect and approve all materials prior to installation.

3.3 GENERAL EXCAVATION

3.3.1 General

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 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 in areas approved for surplus material storage or designated waste areas. Dispose unsatisfactory excavated material in designated waste or spoil areas. During construction, perform excavation and fill in a manner and sequence that will provide proper drainage at all times. Excavate material required in excess of that produced by excavation within the grading limits from other approved areas selected by the Contractor as specified.

3.3.2 Disposal of Excavated Soil Material

All excavated soil material that is not being reused as fill for the project shall be disposed of at Lakefield Sand & Gravel, 7003 West Good Hope Road, Milwaukee, Wisconsin. The tipping fee for soil disposal at this facility is $14.50/cubic yard and shall be the responsibility of the Contractor.

All soil leaving the Underwood Creek project area will be required to be accompanied by a manifest provided by representative SWP/Sigma personnel.

The manifest ticket will be collected by a SWP/Sigma representative at the SWP site prior to authorization to place the soil. Trucks arriving at the SWP site without a manifest will be turned away and not allowed entry to place their soil at SWP. For Contractor bidding purposes, the hourly rates and estimated duration to be included for Sigma Group personnel is as follows:

Unit Price Quantity Units Soil Excavation Oversight Staff Engineer/Scientist (Underwood Creek) $45.00 2,200 hours Field Technician (at Lakefield) $45.00 2,200 hours Equipment & Expenses $3450.00 1 lump sum

Project Management and Coordination Senior Engineer $45.00 200 hours Document Support (manifests) $45.00 10 hours

It is required that a minimum of 24-hour notice be given to the designated SWP/Sigma representative to ensure that personnel are available to provide oversight and accept and place the soil at the SWP property.

Terms of Acceptance

The placement of the Underwood Creek soil at the SWP site is contingent on the following:

SECTION 31 00 00 Page 9

* The soil conditions meet the conditions required by the WDNR in the approval request and acceptance.

* Weather conditions: SWP reserves the right to cease acceptance and placement operations based on weather conditions.

* The hours of operation at the SWP site are 7:00 am to 5:00 pm Monday through Friday.

* Closure of the SWP site, as a result of activities at the adjacent Uihlein Soccer fields, or other reasons as determined by SWP personnel will be communicated as soon as practical. The SWP site will be closed the Thursday and Friday of the WIAA boys and girls soccer tournaments. The Boys' 2016 soccer tournament schedule is November 3, 4 and 5. The 2017 Girls soccer tournament schedule is June 16, 17 and 18.

The Boy's 2017 fall soccer tournament dates are yet to be published.

* SWP reserves the right to refuse any load of material that arrives on-site without a manifest, is not representative of the soil approved for disposal, and/or contains material which cannot be disposed of at the property.

* Unacceptable material delivered to the SWP site will be removed and properly disposed of at the cost of the Contractor.

" See Soil Disposal Agreement in the reference section.

3.3.3 Drainage/Surface Water

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.

Construct storm drainage features at the earliest stages of site development, and throughout construction grade the construction area to provide positive surface water runoff away from the construction activity and/or provide temporary ditches, swales, and other drainage features and equipment as required to maintain dry soils. When unsuitable working platforms for equipment operation and unsuitable soil support for subsequent construction features develop, remove unsuitable material and provide new soil material as specified herein. 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.

Full responsibility for diversion and care of surface water from (but not limited to) direct rainfall, surface runoff, flow in the existing drainage ditch and surface runoff shall be borne by the Contractor until completion of the work. Sumps, pumps, piping and all other means shall be utilized by the Contractor to assure a dry and stable work area. The Contractor shall make their own investigation and determination of existing and anticipated conditions with regard to the care of surface water during this contract.

3.3.4 Dewatering

Control groundwater flowing toward or into excavations to prevent sloughing of excavation slopes and walls, boils, uplift and heave in the

SECTION 31 00 00 Page 10 excavation and to eliminate interference with orderly progress of construction. Do not permit French drains, sumps, ditches or trenches within 3 feet of the foundation of any structure, except with specific written approval, and after specific contractual provisions for restoration of the foundation area have been made. Take control measures by the time the excavation reaches the water level in order to maintain the integrity of the in situ material. While the excavation is open, maintain the water level continuously, at least 2 feet below the working level. Operate dewatering system continuously until construction work below existing water levels is complete.

3.3.5 Trench Excavation Requirements

Shore trench walls more than 4 feet high, cut back to a stable slope, or provide with equivalent means of protection for employees who may be exposed to moving ground or cave in conformance with Federal (OSHA), state and local criteria for excavations. Excavate trench walls which are cut back to at least the angle of repose of the soil. Give special attention to slopes which may be adversely affected by weather or moisture content.

3.3.5.1 Removal of Unyielding Material

Where overdepth is not indicated and unyielding material is encountered in the bottom of the trench, remove such material 6 inches below the required grade and replaced with suitable materials as provided in paragraph

BACKFILLING AND COMPACTION.

3.3.5.2 Removal of Unstable Material

Where unstable material is encountered in the bottom of the trench, 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.

3.3.6 Underground Utilities

The Contractor is responsible for movement of construction machinery and equipment over pipes and utilities during 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.

3.4 OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS

Notify the Contracting Officer sufficiently in advance of the opening of any excavation or borrow pit/area to permit elevations and measurements of the undisturbed ground surface to be taken. Except as otherwise permitted, excavate borrow pits and other excavation areas providing adequate drainage. Transport overburden and other spoil material to designated spoil areas or otherwise dispose of as directed. Provide neatly trimmed and drained borrow pits after the excavation is completed.

SECTION 31 00 00 Page 11

Ensure that excavation of any area, operation of borrow pits, or dumping of spoil material results in minimum detrimental effects on natural environmental conditions.

3.5 Excavation Plan

The contractor is responsible for planning and executing all excavations and for all procedures necessary to construct, maintain and remove temporary shoring systems in a safe and controlled manner. Finish shoring, including sheet piling, and install as necessary to protect personnel, banks, adjacent paving, structures, and utilities. Remove shoring, bracing, and sheeting as excavations are backfilled, in a manner to prevent caving.

3.5.1 Regulatory Criteria

All excavations shall be in compliance with applicable Federal OSHA regulations and requirements set forth in EM 385-1-1 and shall be shored where there is any danger to personnel or structures regardless of depth

3.5.2 Required Design Criteria

a. Temporary shoring and sheeting installed to retain any material from outside the project right-of-way (e.g. material or land outside the project limits) must be designed with a factor of safety against global stability failure of 1.3 or more in accordance with EM 1110-2-1902 Slope Stability (2003). The same design criteria is also required if open, unbraced cuts are proposed instead. It must be shown through design analysis and calculations (incldued in the excavation plan) that the proposed temporary slopes do not cause slope instability beyond the project limits and also do not deleteriously impact nearby structures.

b. The risk to, and potential for damage to adjacent structures along the project limits must be minimized to the fullest extent possible by accepted and available industry standard best practices

c. Canadian Pacific Railway (CPR) and American Railway Engineering and Maintenance-of-Way Association (AREMA) design criteria and standards for excavation and shoring must be adhered to within the live load zone of influence of CPR's double mainline tracks on the south bank of Underwood Creek. In cross-section, encroachment into the zone of influence is defined as any excavation, driven shoring or work conducted within an zone defined by a 1V:2H slope away from the railroad tracks that at the elevation of the borrom of the crosstie

15.5 feet north of the north track center line. Figure 1 of Union Pacific Railroad General Shoring Requirements (which CPR uses as their standard) describes this Zone of influence and can be found at the following link: http://bit.ly/2941m6J

3.5.3 Excavation Plan Required Details

a. Submit an Excavation Plan for approval 60 days prior to starting work. Allow two weeks for Government Review

b. The Contractor shall design the Excavation Protection System and Plan to be in accordance with OSHA 29 CFR 1926 Subpart P and USACE EM

SECTION 31 00 00 Page 12

385-1-1 standards governing the presence and activities of individuals working in and around trench excavations.

c. The excavation plan and applicable design calculations and shop drawings shall be signed, sealed and dated a State of Wisconsin Licensed Professional Engineer

d. Review of the Contractor's Excavation Plan and shoring sub-plan by the COR will only be in regard to the project specifications and will not constitute approval by the COR nor relieve the Contractor of obligations under Federal and State regulations.

e. The excavation plan must include a phasing plan to clearly describes the phasing, scheduling and timing of all proposed excavation and shoring work.

f. The excavation plan must provide clear details and a plan for excavation around the active 48 inch Metropolitan Interceptor Sewer.

3.6 UTILIZATION OF EXCAVATED MATERIALS

Dispose unsatisfactory materials removing from excavations to a WDNR approved disposal site. Use satisfactory material removed from excavations, insofar as practicable, in the construction of fills, embankments, subgrades, shoulders, bedding (as backfill), and for similar purposes. Submit proposed source of borrow material . Do not waste any satisfactory excavated material without specific written authorization.

3.7 SUBGRADE PREPARATION

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. 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.

After rolling, the surface of the subgrade shall not show deviations greater than 1/2 inch when tested with a 12-foot straightedge applied both parallel and at right angles to the centerline of the area.

3.8 COMPACTION

Standard compaction is required where additional fill is required to get to the subgrade elevation below the substrate stone. Standard compaction consists of compaction of the base until there is no appreciable displacement, either laterally or longitudinally, under the compaction equipment. Route hauling equipment uniformly over previously placed base.

Compact each layer before placing a subsequent layer. If the material is too dry to readily attain the required compaction, add water as necessary to achieve compaction.

When compacting within 10 feet or underneath structures, each layer shall be compacted to at least 95 percent of laboratory Modified Proctor (ASTM D1557) maximum dry density.

SECTION 31 00 00 Page 13

3.9 FINISHING

Finish the surface of excavations, and subgrades to a smooth and compact surface in accordance with the lines, grades, cross sections and 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.

3.9.1 Subgrade

During construction, keep 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 all required materials are placed. Do not permit the storage or stockpiling of materials on the finished subgrade. Do not lay required materials until the subgrade has been checked and approved by the Contracting Officer, and in no case place required materials on a muddy, spongy, or frozen subgrade.

3.10 PLACING TOPSOIL

On areas to receive topsoil, prepare the compacted subgrade soil to a 2 inchdepth for bonding of topsoil with subsoil. Spread topsoil evenly to a thickness of 6 inches and grade to the elevations and slopes shown. Do not spread topsoil when frozen or excessively wet or dry. Obtain material required for topsoil in excess of that produced by excavation within the grading limits from an approved offsite area.

Compact topsoil using a roller or similar means. Do not over compact topsoil. Over-compacted topsoil shall be loosened at the Contractor's expense by disking and raking to a depth of at least 3 inches. During the compacting operations, maintain optimum practicable moisture content required for compaction purposes in the topsoil. Maintain moisture content uniform throughout the watercourse topsoil layer. Insofar as practicable, add needed water to the material at the site of excavation.

Do not compact topsoil which contains excessive moisture. Aerate material by blading, disking, harrowing, or as approved, to hasten the drying process.

3.10.1 Clearing

Prior to placing topsoil, vegetation shall be removed from the area and the ground surface cleared of all other materials that would hinder proper grading, tillage or subsequent maintenace operations

3.10.2 Grading

Previously constructed grades shall be repaired if necessary so that the areas to be topsoiled shall conform to the section indicated on the drawings upon completion of topsoil placement.

SECTION 31 00 00 Page 14

3.10.3 Tillage

Subsequent to the above grading, the areas to be topsoiled shall be thoroughly scarified by approved means to a depth of at least 2 inches for bonding of topsoil with subsoil. The work shall be performed only during periods when beneficial results are likely to be obtained. When conditions are such, by reason of drought, excessive moisture, or other factors, that satisfactory results are not likely to be obtained, the work will be stopped by the Contracting Officer and shall be resumed only when directed. Undulations or irregularities in the surface that would interfere with further construction operations or maintenance shall be leveled before the next specified operation.

3.11 TESTING FOR CONTROL OF MOISTURE AND DENSITY

3.11.1 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 D6938.

ASTM D6938 results in a wet unit weight of soil in determining the moisture content of the soil when using this method. Samples shall be representative of the materials to be placed. An optimum moisture-density curve shall be obtained for each principal type of material or combination of materials encountered or utilized. Results from these tests shall be the basis of control for compaction where these materials are used. The above testing shall include Atterberg Limits ( ASTM D4318), grain size determinations ( ASTM D422), insitu moisture content ( ASTM D2216), and soil classification ( ASTM D2487).

A copy of these tests shall be furnished to the Contracting Officer prior to placement of these fill materials.

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. 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.

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3.11.2 Fill and Backfill Material Gradation

One test per 250 cubic yards stockpiled or in-place source material.

Determine gradation of fill and backfill material in accordance with ASTM C136, ASTM D422, or ASTM D1140.

3.11.3 In-Place Densities

a. One test per 1,000 square feet, or fraction thereof, of each lift of fill or backfill areas compacted by other than hand-operated machines.

b. One test per 200 square feet, or fraction thereof, of each lift of fill or backfill areas compacted by hand-operated machines.

3.11.4 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.

3.11.5 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 250 cubic yards of fill and backfill, or when any change in material occurs which may affect the optimum moisture content or laboratory maximum density.

3.11.6 Tolerance Tests for Subgrades

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

3.12 DISPOSITION OF SURPLUS MATERIAL

Remove surplus material or other soil material not required or suitable for filling or backfilling, and brush, refuse, stumps, roots, and timber to an approved location .

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