Amendment 0007 - MSA - Specs.pdf

USACE/NY MUNITIONS STORAGE AREA (FSB2020-291-00) 100% FINAL DESIGN SUBMISSION

JOINT BASE MCGUIRE-DIX-LAKEHURST, NJ REVISED JANUARY 27, 2022

SECTION 31 32 19.17

VIBRO-COMPACTION

08/21

PART 1 GENERAL

1.1 RELATED REQUIREMENTS

A. 31 00 00 EARTHWORK

B. 31 32 19.19 DYNAMIC DEEP COMPACTION for deep compaction to be used in conjunction with Vibro-Compaction soil improvement.

1.2 DESCRIPTION

A. This work is a performance program developed by the Contractor to meet the design foundation bearing and settlement criteria and shall consist of designing and furnishing material for Vibro-Compaction using deep vibratory ground improvement techniques in locations and to depths to meet the minimum capacities indicated in the Contract Documents .

B. The purpose of the vibro-compaction and dynamic deep compaction soil improvements is to mitigate the potential for liquefaction.

1.3 SUBMITTALS

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

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

SD-01 Preconstruction Submittals

Contractor Qualifications; G

Quality Control Plan

SD-02 Shop Drawings

Shop Drawings; G, AE

Construction drawings showing compaction point locations, depths, and identification numbers as well as sequence of compaction installation.

SD-03 Product Data

Product Data; G

SD-06 Test Reports

Daily Reports

SECTION 31 32 19.17 Page 1

1.4 QUALITY CONTROL

A. The Contractor shall submit three copies of the following documents to the Architect and the Geotechnical Engineer no later than two weeks before the installation of the Vibro-Compaction:

1. Contractor Qualifications: Evidence of successful installation by the Contractor or his key personnel of Vibro-Compaction works on five or more projects within the last three years. The documentation to be submitted shall include references to specific projects. The references shall consist of the Owner of the project and the Project Engineer, including name, address, and telephone number where they may be reached.

2. Product data: A detailed description of the specialized vibratory equipment and construction procedures to be used.

3. Quality control plan: A detailed description of the quality control devices employed to verify the compaction effect in function of the compaction depth. The minimum requirement is a digital data acquisition system that continuously notes the following parameters:

a. Amps or Pressure of the Vibroprobe's motor over time and depth.

4. Certification that the Project Superintendent possesses a minimum of five years of method specific experience.

5. The source of the proposed compaction backfill material as well as the gradation, which the Contractor proposes to use. Upon approval of the backfill, the Contractor shall maintain this gradation throughout the whole project except if otherwise mutually agreed. In situ soil may be used.

1.4.1 Trial Installation

The decision on the compaction spacing and pulling criteria (holding time and threshold amps per withdrawal interval of 0.5 in) shall be made after results from a trial installation (of at least 12 compaction points in 3 rows of four points each are available).

These trial compaction points placed to the required depths and locations as shown on the Geotechnical Contractor's plans, and meeting the requirements of this specification shall serve as the quality control basis for the remainder of the compaction points to be installed upon approval by the Geotechnical Engineer. Any deviations from the method utilized in the trial compaction in the subsequent works must be reported to the Geotechnical Engineer. The Geotechnical Engineer can order a test program for the proposed method change before the production work can be changed to the new procedure. SPT or CPT tests (in accordance with test standards of ASTM or similar) shall be performed at locations selected by the Geotechnical and Structural Engineers.

1.4.2 Progress Reports

During the construction, the Contractor shall submit weekly three copies of daily reports in writing to the Geotechnical Engineer which detail the following:

1. Compaction point identified by location number.

SECTION 31 32 19.17 Page 2

2. Date constructed.

3. Elevation of top and bottom of each compaction point.

4. Estimate of ground subsidence.

5. Log of digital data acquisition unit as described above for each location.

6. Jetting pressure (air and/or water).

7. Details of obstructions, delays and any unusual ground conditions.

1.4.3 Basis of Acceptance

A. One basis of acceptance for the Vibro-Compaction works shall be a visual inspection by the Geotechnical Engineer who will consider consistent use of procedures, methods and construction performance rates for the compactions in the various treated areas, compared to those used installing the initially accepted trial compactions.

B. A second basis of acceptance shall be the data generated by the digital data acquisition system, giving proof of the achieved compaction depth and the installed backfill per compaction point. However, it is clear that the backfill volume may vary from point to point as layers of varying initial density are encountered. Since Vibro-Compaction is a soil densification system, this varying backfill consumption is wishful to assure a maximum homogenization of the subsoil in terms of differential settlements. (By feeding more sand in loose layers than in denser layers, differences are leveled out and differential settlements are minimized.)

PART 2 PRODUCTS

2.1 MATERIALS

The aggregate used for backfill shall meet the requirements of Section 31 00 00 EARTHWORK and as follows:

1. Gradation shall be as well graded as possible within the range of medium sand to medium gravel.

PART 3 EXECUTION

3.1 CONSTRUCTION REQUIREMENTS

A. The following are minimum requirements:

1. The Vibro-Compaction shall be installed with a downhole vibrator capable of providing a minimum of 130 kW and a minimum centrifugal force of 210 kN of force gyrating about a longitudinal axis. The minimum double amplitude (peak to peak measurement) of the probe tip shall be not less than 0.7 in (18 mm) in a horizontal direction when the probe is in a free suspended position.

2. The probe and follower tubes shall be of sufficient length to reach the elevations shown on the Contractor's plans. The probe used in conjunction with the available air and/or water pressure to the tip jet, shall be capable of penetrating to the required tip elevation.

Preboring of hard lenses, layers or strata, if encountered is permitted as long as the amount of soil carried to the surface is not larger than the diameter of the auger times the drill depth.

SECTION 31 32 19.17 Page 3

3. The Vibroprobe and follower tubes shall have visible markings at 1 ft or 2 ft increments to enable measurement of penetration and repenetration depths.

4. Provide methods for supplying to the probe a sufficient quantity of air or water to allow adequate backfill placement around the probe.

5. After penetration to the treatment depth, the vibrator shall be retrieved in 1 ft to 2 ft increments to allow compaction.

6. Compact the soil in each lift by holding the Vibroprobe at each depth interval until predetermined time interval or Amps value has been achieved (whichever of the two comes first). This pulling criteria (time and/or amps) are determined in the approved Soil Matrix Improvement Program and confirmed by the Trial Installation.

7. Vibro-Compaction shall be installed so that each compaction point is treated in equal depth increments over the full treatment length.

8. In the event subsurface obstructions are encountered during construction of a Vibro-Compaction, which cannot be penetrated with reasonable effort, the Vibro-Compaction shall be constructed following the specified procedures from the obstruction to the surface. The Geotechnical Engineer may alternatively direct the construction of a replacement compaction point at another location, which shall be deemed "extra work".

3.2 CONSTRUCTION TOLERANCES

A. The following tolerances shall be observed:

1. Horizontal Control: The center of the completed Vibro-Compaction shall be within 8 inches of the plan location.

2. Vertical Control: The Vibroprobe shall not deviate more than 4 degrees from the vertical axis during installation of the Vibro- Compaction.

3.3 METHOD OF MEASUREMENT

The amount of completed and accepted work, measured as provided above, shall be paid for at the Contract Sum Price per job for Vibro-Compaction, which price shall be full compensation for design and for furnishing all materials, and for all labor, equipment, tools, and incidentals necessary to complete the work, including the construction of a stabilized working platform if required by the Geotechnical Contractor.

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SECTION 31 32 19.17 Page 4

SECTION 31 32 19.19

DYNAMIC DEEP COMPACTION

05/21

PART 1 GENERAL

1.1 RELATED REQUIREMENTS

A. 31 00 00 EARTHWORK

B. 31 32 19.17 VIBRO-COMPACTION for vibro-compaction to be used in conjunction with Dynamic Deep Compaction soil improvement.

1.2 DEFINITIONS

1.2.1 Dynamic Compaction (DC)

A ground improvement technique whereby a large weight (usually between 6 and 16 tons) is dropped from a specified height (usually 30 to 60 feet) to compact marginal materials in-place without the need for off-site removal. The primary goal of DC is to improve a heterogeneous soil into one that has more uniform, reliable engineering properties. Following DC, soil strength can be increased, and compressibility and settlements are decreased and potential for liquefaction is reduced.

1.2.2 Depth of Influence

The maximum depth to which improvements to the soils engineering properties are observed.

1.2.3 Pounder

A steel or concrete object that can withstand repeated impacts with the ground for at least the duration of the project. Pounders generally have a static contact pressure between 500 and 1,500 pounds per square foot being compacted and the ground response experienced.

1.2.4 Crane

A conventional crane, usually track-mounted, that lifts the pounder to the specified height with a single cable and allows free-fall. The crane must be manufactured or modified to allow free spooling of the drum.

1.2.5 Grid Spacing

The horizontal distance between the centers of impact locations.

1.2.6 Pass

One coverage of the entire area to be densified with a predetermined portion of planned energy.

SECTION 31 32 19.19 Page 1

C. Geotechnical Engineer in this section refers to Contractor retained Geotechnical Engineer

1.2.7 Crater

The depression formed in the ground following single or multiple impacts of the pounder.

1.2.8 Foundation Pass

An additional pass of high-energy impacts only at the locations of foundation elements.

1.2.9 Ironing Pass

The application of energy to compact only the upper few feet of disturbed material after the area has been leveled and all other passes are completed.

1.2.10 Treated Area

The area determined to require DC, generally including a 10-foot buffer around all structures.

1.3 SUBMITTALS

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

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

SD-01 Preconstruction Submittals

Contractor Qualifications; G, RO

Quality Control Plan; G, RO

Safety Plan; G, RO

SD-02 Shop Drawings

Shop Drawings; G, AE

SD-05 Design Data

Calculations; G, AE

1.4 CONTRACTOR QUALIFICATIONS

The DC Contractor shall be regularly engaged in DC work and have successfully completed projects similar in nature on a performance-specification basis. Approval of the DC Contractor shall in no way imply acceptance or responsibility by the Owner or Geotechnical Engineer for the DC Contractor's ability to perform the work. Prior to the start of work, the DC Contractor shall provide the following:

1. A written statement shall be provided by the DC Contractor providing proof of at least five years of experience in

SECTION 31 32 19.19 Page 2 performance-based DC work, and at least three years' experience by the person-in-charge of this project.

2. Documentation demonstrating that the DC Contractor has provided all supervision, labor, material and equipment to successfully densify by DC, a minimum of ten separate projects involving over 100,000 square feet of improved area using pounders between 6 and 16 tons dropped from heights of over 60 feet to improve soils for bearing capacity and mitigation of liquefaction potential.

1.5 TECHNICAL WORK PLAN

The DC Contractor shall submit a technical work plan containing the following information to the Owner and Geotechnical Engineer for review no later than two weeks before the start of any work of this Section:

1.5.1 Design Data

1. The details of the weight indicating construction, weight, dimensions, and contact pressure.

2. The methods of operation and equipment to be used.

1.5.2 Calculations

If the DC Contractor proposes to use DC equipment and procedures (i.e., weight of pounder, height of drop, number of drops per application point, etc.) other than that indicated in these specifications, they shall submit pertinent design calculations, in addition to the submittals specified above, to the Geotechnical Engineer for review and approval, no less than two weeks prior to the start of work. This submittal shall indicate that their proposed configuration/procedures are equivalent to those specified herein.

1.5.3 Drawing Requirement

Submit shop drawings showing the proposed drop locations to be densified including sequence of drops.

1.5.4 Quality Control

1. Proposed quality control plan.

2. A safety plan, outlining general safety requirements, as well as safety requirements specific to the DC operation.

1.6 AVAILABLE INFORMATION

1.6.1 Geotechnical Engineering Report

A Geotechnical Engineering Report has been prepared and is available upon request from the Government. Subsurface conditions are as follows:

A. Surface Materials: The surface material generally consisted of two to four inches of topsoil.

B. Sand: At the locations of the borings and test pits, the subsurface material consists predominately of Sand with varying amounts of silt, clay, and gravel. This stratum is present beneath the Surface Material in all of the borings and test pits.

SECTION 31 32 19.19 Page 3

The Standard Penetration Test (SPT) N-values (the sum of the SPT values for the 6 to 12 inches and 12 to 18 inches intervals that the split spoon sampler was driven by a 140 pound hammer falling 30 inches) range from 2 to 43, reflecting the variable density of the material. The density of the granular fill material ranges from very loose to dense in compactness. The compactness of the sand was inconsistent throughout the site, especially in the deep borings in which a consistent medium dense zone was encountered in the bottom 10 feet.

All the borings and test pits were terminated in this stratum.

Test pits were excavated to depth of about 5.0 feet bgs. Borings were advanced to depths ranging from 32 feet to 82 feet bgs.

Geotechnical laboratory testing was performed on 29 samples of this stratum. The water content and grain size distribution of each sample were determined. The water contents of the tested samples ranges from 14.7 % to 38.2 %. The amount of material retained on the No. 4 sieve, or amount of gravel size particles, ranges from 0.0 % to 5.3 % by weight, the amount of material between the No. 4 sieve and the No. 200 sieve, or amount of sand sized particles, ranges from 51.3 % to 94.7 % by weight, and the amount passing the No. 200 sieve, or amount of fines, ranges from

5.1 % to 48.5 % by weight.

The Atterberg Limits (plasticity indices) of three samples of this stratum were determined at the laboratory. The Liquid Limits for the tested samples ranged from 32 to 51, the Plastic Limits for all samples was 17, and the Plasticity Indices ranged from 15 to 34.

C. Groundwater: To measure the depth to groundwater level, three temporary wells were installed in borings after the completion of sampling. The depth to water measured in boring B-1 was at 6-7 feet bgs, which is about El. 93.0-94.0.

1.6.2 Site Verification

A. The DC Contractor, by careful examination, shall evaluate the nature and location of the work, the nature of the subsurface conditions, the location of the groundwater table, the character, quality and quantity of the materials to be encountered, the character of the equipment and facilities needed preliminary to and during the execution of the work, the conditions of adjacent structures and utilities and all other matters which can in any way effect the work.

B. The DC Contractor shall visit the site and to become familiar with the existing conditions of adjoining structures and general location of sensitive nearby utilities.

C. The DC Contractor is responsible for verification of the subsurface conditions which may affect the methods or cost of construction of the work and agrees that hno claims for damages or compensations will be made, except as are provided under contract, should conditions be found during the progress of the work different from those as calculated and/or anticipated. Additional borings and other exploratory operations may be performed by the DC Contractor at the DC Contractor's option and following the

SECTION 31 32 19.19 Page 4

Government's approval. No change in the Contract Sum will be authorized for such additional exploration undertaken by the DC Contractor

1.7 QUALITY ASSURANCE

A. Prior to initiation of DC work, a pre-construction survey of adjacent structures and utilities shall be conducted by the Geotechnical Engineer

B. Inspection of the DC shall be performed by the Geotechnical Engineer on behalf of the Government.

C. The Geotechnical Engineer will log the number of impacts, the crater depth, and any areas exhibiting unusual soil behavior for all drop points.

D. The Geotechnical Engineer will evaluate the penetration of the pounder into the ground. If, in the opinion of the Geotechnical Engineer, the pounder is not penetrating the ground satisfactorily, or is penetrating the ground excessively, at a particular application point, the DC Contractor shall proceed at the Geotechnical Engineer's direction. This may include adjusting the drop height or increasing the number of drops or passes.

E. Lifts and drops which do not, in the opinion of the Geotechnical Engineer, meet all the requirements of these specifications shall not be included in calculating the number of adequate drops per application point.

F. The Geotechnical Engineer will monitor and record the vibrations adjacent to the property line and site utilities during the DC program. Vibration monitoring does not relieve the DC Contractor of its responsibility to maintain the specified vibration levels or to protect the adjacent structures from damage. It is the DC Contractor's sole responsibility to comply with the maximum vibration amplitudes as required to protect adjacent structures from damage.

1.8 PERFORMANCE CRITERIA

A. The DC Contractor shall perform DC to adequately densify the top 3-10 ft of subgrade soil within the improvement area. After DC, the soil within these limits shall be tested in accordance with the approved Soil Matrix Improvement Program to verify compliance. This criterion shall be verified by test borings performed by the Geotechnical Engineer.

B. The DC induced vibration shall not exceed 2 inch/sec at the property line. The level of vibrations will be monitored, however, the vibration monitoring program will in no way relieve the DC Contractor from damage to adjacent structures or surface features as a result of vibrations. This criterion shall be verified by vibration monitoring points established and monitored by the Geotechnical Engineer.

The required result of Dynamic Compaction process is to achieve a minimum soil bearing capacity of 2000 psf, as stated on contract drawing S-001

SECTION 31 32 19.19 Page 5

PART 2 PRODUCTS

2.1 EQUIPMENT

The DC Contractor shall furnish the following minimum equipment subject to the approval of the Geotechnical Engineer.

A. The minimum weight of the pounder shall be 12 tons with a maximum diameter of 6 feet. The pounder shall be sturdily constructed so that it will last throughout the job and leave an approximately rounded or square footprint.

B. Free spool type single cable crane capable of lifting the pounder weight to a height of at least 40 ft. The crane shall be capable of dropping a weight in a free fall without restraint from the crane mechanism, except for natural friction, such as between the line and drum.

PART 3 EXECUTION

3.1 SITE PREPARATION FOR DYNAMIC COMPACTION

A. The following tasks are to be completed by the DC Contractor prior to proceeding with DC work:

1. Prior to commencing DC, the DC Contractor shall visit the site and examine areas delineated on the drawings to be compacted by DC and report to the Government and Geotechnical Engineer in writing of any adverse conditions. The compaction shall not begin until such corrections have been made.

2. The DC Contractor shall accurately lay out the proposed application points using wire flags or in any manner acceptable to the Geotechnical Engineer.

3. The DC Contractor shall supply and operate free spool type single cable crane. The DC Contractor shall connect the pounder to the crane cable, and may use an energy absorbing connection.

B. The following tasks are to be completed by the Site Contractor prior to mobilization to the site by the DC Contractor, and are specifically excluded as part of the DC scope of work:

1. Strip the proposed DC area of existing topsoil/vegetation, and demolish and clear existing building or utilities in a manner which meets the Earthwork and Demolition specifications and Contract Documents.

2. All the utilities in the proposed building area shall be terminated or relocated by the Government prior to start of DC. It is the Site Contractor's responsibility to verify the relocation and termination of the existing utilities prior to commencement of DC.

3. The locations of pipes and utilities shall be verified in the field by the Site Contractor prior to commencing DC.

4. The Site Contractor shall provide for the diversion and removal of rainfall and other surface water by means of ditching, pumping or

SECTION 31 32 19.19 Page 6 other suitable means deemed acceptable to the Geotechnical Engineer.

All water shall discharge in accordance with the Soil Erosion/Sediment Control plan for the project.

5. Provide a level and dry working platform with no more than 1% slope for the crane. Also provide a level and dry area with adequate ground stability at least 75 feet by 150 feet with access from the construction entrance for assembly of the crane.

6. Establish and maintain horizontal and vertical ground control throughout the DC operation.

7. The Site Contractor shall provide for all necessary vibration control measures (i.e. seismic cut-off trenches) that are deemed necessary by the Geotechnical Engineer. The locations of vibration measures shall be based on vibration monitoring during DC work.

3.2 METHOD FOR DYNAMIC COMPACTION

A. It is the DC Contractor's responsibility to achieve the performance criteria specified in Section 1.8. The procedures and parameters provided herein shall be considered as the minimum requirements.

B. The DC Contractor shall accurately lay out the application point locations using wire flags or in any other manner acceptable to the Geotechnical Engineer.

C. The DC Contractor shall control the limits of crane "boom and swing" to accurately achieve the required drop height and location.

D. This method of soil compaction shall consist of lifting and dropping a pounder having a minimum weight of 12 tons from a minimum height of 40 feet from the bottom face of the pounder to the ground. The DC Contractor shall not change the weight and the dropping height without approval from the Geotechnical Engineer.

E. A total of two passes shall be made as described below:

1. Pass 1: A square grid of drop points with 15-foot center-to-center spacing, with a minimum of 5 drops at each location.

2. Pass 2: A square grid of drop points with 12-foot center-to-center spacing, offset 6-feet from each of the previous locations, with a minimum of 4 drops at each location.

3. The spacing, drop height, number of drops, etc. can be revised with an approved design.

F. Upon completion of the two passes outlined above, the entire limits of the DC area shall be surface compacted by the Site Contractor with at least six passes of a smooth drum vibratory roller having a minimum static drum weight of at least 7-tons. Any soft areas identified during this process shall be corrected.

G. Craters shall be leveled on a daily basis by the Site Contractor or as directed by the Geotechnical Engineer to prevent collection of water in crater bottoms. Any standing water in craters shall be removed by the Site Contractor as directed by the Geotechnical Engineer prior to leveling/backfilling of the craters. Unsuitable or deleterious materials

SECTION 31 32 19.19 Page 7 shall be removed from craters by the Site Contractor as directed by the Geotechnical Engineer prior to leveling.

H. When a crater of more than four feet in depth is reached before four adequate drops have been made, the crater shall be re-leveled by the Site Contractor and pounded again until a total of four adequate drops have been made. An adequate drop is one in which the energy of the pounder is not dissipated by hitting the side of the crater or by being otherwise dampened and the allowable distance from the geometric center of the impacted pounder to the grid point does not exceed 12 inches.

I. Existing Obstructions and Soft Areas

1. Buried foundations, obstructions, or other deleterious materials may exist within the fill and may be encountered during the DC procedure.

Based on the Geotechnical Engineer's evaluation, the Geotechnical Engineer may direct the DC Contractor to proceed with one or more of the following:

a. Pound on the existing obstruction when encountered.

b. Allow for removal of the obstruction and backfilling with compacted backfill. This would be done by the Site Contractor.

c. Allow for excavation of soft and unstable soils and backfilling with compacted backfill if deemed necessary by the Geotechnical Engineer. This would be the responsibility of the Site Contractor.

J. No sooner than two weeks after the DC is complete in the area to be tested, the Geotechnical Engineer shall conduct test borings at selected locations to verify that the performance criteria have been achieved. The Geotechnical Engineer may select the same locations as the borings drilled prior to the DC work, or other locations where the Geotechnical Engineer deems necessary. The drilling operation shall be done under the full-time inspection of the Geotechnical Engineer. If the borings indicate inadequate compaction, the DC Contractor shall perform additional compaction at the selected locations, in accordance with the Geotechnical Engineer's recommendations.

3.3 VIBRATION MONITORING AND CONSTRUCTION PRECAUTIONS

A. To ensure the vibration impact on the surrounding buildings and utilities is less than the criteria established in 1.8, the DC Contractor shall start the DC away from the vibration sensitive areas and proceed towards these locations.

B. The Geotechnical Engineer will inform the DC Contractor if the above-specified criterion is being exceeded. The DC Contractor shall then submit an alternate procedure to the Geotechnical Engineer for reducing the peak particle velocity to within the specified limit.

This may be accomplished by reducing the drop height, pounder weight, etc. and correspondingly increasing the number of applications per location. The Geotechnical Engineer will review the alternative procedure and determine if it is acceptable. Upon acceptance, the DC Contractor shall continue the DC using the modified procedure until vibration monitoring indicates it is safe to revert to the original procedure, as indicated by the Geotechnical Engineer.

C. The DC Contractor shall include provisions to minimize the effect of flying debris as a result of impacting the ground with the pounder. If deemed necessary in the opinion of the Geotechnical

SECTION 31 32 19.19 Page 8

Engineer, the DC Contractor shall provide a barrier to prevent damage to site features as a result of flying debris. All applicable OSHA safety standards shall be strictly adhered to and followed.

3.4 BACKFILL OF CRATERS AND SOFT AREAS

A. The Site Contractor shall level and proofroll all crater locations at the end of each work day. Additionally, proofrolling during post-improvement surface compaction shall identify any soft spots at the site. The proofrolling shall consist of a minimum of 6 passes of a vibratory roller having a minimum static drum weight of at least 7-tons to the satisfaction of the Geotechnical Engineer.

B. Any soft areas will be excavated as directed by the Geotechnical Engineer and backfilled accordingly. Available on-site soil, recycled concrete material, or other imported granular fill material that is determined to be acceptable to the Geotechnical Engineer shall be placed in maximum 12-inch thick lifts and compacted with at least 6 passes of a smooth drum vibratory roller having a minimum static drum weight of 5-tons. Granular fill shall be compacted to at least 95% of the Modified Proctor maximum dry density.

C. If imported fill is required, the imported fill shall be free-draining, granular soil containing less than 12% fines and no particles greater than 6 inches in any direction. The fill shall be free from all organics, roots, or other deleterious material.

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