Draft_SOW.pdf

SECTION C

DESCRIPTION/SPECIFICATIONS/SCOPE OF WORK STATEMENT

PART I – GEOTECHNICAL EXPLORATION

1.0 Geotechnical Exploration

1.1 General. The purpose of the work specified herein is to provide information for the evaluation of subsurface conditions. Such information is dependent on accurate logs of the subsurface conditions and characteristics, the recovery of the highest percentage of sample possible, and the recording of natural conditions such as water levels. Access to sites to include clearing of overgrowth, brush or trees, drilling equipment, water for drilling, and repair of damage to exploration sites necessitated by access and/or the drilling process shall be part of the requirements. The amount of drilling and sampling which actually will be required is unknown and will be governed by conditions encountered as the work progresses. The Contracting officer reserves the right to direct the sequence of work. The drilling, sampling, logging and other services (where required), shall be performed in accordance with the references indicated in 1.1.2 below, unless otherwise directed by the Contracting Officer. In addition, the Contractor shall have an appropriate Job Safety Hazard Analysis Plan in place for all types of drilling, sampling and analysis activities covered in this scope of work.

1.1.1 Capabilities. The Contractor shall supply the necessary plant, equipment, manpower, materials, and supplies to permit land-based or overwater drilling,sampling and other services to a maximum depth of 300 feet below the working surface.

1.1.2 References. The Contractor shall follow the latest versions of the listed references.

1.1.2.1 Department of the Army, Corps of Engineers, Engineer Manuals.

EM 385-1-1 Safety and Health Requirements Manual

EM 1110-1-1804 Geotechnical Investigations

EM-1110-2-1907 Soil Sampling

203-80 Rock Testing Handbook

1.1.2.2 American Society For Testing and Materials (ASTM).

C 117 Standard Test Method for Materials Finer Than 75-m (No. 200) Sieve in Mineral Aggregates By Washing

C 127 Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

C 136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

C 295/C295M Standard Guide for Petrographic Examination of

Aggregates for Concrete

C 469/C469M Standard Test Method for Static Modulus of

Elasticity and Poisson’s Ratio of Concrete in Compression

D 422 Standard Test Method for Particle-Size Analysis of Soils

D 698 Standard Test Methods for Laboratory Compaction

Characteristics of Soil Using Standard Effort

D 1140 Standard Test Methods for Amount of Material in

Soils Finer Than the No. 200 (75-m) Sieve

D 1452 Standard Practice for Soil Exploration and

Sampling by Auger Borings

D 1557 Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort

D 1586 Standard Test Method for Standard Penetration Test

(SPT) and Split-Barrel Sampling of Soils

D 1587 Standard Practice for Thin-Walled Tube Sampling of Soils for Geotechnical Purposes

D 1883 Standard Test Method for CBR (California Bearing

Ratio) of Laboratory-Compacted Soils

D 2113 Standard Practice for Rock Core Drilling and

Sampling of Rock for Site Investigation

D 2166 Standard Test Method for Unconfined Compressive Strength of Cohesive Soil

D 2216 Test Method for Laboratory Determination of Water

(Moisture) Content of Soil and Rock by Mass

D 2435/D 2435M Standard Test Method for One-Dimensional Consolidation Properties of Soils Using Incremental Loading

D 2487 Standard Practice for Classification of Soils for

Engineering Purposes (Unified Soil Classification System)

D 2488 Standard Practice for Description and Identification of Soils (Visual-Manual Procedures)

D 2573 Standard Test Method for Field Vane Shear Test in Cohesive Soil

D 2850 Standard Test Method for Unconsolidated-

Undrained Triaxia Compression Test on Cohesive Soils

D 2936 Standard Test Method for Direct Tensile Strength of

Intact Rock Core Specimens

D 3080/D 3080M Standard Test Method for Direct Shear Test of Soils under Consolidated Drained Conditions

D 3441 Standard Test Method for Mechanical Cone

Penetration Tests of Soil

D 3740 Standard Practice for Minimum Requirements for

Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction

D 4253 Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table

D 4254 Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density

D 4318 Standard Test Methods for Liquid Limit, Plastic

Limit and Plasticity Index of Soils

D 4719 Standard Test Methods for Prebored Pressuremeter

Testing in Soils

D 4767 Standard Test Method for Consolidated Undrained

Triaxial Compression Test for Cohesive Soils

D 5079 Standard Practices for Perserving and Transporting Rock Core Samples

D5434 Standard Guide for Field Logging of Subsurface

Explorations of Soil and Rock

D 5753 Standard Guide for Planning and Conducting

Borehole Geophysical Logging

D 5778 Standard Test Method for Electronic Friction Cone and Piezocone Penetration Testing of Soils

D6032 Standard Test Method for Determining Rock

Quality Designation (RQD) of Rock Core

D6167 Standard Guide for Conducting Borehole

Geophysical Logging: Mechanical Caliper

D 6274 Standard Guide for Planning and Conducting

Borehole Geophysical Logging - Gamma

D 6635 Standard Test Method for Performing the Flat Plate

Dilatometer

D 7012 Standard Test Method for Compressive Strength and Elastic Moduli of Intact Rock Core Specimens under Varying States of Stress and Temperatures

D 7181 Standard Test Method for Consolidated Drained

Triaxial Compression Test for Soils

E 145 Standard Specification for Gravity-Convection and

Forced-Ventilation Ovens

E 329 Standard Specification for Agencies Engaged in

Construction Inspection, Testing, or Special Inspection

1.1.2.3 U.S. Department of Labor, Occupational Safety and Health Administration (OSHA).

29 CFR 1926.652 Requirements for Protective Systems.

1.1.3 Task Orders. Each proposed task order will be discussed by the Contractor and the

Contracting Officer as necessary to develop a mutual understanding of the type of drilling desired, sampling methods and intervals required. A task order for each assignment will be issued in writing by the Contracting officer on DD Form 1155, and will include the project location, funding citation, type and number of borings required, sampling required, starting and estimated completion date. A minimum of 3 working days lead time will be given on each task order. Extension may be granted under special conditions by the Contracting Officer. Work shall be started within 10 working days after issuance of a task order, unless otherwise indicated within the task order.

1.1.4 Subcontracting. The Contractor may at his option and with approval of the

Contracting Officer, sub-contract all or any part of the drilling, or other functions described by this contract. It will be the responsibility of the Contractor to see that all applicable parts of the specifications are met for all work done by a sub-contractor, including the qualifications of personnel, delivery of samples, validation of subcontract laboratory test procedures, and on-schedule completion of work. Overhead may be paid for processing through the subcontractor’s invoices, as negotiated by task order.

1.1.5 Location. The main focus of the work will be geotechnical investigation at various sites within the boundaries of the St. Louis District, in the States of Missouri and Illinois.

In addition to work within the boundaries of the St. Louis District, work may be required at locations within the Mississippi Valley Division, as well as CONUS (continental U.S.) locations, as directed by the individual task order. The Contractor may be required to perform drilling and sampling of hazardous waste sites requiring up through Level C personal-protection per United States Environmental Protection Agency guidelines. These guidelines are available for inspection at the U.S. Army Engineer District, 1222 Spruce Street, St. Louis, Missouri 63103-2833, Geotechnical and HTRW Branch, Room 4.306. The Contractor should be aware that any labor relations or union matters related to work performed under this contract are the Contractor’s responsibility and will not be allowed to interfere with the work.

1.1.6 Drilling Mobilization and Demobilization. Mobilization shall consist of the preparation and delivery to the work site of all resources necessary to complete the work outlined in the task order to include labor and travel time. Demobilization shall consist of the removal of all contractor resources and waste from the work site to include labor and travel time.

1.1.6.1 Land-based Drilling Mobilization and Demobilization. Mobilization shall consist of the delivery to the work site of all resources necessary to complete the work required by the task order. These resources shall include but are not limited to; plant, equipment, materials, and supplies to be furnished by the Contractor. The contractor shall ensure the satisfactory working order of all such plant and equipment on the job, and the satisfactory storage at the site of all such materials and supplies. Demobilization shall consist of the removal from the site of all resources, to include but not limited to, plant, equipment, unused supplies, and drilling wastes both solid and liquid remaining after completion of the work and the return of the land to a condition as near to its original state as possible.

1.1.6.2 Overwater Drilling Mobilization and Demobilization. Mobilization shall consist of the delivery to the work site of all resources, to include but not limited to; barges, cranes, boats, plant, equipment, materials, and supplies required to perform overwater drilling and sampling. Demobilization shall consist of the removal from the site of all resources to include but not limited to plant, equipment, unused supplies, and drilling wastes both solid and liquid, following completion of the work.

1.1.7 Right-of-Entry. The right-of-entry needed for this work will be furnished by the Government. In the event the Contractor desires right-of-entry not provided by the Government for ingress/egress across private property or for other purposes, it shall be the sole responsibility of the Contractor to obtain such right-of-entry and the Government shall be held free of any cost, expense, or liability of any kind in connection therewith. Any relocation of borings shall require prior approval by the Contracting Officer.

1.1.7.1 Utilities and Traffic Control. Locating and marking utility locations that may interfere with or prevent drilling or drilling access shall be the responsibility of the Contractor.

The Contractor shall coordinate with the appropriate utilities and receive clearance prior to any drilling. Traffic control may be required by local entities and is the responsibility of the Contractor. Traffic control, utility shielding, utility de-energizing or other relate measures shall be negotiated per individual task order as the cost will vary with each task order. Any relocation of borings shall require prior approval by the Contracting Officer.

1.1.7.2 Railroad Encroachment. The location of some borings may be in close proximity to railroads requiring flagmen and indemnity insurance. It is the contractors responsibility to identify the railroad encroachment. Payment for additional items such as permits and insurance shall be negotiated per individual task order as the cost will vary with each task order.

1.1.8 Order of Work. The order in which the work is to be accomplished shall be as directed by the task order or as determined in the field by the Government.

1.1.9 Reports. Reports shall include but are not limited to, ENG Form 1836 "Drilling

Log", WES Form 797 "Relief Well Installation Report", WES Form 796 "Relief Well Pumping Test Report", WES Form 798, “Piezometer Installation Report”, and ENG Form 2087 "Gradation Curves" for filter pack samples. When required by task order, the Contractor shall ensure the completion of a detailed log, using ENG Form 1836, for each hole. All original reports shall be prepared in the field.

1.1.10. Photography. Some work activities described herein require photography. These photographs shall be taken using digital camera(s) set at 14 megapixels or greater resolution.

Wide-angle capabilities will be required to adequately capture appropriate detail in some of the photographs (core runs, core boxes, hole location, etc.). Digital SLR cameras, with 28 mm (equivalent in a 35mm camera or less) wide angle lens may be required to adequately ensure complete coverage of the subject while maintaining maximum detail. The Contractor should bid the work understanding that excellent photographic quality is required whenever photographs are specified, and that the Contracting Officer will require, at the Contractor’s expense, either retakes of poor quality photographs, or a repeat of the work if required to ensure high quality photographic documentation. Appropriately named photographs shall be provided to the Contracting Officer on CD or DVDROM. Instructions on naming and attributing are located within this document or within each task order. Information on uploading, if required, will be provided in each task order. All drilling activity photographs (hole locations, stakes, core runs, core boxes, etc.) for a particular task order shall be provided on the least number of CD/DVD- ROMs possible, unless otherwise specified under a task order. No separate payment will be made for photographs required for any of the services specified within this contract.

1.2 Personnel

1.2.1 Drilling Crew. The drill crew shall consist of the number of personnel necessary to adequately and efficiently operate the drilling,sampling and other testing equipment. However, it shall be a minimum of two, not including the geologist. All personnel directly involved with hazardous waste drilling, sampling, testing and/or other services shall be in compliance with the training and medical surveillance requirements set forth in Title 29, Part 1910, Section 120 of the Code of Federal Regulations. Resumes of the supervisory driller, geologist and log reviewer (if applicable) performing work under this contract shall be submitted to the Government for approval at least 14 calendar days before commencement of any task order. When a Registered or Professional Geologist is not available for field logging, all logs shall be reviewed by either a Registered or Professional Geologist or Professional Engineer.

1.2.2 Supervisory Driller. The supervisory driller shall have a minimum of five years experience in drilling, sampling, testing, and be trained in the preparation, monitoring and use of drilling fluids in mud rotary drilling methods for use in engineering and/or hazardous and toxic waste investigations. The supervisory driller shall be present during all drilling, sampling and field testing activities performed under this contract. The supervisory driller shall be qualified under applicable State and local regulations to perform the work as specified.

1.2.3 Geologist. When required by task order, the Contractor shall furnish a geologist to perform the field logging and record keeping. Field logging shall be in accordance with section

1.5 below. The geologist shall be a professional geologist, with a degree in geology from an accredited 4-year college or university. The geologist shall be present during all drilling, sampling, subsurface instrumentation, well and piezometer installation, cone penetrometer, and geophysical testing, unless otherwise specified in the task order from the Contracting Officer.

The geologist shall be experienced in the preparation of geotechnical drill logs and the field classification of soils by the Unified Soil Classification System in accordance with ASTM D 2488.

1.3 Exploration Equipment and Supplies. All equipment proposed by the Contractor shallbe available for inspection by a representative of the Contracting Officer prior to or after award of the contract. All equipment shall be in first class condition. Contractor's equipment proposed for use in this contract judged by the Contracting Officer to be unsuitable will be a basis for rejection of the Contractors bid. The Contracting officer has the right to prohibit the use of any piece of equipment due to its condition, incompatibility with other equipment or scope incompatibility, or is not conducive to safely obtaining high quality samples. Equipment that is rented for a task order shall be submitted for Government approval and shall comply with EM 385-1-1.

1.3.1 Sampling Equipment -. Equipment to be furnished by the Contractor for sampling shall include, but not be limited to:

Split-spoon drive samplers (1 3/8-inch i.d., 2-inch o.d. and 2 ½-inch i.d., 3-inch o.d.)

Continuous sampling hollow stem system similar or equal to the Central Mine Equipment or Mobile hollow stem continuous samplers, Barrel-type augers, such as the Vicksburg or McCart Auger, hollow stem augers or types approved by the Contracting Officer

Tricone (roller) bits up to 12 inches in diameter, Casing Advancement System Fixed piston samplers NQ, NX, HQ, PQ, 4”x5.5” double-tube core barrel with appropriate diamond bits, drill rods, reaming shells and casing.

1.3.2 Drilling Equipment. Machinery shall be of the "hydraulic feed" type direct rotary drill, and shall be equipped with an automatic hammer, and possess hydraulic leveling devices on the truck or ATV carrier. An ATV carrier may be required on some drill sites. All drilling rigs and pumps shall be equipped with drill head feed pressure and water pressure gages. Other drilling equipment shall include but not be limited to casing, piping, pumps, drill rods, bits, tools, and power necessary to accomplish the required drilling. All gages shall be calibrated every three months, or after repairs to gages.

1.3.2.1 Automatic Hammer. The automatic hammer shall be used for all Standard Penetration Tests (SPT), in accordance with ASTM D 1586, and shall be capable of lifting a 140-pound drive weight and completely releasing the weight for a 30-inch freefall to provide a driving rate of from 5 to 40 blows per minute. Approval of the automatic hammer will require submittal of test results from an experienced firm showing the dynamic energy analysis. Any automatic hammer used in performance of this work shall be analyzed for energy delivered to the drive rods on an annual frequency or after repairs to the automatic hammer.

1.3.3 Overwater Drilling Equipment. In addition to the above, the Contractor shall, when directed by task order, supply the necessary plant, equipment and personnel to support the drilling and sampling of overwater borings, including push boat, work barges, cranes and operators. The floating plant shall possess adequate spud anchors to allow a steady, fixed position during drilling. Overwater drilling may continue up to a maximum water level equal to flood stage on the local river gage. A push boat of sufficient power to handle the loaded drilling barge, in exposed, open-water conditions, shall accompany the barge at all times. All floating plant shall conform to U.S. Coast Guard requirements and EM 385-1-1 to ensure safe operation.

When required by navigation or other river conditions, and as directed by the Government, the Contractor shall provide an additional push boat to prevent or minimize impediments to navigation caused by the overwater drilling operation.

1.3.4 Shallow Water Drilling Equipment. Shallow water areas may require the use of swamp/marsh buggy mounted drilling and support equipment. Shallow water drilling may be required per the task order for areas that hold shallow water for an extended period of time, are not accessible by land-based drilling equipment, and are not navigable or accessable via floating plant.

1.3.5 Excavation Equipment. The Contractor shall, when directed by task order, supply the necessary plant, equipment and personnel to support the sampling of soil by test pits/trenches. All excavation work shall be performed in accordance with all State and local regulations and the applicable standards and guidelines set forth in Section 1.1.2. The test pit/trench equipment shall be capable of opening a cross-sectional area large enough to permit efficient excavation and shoring/lining or laying-back of the slope, engineering and geological inspection and photographing of the subsurface soils, and manual undisturbed sampling from within the test pit/trench. Trenches or test pits are typically in the range of 10-15 feet in depth. Samples shall be collected, as directed by task order, either in jars or as bulk samples weighing of 80 to 100 pounds total sample weight collected. Jars or bulk samples shall be labeled as to project, trench number and depths from which they were obtained. Jar samples shall also be taken from each bulk sample. Government representatives may observe and photograph the test trenches or pits. A detailed log of the trench/pit shall be completed in accordance with Appendix B of EM 1110-1-1804, complete with soil descriptions, depths and any other pertinent information. The Contractor shall assume that no dewatering will be necessary. Samples shall be classified in the field in accordance with ASTM D 2488. The test pit/trench excavation shall be backfilled following completion of the investigation. Backfill procedures will be specified in the individual task order, however at a minimum the Contractor shall restore the excavated soil profile to its original condition/topography.

1.3.6 Drilling and Sampling Supplies. Drilling supplies to be required under this contract shall include but not be limited to all water, drilling mud, bentonite, portland cement, biodegradable fluid additives, and all other additives (barite, salts, etc.) necessary to accomplish the required drilling, sampling, and backfilling. Sampling supplies shall include but not be limited to wood core boxes, corrugated plastic core boxes, thin walled tubes with slip on caps (5- inch diameter by 36-inch long tubes and 3-inch diameter by 30-inch long tubes), sample jars, lids and boxes for transportation of jars. Sample jars shall be 1-pint capacity, wide-mouth (over 3-inch diameter) glass jars with moisture sealing screw type lids. Other supplies shall include 5-gallon plastic buckets with air-tight, sealable lids, bags, wax, duct tape, plastic cylinder molds with caps, and core preservation materials.

1.4 Drilling and Sampling Procedures

1.4.1 General. Drilling and sampling procedures shall be performed in accordance with all State and local regulations and the applicable standards and guidlines presented in Section 1.1.2

1.4.2 Boring Locations. The location of each completed boring shall be field recorded by the Contractor using a Global Positioning System (GPS) hand held unit, possessing WAAS capability, to accurately measure to within 10 meters in the horizontal, in the appropriate datum, coordinates shall be given as Latitude and Longitude in decimal degrees or as described by task order. In addition, the completed boring shall be staked and flagged in such a manner to permit surveyors to quickly record its location. A detailed sketch shall be included on the drilling log showing the location of the boring relative to stationary objects with measurements to the nearest

1.0 ft.

1.4.3 Drilling Methods. The appropriate drilling methods shall be based on the geotechnical conditions present, the compatibility with the required sampling, and the requirements of the individual task order.

1.4.3.1 Soil Drilling Methods . In general, for soil, dry drilling methods for advancing the hole shall be used above the water table or saturated zone.

1.4.3.1.1 Non-HRTW Soil Drilling Methods. These include but are not limited to hollow stem auger drilling with center plug, barrel auger drilling, or other approved techniques for producing representative samples during hole advancement. Mud rotary drilling methods shall be used below the water table or in the saturated zone. It is the Contractor’s responsibility to assure that the drilling mud is appropriate for the intended purpose of the boring and retains an open, clean hole during the drilling and sampling. The use of bottom discharging bits is prohibited.

1.4.3.1.2 Hazardous Waste Soil Drilling Methods. In general, for soil drilling in contaminated areas, dry drilling methods for advancing the hole shall be used above the water table or saturated zone. These include but are not limited to hollow stem auger drilling with center plug, barrel auger drilling, or other approved techniques for producing representative samples during hole advancement. Mud rotary drilling methods shall be used below the water table or in the saturated zone. It is the Contractor’s responsibility to assure that the drilling mud is appropriate for the intended purpose of the boring and retains an open, clean hole during the drilling and sampling. The materials resulting from drilling through HTRW soils shall be containerized in 55-gallon drums, including the cuttings, sediment from the mud pit, drilling mud and disposble PPE used by personnel. The drums shall be sealed and hauled to an appropriate disposal facilty and disposed of, off site. The Contractor shall be in compliance with all applicable local, State and Federal laws concerning the drilling, sampling, hauling and disposal of Level ‘C’ HTRW wastes and PPE.

1.4.3.2 Rock Drilling Methods. In borings where the depth to rock is to be judged without rock coring, top of rock shall be probed with a tricone roller bit a minimum of 5 feet or as directed by Task Order. The geologist shall judge the bedrock type, depth and condition based on drill action and cuttings and record the description on the drilling log.

1.4.3.3 Diamond Core Drilling. Rock core drilling shall conform to the requirements of

ASTM D2113. Rock core drilling shall include but not be limited to NQ, NX, HQ, PQ, 4”x5.5” or as directed by the task order. Rock core drilling shall be an approved, standard and accepted method of double-tube rotary rock core drilling using diamond coring bits which obtain continuous and complete rock cores of standard diameter for the respective bit size.

1.4.4 Sampling Procedures. Samples shall be obtained by one or more of methods herein, and as described in the Task Order. Soil samples shall be classified in the field in accordance with ASTM D 2488, “Standard Practice for Description and Identification of Soils (Visual-Manual Procedure). Rock core samples shall be classified in the field in accordance with EM 1110-1- 1804 - Geotechnical Investigations. All soil samples (jars, tubes, buckets, etc) shall be labeled with the Government provided Eng Form 1742 in accordance with EM 1110-2-1907. All labels shall be completed in full.

1.4.4.1 Standard Penetration Test Method – SPT (ASTM D 1586). The soil shall be sampled in accordance with ASTM D1586 by standard (SPT) 2-inch o.d. split-spoon sampler at an interval not greater than five feet, or as directed by Task Order. When a change of material is detected during the process of drilling, the drilling shall be stopped, the depth determined, and a sample taken immediately. The sampler shall be driven by an approved automatic hammer as described in Section 1.3.2.1. The number of blows required for each 6 inches of penetration shall be recorded on the drilling log. Refusal is defined as penetration of 1 inch or less for 50 blows. Where samples are not obtained, a second attempt using a 3-inch split-spoon may be required. SPT samples shall be placed in jars and labeled with Eng Form 1742. Soils in the same

SPT sample with different classifications shall be placed in seperate jars and labeled according to section 1.5 below.

1.4.4.2 Continuous Hollow Stem Auger Sampler (ASTM D 1452). When required, continuous overburden samples shall be taken with a 3-inch split barrel hollow stem continuous sampler. Samples shall be removed from the barrel, logged, and wrapped in Parafilm-M or equal laboratory film, then placed in 3 mil clear poly tubing (large enough to loosely fit over wrapped sample). The poly tubing ends shall be doubled over and taped around the sample to prevent moisture loss. The sample shall be placed in 4-inch diameter waterproof containers for protection.

1.4.4.3 Undisturbed Sampling (ASTM D 1587). Undisturbed sampling shall be performed using either 5-inch diameter by 36-inch long or 3-inch diameter by 30-inch long cylindrical sample tubes as directed by Task Order. The task order may require the use of a fixed-piston type sampler . The sampling apparatus shall be of a design similar to the Hvorstev-type or Osterberg type fixed-piston sampler. Other fixed-piston sampler designs may only be used with Government approval. The Government may provide a Osterberg type 5-inch fixed-piston sampler for the contractor’s use. All sample tubes shall be smooth, round and free of dents. The tubing shall be of either seamless or welded construction. Any welds or seams shall be constructed such that the projection from the inside surface shall not exceed the thickness of the tubing. The cutting edge of the tubes shall be sharp and free of nicks. The tubes shall be new, clean, free of rust, and lightly oiled.

Samples shall be typically capped in their sample tubes or, if required by Task Order, extruded in the field. If capped in the sample tubes, the ends shall be cleaned of any disturbed material , a representative jar sample taken from the bottom end, and the ends sealed with a commercially available paraffin wax to be approved by the Government. Samples to be extruded in the field shall be carefully extruded, cut into approximate 10-inch lengths, wrapped in Parafilm-M or equal laboratory film, then placed in 3 mil clear poly tubing (large enough to loosely fit over wrapped sample). The poly tubing ends shall be folded over and duct taped around the sample. Samples shall be placed in a 6-inch diameter plastic cylinder molds for transportation.

Cylinders and sealed sample tubes shall be labeled using Eng Form 1742. When two or more samples are obtained from a push they shall be labeled using the sample number followed by A, B, C, etc.

Samples shall be taken at intervals specified by Task Order. Refusal will be considered reached when the sampler will not penetrate the soil sufficiently for a recovery with a pushing pressure of 600 psi or greater. If refusal is encountered, the contractor may be required to attempt a “driven sample” using the auto-hammer and anvil. All “driven samples” shall be clearly labeled “driven sample”.

1.4.4.4 Bulk Samples. Bulk samples may be obtained using standard barrel augers, flight augers, or other approved method. Samples shall be taken at intervals specified, and shall total between 80 and 100 pounds each. Sample material shall be placed in commercial quality, 5-gallon buckets and sealed with air-tight lids. Each bucket shall be labeled as to project, boring number and depths from which it was obtained using Eng Form 1742. Representative jar samples shall also be taken from each bucket for classification testing and labeled using Eng Form 1742.

1.4.4.5 Core Samples. (ASTM D 5079). Rock core samples shall be handled as specified in ASTM D 5079. Core may be broken to fit in core boxes provided such breaks are properly labeled in the box and on the log to identify their origin. All core samples shall be retained.

Wooden spacers shall be used to separate individual coring runs and any voids encountered, regardless of the type of core box. For preservation, the core shall be kept moist from the time it is removed from the sampler. The core shall be wrapped in Parafilm-M or approved equal laboratory film and placed in 3 mil clear poly tubing (large enough to loosely fit over wrapped core). The poly tubing ends shall be doubled over and taped around the core to prevent moisture loss.

1.4.5 Backfilling Borings. Backfilling of borings shall be performed in accordance with all applicable State and local requirements. As a minimum, boreholes shall be tremie grouted from the bottom up, with a neat cement grout immediately upon completion, unless noted otherwise in the Task Order. The grout shall consist of a mixture of type 1 Portland cement, powder bentonite, and water in the proportion of no more than 6 gallons of water per 94 pound bag of cement. The bentonite powder proportion shall be 3-5% (by dry weights) of the cement proportion and shall be hydrated prior to mixing with the cement. Borings shall be tremie backfilled by inserting a grout pipe to the bottom of the hole and pumping the grout mixture until clean grout flows out the top of the hole. The grout pipe shall be withdrawn during the grouting but the end of the grout pipe shall remain embedded at least 2-feet below the surface of the grout at all times. Borings left open overnight shall be covered to prevent injury to personnel and to minimize the potential for any surface drainage entering the boring. Pavement shall be backfilled with tamped asphalt. Any backfilled holes that show evidence of grout shrinkage or settlement shall be re-grouted within 24 hours to bring the top of grout back to the ground surface.

1.4.5.1 Backfilling Overwater Borings. Backfilling of overwater borings shall be performed immediately upon completion of the boring. The grout mix shall be the same as noted above in section 1.4.5. The volume of soil and rock removed by the drilling action shall be calculated by the contractor. An equal or greater volume of grout shall be placed by the tremie method from the bottom of the boring as described in section 1.4.5 above. Grout placement shall occur prior to the removal of the casing material (hollow-stem augers, pipe, drill steel casing, or other).

1.5 Records. Boring logs shall be prepared on Eng Form 1836 per the following guidelines unless otherwise noted in the task order.

1.5.1 General Instructions for ENG 1836. The Contractor shall keep accurate driller's logs and records of all work accomplished under this contract. All such records shall be preserved in good condition and order by the Contractor until they are delivered and accepted, and the Contracting Officer shall have the right to examine such records at any time prior to their delivery to him. Separate logs shall be made for each hole. All drill logs shall subscribe to the following requirements:

a. All logs are to be prepared on ENG Form 1836. A black pen should be used to facilitate reproductions.

b. Logs shall be as neat and legible as possible, but do not recopy logs which become partially soiled, as the original is the acceptable legal record. A single line through any error will typically suffice, but in the event that no room is available the use of white out tape will be acceptable. Changes should be made in red ink.

c. All logs shall be at a scale of 1 inch equals 1 foot.

d. Holes should be logged in detail. The logs shall contain all information obtainable from megascopic (eyeball) examinations of the samples or core and the log should explain all drilling procedures.

e. Avoid non-standardized abbreviations in the descriptive column of the log.

f. Each feature logged shall be described in such a way that other persons will recognize the feature, the depth(s) at which it occurs, its thickness or size (where appropriate).

g. Horizontal solid lines should be used in the description column to indicate stratigraphic contacts or changes in materials. Horizontal lines in the remarks may be used to delineate the portion of the boring to which specific remarks apply, e.g. drilling method used, changes in fluid, rough drilling intervals.

h. Every attempt shall be made to obtain samples or core representative of all materials encountered in the hole. Where samples cannot be obtained for the zone in question, the inspector/geologist and driller will use their experience and judgment to establish the type of material. The entire length of the hole will be described by the reference to the actual samples or by experienced evaluation.

i. The depth to the water table shall be measured once it is breached, and before beginning mud rotary or other advancing technique.

j. Each portion of the ENG Form 1836 shall be completed (as appropriate), including filling out the header and footer on each page.

k. A simple sketch or diagram showing the location of the boring shall be drawn in the remarks column at the top of page 1. This sketch shall include the boring’s location with respect to at least 3 prominent physical features, utilizing a measuring tape or rangefinder to indicate distances from the feature to the boring. Additionally, the sketch shall include a north arrow, any necessary legend, and an indication of scale or statement of not to scale.

1.5.2 Specific Instructions for ENG 1836. Unless otherwise specified under the task order, the following components of ENG Form 1836 should be completed as follows:

a. General (Header/Footer)

Hole No.: As assigned by the SOW or the stake at that location.

Division: CEMVD Installation: CEMVS

Block 1: Project: Name of project as specified in the SOW

Block 2: Location: If exact stationing and offset are known enter here. If exact coordinates are available enter here.

Block 3: Drilling Agency: Enter the name of the district, Government agency or contract drilling company whichever is applicable

Block 4: Hole No.: As assigned by the SOW or the stake at that location.

Block 5: Name of the Driller: If more than one, enter all names.

Block 6: Direction of Hole: Check appropriate box. If inclined, include compass direction and degrees from vertical.

Block 7: Thickness of Overburden: Thickness of material above top of rock, if known. If not drilled to rock leave blank.

Block 8: Depth Drilled into Rock: Depth from top of rock to bottom of hole.

Block 9: Total Depth of Hole: Taken from ground surface to bottom of hole.

Block 10: Size and Type of Bit: Show all bits used. If several bits of different type and size are used carry only those bits used over that page, marking each change depicting size and types of bits used in the remarks column at appropriate depths.

Block 11: Datum for Elevation Shown: Usually this will be mean sea level (MSL) or National Geodedic Vertical Datum (NGVD). TBM refers to elevations referenced to a point when that point is arbitrarily considered zero elevation.

Saint Louis District ordinarily uses NGVD. To be collected by Government unless specified by SOW.

Block 12: Manufacturer’s Designation of Drill: Trade name and model of drill used and Contractor’s designation. If more than one type used, so indicate.

Block 13: Total Number of Overburden Samples: Disturbed: number of times a spoon is driven. Undisturbed: number of times a Shelby tube was advanced.

Block 14: Total Number of Core Boxes: Self-Explanatory

Block 15: Elevation of Ground Water: The static water level in the hole during drilling taken when the water table is first breached. Measurement shall be from the ground surface.

Block 16: Date Hole Started and Completed: Refers to the date the drill rig began drilling and the date drilling ended, not including grouting.

Block 17: Elevation Top of Hole: For surveyed holes give elevation – to the nearest tenth of a foot, otherwise leave blank.

Block 18: Total Core Recovery: To be computed by the inspector/geologist who logs the hole. It is equal to the percentage of rock retrieved from the boring relative to the total depth of rock cored.

Block 19: Signature of Inspector: Each page is to have both the printed name and signature of the person who logs the hole.

Bottom of Page: Project and Hole No.: Same as in heading.

b. Specific Drill Data

Column a: Elevation: Leave blank

Column b: Depth: All logs will be written at a vertical scale of 1 inch equals 1 ft.

Column c: Legend: SPT - Enter blow counts for splitspoon sampling at appropriate depth Shelby tubes - Enter the time it takes to advance and the necessary pressure.

Rock coring - Show cracks, joints, stratigraphic contacts, breaks, and cavities at appropriate depth

Column d: Classification of Materials: This column will be used to describe and classify all materials encountered in the boring. Embankment materials, overburden, and in some instances, intensely weathered rock, will be classified and described as unconsolidated materials according to the Unified Classification System ASTM D 2487.

Unconsolidated materials shall be described as outlined below and in the following sequence:

(1) descriptive USCS classification in accordance with ASTM D2488;

(2) consistency of cohesive or apparent density of non-cohesive materials;

(3) moisture content assessment, e.g., moist, wet, saturated, etc.;

(4) color;

(5) soil structure

(6) angularity of coarse grain particles

(7) odor

(8) staining

Consolidated materials below top of rock designation shall be described as outlined below and in the following sequence:

(1) Rock type

(2) Weathering; if highly weathered indicate percent rock verses soil

(3) Structure and structure thickness

(4) Color

(5) Grain size

(6) Strength

(7) Fracture spacing

(8) Moisture content assessment

Column d: Stratigraphic/lithologic changes shall be identified in column d by a solid horizontal line at the appropriate scale depth on the log that corresponds to measured borehole depths at which changes occur, measured and recorded to the nearest one-tenth of a foot. Gradational transitions, changes identified from cuttings or methods other than direct observation and measurement shall be identified by a horizontal dashed line at the appropriate scale depth based on the geologist’s best judgment. All lines shall be drawn with a straight edge, not by hand. The bottom of the hole shall be marked by a solid line cutting horizontally across all columns, and shall have “Bottom of Hole” written in column d just below the line.

Column e: % Core Recovery: When advancing through overburden samples enter amount recovered over the length the sample was advanced, with lines marking off the point where sampling began and ending with a line marking the extent recovered. When coring, show calculated core recovery for each run in this column as well as the Rock Quality Designation (RQD) for both the run and each individual rock type.

Column f: Box or Sample Number: Record the number of the core boxes and/or samples at appropriate depths in this column. In soils, a separate sequential number will be assigned to each auger, drive or undisturbed sample such that sample 1 overlies sample 2 etc. In the event a single sample contains materials from different strata (i.e. different materials) the sample shall be separated into multiple jars, one for each strata ncountered, using the same number followed by a separate sequential letter designation (such that sample 1 may be in jars lA, 1B and lC, etc. for each strata).

Column g: Remarks: A simple sketch or diagram showing the location of the boring shall be drawn in the remarks column at the top of page 1(see 1.5.1 k). Following the simple sketch shall be written, ‘SPT – 2” OD standard splitspoon, 140 lb auto-hammer with 30” drop” adjusted as necessary, and the ‘SPT’ shall serve as an abbrviation for all spoons driven. At each sample interval SPT shall be written in column g, followed by whether or not the spoon shoe was full or empty based on the geologist’s best judgment. Each bit size and type along with any necessary casing temporary or otherwise shall be marked at the appropriate depth. Additionally, any necessary drilling fluids used including, source of make-up water, drill fluid additives by brand and product name, and mixture proportions shall be marked at appropriate depths. Loss of drilling fluid shall be clearly marked including depths at which they occur, rate of loss and total volume lost.

Identification of any intervals of hole instability, rough drilling, any special drilling or sampling problems shall be recorded in column g, including descriptions of problem resolutions.

1.5.3 The presence of a Government geologist or other government personnel or the keeping of separate drilling records by the Contracting Officer shall not relieve the Contractor of the responsibility for the work specified in this scope of work. Payment will not be made for any work for which the Contractor has not furnished the required records.

1.6 Piezometers. Piezometers, when required, shall be installed as directed by the Task Order.

Piezometer holes shall be straight and plumb. Piezometer installations shall include, at a minimum, placement of screen and riser, filter sand, bentonite seal, neat cement grout sela, devleopment of piezometer, testing of piezometer and surface completion.

1.6.1 Piezometer Materials. Piezometer materials shall be furnished by the Contractor and shall include, as indicated by individual task order: at-grade manhole covers, galvanized steel 1-1/2-inch diameter pipe, galvanized steel couplings, reducers and caps (or PVC slip caps), Schedule 40 stainless steel 2-inch diameter pipe, couplings, and caps, stainless steel piezometer screens, and any bentonite pellets, filter sand, neat cement grout and concrete necessary to seal and protect the installed piezometer. The piezometer screen slot size shall be specified by task order but will typically be #10-slot stainless steel or porous stone type. Typical slotted screen lengths will be 18 inches to 24 inches. Cast-in-place concrete collar and/or manhole cover necessary to protect the installed piezometer shall be included in the costs.

1.6.2 Piezometer Installation. Piezometers shall be drilled and sampled by dry drilling methods above the water table and mud-rotary, using either betonite or biodegradable drilling fluid, as required by individual task order, below the water table. Standard split-spoon sampling (SPT) shall be performed when advancing the hole. The piezometer tip depth and type shall be designated by the task order.

After the piezometer is set at the proper depth the annular space around the screen shall be backfilled with a filter sand compatible with the aquifer and screen. This filter pack shall extend 12 inches above the top of screen.

Upon completion of the filter pack and prior to placement of the bentonite seal, the piezometer shall be developed and tested with satisfactory results. Development chemicals and procuedures shall be as specified by the drilling fluid manufacturer.

Upon successful development of the piezometer, a 3-foot thick bentonite pellet seal shall be placed above the filter sand. The remaining annular space to the ground surface shall be tremie backfilled with neat cement grout. The backfill may vary as directed by the individual task order.The grout mixture shall be the same as outlined in section 1.4.5 above.

1.6.2.1 Piezometer Surface Completion. The surface completion for the piezometer shall consist of either a 6-inch diameter cast in place concrete collar that extends approximately 3 feet above the ground surface, or a surface mounted manhole as directed by task order. Concrete filled steel pipe bollards may be required as additional surface protection and will be directed by task order.

1.6.2.2 Piezometer Marking. The concrete collar on the piezometer shall be painted safety yellow and the piezometer I.Ds. shall be marked on the concrete collar using stencil and black paint. These markings shall be on the side of the concrete facing the levee centerline. The piezometer I.D. shall also be stamped into the galvanized riser pipie and the vented, galvanized cap

1.7 Care and Delivery of Samples. The Contractor shall be solely responsible for preserving all samples in good condition. The Contractor shall keep samples from freezing and undue exposure to the weather, and shall keep all descriptive labels and designation on sample Jars and boxes clean and legible until final delivery of samples to and acceptance by the Contracting Officer. All samples shall be delivered to the U.S. Army Corps of Engineers Service Base, Soils Lab, Foot of Arsenal St., St. Louis, Missouri 63118, unless otherwise directed by the COR or by the individual task order.

1.7.1Transporting Samples to Production Centers within the USACE. Upon written notification, the Contractor may be required to transport samples weighing up to 2000 pounds from the U.S.

Army Corps of Engineers Service Base, Foot of Arsenal St., St. Louis, Missouri 63118, to the any of the Materials Production Centers within the USACE, but typically the labs will be located either in Vicksburg, MS, or Savannah, GA. Undisturbed samples shall be packed upright and on foam cushions handled carefully to minimize disturbance. Samples shall be delivered within seven days after receipt of notification.

PART II – RELIEF WELL PUMPING TEST AND

PIEZOMETER FALLING HEAD TESTS

2.1 Pumping Test.

2.1.1 General. The work consists of pumping tests of relief wells as directed by task order and will require documentation of the testing and general conditions of the relief wells and their surrounding drainage.

2.1.2 Procedure. The Contractor shall measure and record the depth of each well prior to and following each pumping test. If the measurement indicates that there is debris in the well, it shall be removed by bailing or airlifting, to within 2 feet of the installed depth. Water levels shall be recorded prior to and during testing as directed below or by the individual task order.

The Contractor shall test by pumping continuously for 2 hours at a maximum constant discharge rate of 500 gallons per minute or as directed by individual task order. No more than 5 feet of the well screen shall be exposed during pumping. Pumping rate shall be held constant and testing continued until drawdown is stabilized. No testing shall be performed concurrently on any wells within a 500-foot radius of a well being tested.

Some existing relief wells are wood stave construction built with creosote impregnated wood.

These wells may…