SECTION 02200BP EARTHWORK

Transcription

1 SECTION 02200BP EARTHWORK

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3 Fluor-B&W Portsmouth, LLC (FBP) SITE PREPARATION INFRASTRUCTURE PHASE 1 SPECIFICATION COVER SHEET Client: U.S. Department of Energy Project: OSWDF SPECIFICATION SECTION: 02200BP TITLE: EARTHWORK SPECIFICATION PREPARED BY: (Specification Preparer, SP) Signature Name Date SCOPE AND FORMAT CHECKED BY: (Scope and Format Checker, SFC) Signature Name Date DETAILED REQUIREMENTS CHECKED BY: (Detailed Requirements Checker, DRC) Signature Name Date APPROVED BY: (Specification Approver, SA) Signature Name Date Record of Revision (Number and initial all revisions) Rev. No. Reason Date By Checked Approval A Initial July 2015 B Revised 3.10G and 3.10H and editorial update 02200BP-i

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5 SECTION 02200BP EARTHWORK PART 1 GENERAL 1.01 SCOPE A. Work in this Section includes earthwork. Earthwork shall include site preparation, excavation, excavation dewatering, stockpiling, subgrade preparation, and fill placement RELATED SECTIONS, PLANS, AND DOCUMENTS A. Section 02100BP - Surveying B. Section 02110BP - Clearing, Grubbing, and Stripping C. Section 02215BP - Trenching and Backfilling D. Section 02230BP - Aggregate Base E. Section 02235AR - Asphalt Concrete (not in scope) F. Section 02270BP - Surface Water Management and Erosion Control G. Section 02271BP - Riprap H. Section 02721BP - Surface Water Control Structures and Pipes I. Section 02760AR - Pavement Markings (not in scope) J. Section 02831BP - Chain-Link Fences and Gates K. Section 03100BP - Concrete L. Contract Documents 1.03 REFERENCES A. Construction and Material Specifications, 2013 Edition (Ohio C&MS). Ohio Department of Transportation (ODOT). B. Latest version of American Society for Testing and Materials (ASTM) Standards: 1. ASTM D422 Standard Test Method for Particle-Size Analysis of Soils 2. ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort ( ft-lbf/ft 3 (600 kn-m/m 3 )) 3. ASTM D1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method 02200BP-1

6 4. ASTM D2216 Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass 5. ASTM D2487 Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) 6. ASTM D2937 Standard Test Method for Density of Soil in Place by the Drive- Cylinder Method 7. ASTM D4318 Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils 8. ASTM D4643 Standard Test Method for Determination of Water (Moisture) Content of Soil by the Microwave Oven Heating 9. ASTM D6938 Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth) 1.04 SUBMITTALS A. For each discrete scope of work, submit to the Construction Manager, within 14 calendar days following Notice to Proceed, a Contractor s Work Plan. The Contractor s Work Plan shall include, at a minimum: 1. description of construction means, methods, and techniques proposed for the scope specified in this Section and in Sections 02110BP, 02215BP, 02230BP, 02235AR, 02270BP, 02271BP, 02721BP, 02760AR, 02831BP, and 03100BP; 2. schedule for activities included in each Section referenced above, with equipment and resources identified; 3. verification, acknowledgement, and acceptance of the existing conditions and material stockpiles; 4. layout of construction site access and temporary access roads, construction safety fence, chain-link fence and gates, and temporary pipes (if required); 5. coordination of survey requirements; 6. coordination of earthwork activities with Contractor s Surface Water Management and Erosion Control (SWMEC) Plan specified in Section 02270BP, and as shown on the Construction Drawings; 7. excavation and excavation dewatering means, methods, and techniques; 8. additional fill material requirements including estimated earthwork quantities; 9. stockpile management plan, including surface water management and erosion and sediment control, stockpiling by type of material, stockpile maintenance, stockpile removal and relocation, and site grading and stabilization; 10. intended use of construction laydown area(s) and additional construction laydown areas not identified on the Construction Drawings; 11. means, methods, and techniques for material handling, including removal of unsuitable subgrade and visible rock particles larger than specified, and for fill, shale, and rock fill specified in this Section; 12. means, methods, and techniques for installation and removal of excavation and trench supports; 13. means, methods, and techniques for dust control; 14. plan and measures for hot weather work and cold weather work activities at temperatures below 32 degrees Fahrenheit ( F); 15. coordination with Contractor s Traffic Control Plan specified in Section 02230BP; 02200BP-2

7 16. coordination with each aspect of the Environmental Health & Safety/Training requirements in accordance with Attachment J-13 of the Contract Documents; and 17. coordination with the Contractor s quality assurance requirements specified in Attachment J-16 of the Contract Documents, the Technical Specifications, and as shown on the Construction Drawings CONTRACTOR S QUALITY ASSURANCE A. Contractor s quality assurance requirements shall be in accordance with Attachment J-16 of the Contract Documents and this Section HEALTH AND SAFETY REQUIREMENTS A. Environmental Health & Safety/Training requirements shall be in accordance with Attachment J-13 of the Contract Documents. PART 2 PRODUCTS 2.01 MATERIALS A. Obtain fill materials from excavation and trenching included in this Contract. Additional material, if required, shall be obtained from the on-site stockpiles or on-site borrow areas identified by the Construction Manager. When approved by the Construction Manager Controlled Low Strength Material (CLSM) may be utilized as fill material in accordance with this Section and Section 03100BP. B. Fill materials obtained on-site include three types of materials; residuum material (hereinafter called clay), weathered Cuyahoga formation (hereinafter called weathered shale), and Cuyahoga formation (hereinafter called unweathered shale). The general location and depth of each type of material in the excavation and trenching areas are shown on the Construction Drawings, based on the reference documents specified in this Section. Contractor shall review and evaluate the data included in these documents and determine location, limits, and depth of each type of material, available quantity of fill materials, and determine the characteristics of the subsurface soil conditions to be encountered. C. Fill and backfill materials shall be free of debris, foreign objects, large rock fragments, organics, and deleterious materials. Visible rock particles shall be a maximum dimension of 4 inches for 8-inch ±1-inch thick loose lifts, and 2 inches for 4-inch ±1-inch thick loose lifts. Material for fill and backfill shall conform to GC, SC, SM, ML, CL, CL-ML, or CH according to the United Soil Classification System (per ASTM D2487). D. Clay material for use as fill to seal the 680 Sandstone and cutoff trenches shall be lean clay (CL) or fat clay (CH) in accordance with the Unified Soil Classification System (ASTM D2487), having a maximum particle size of 2 inches. E. Residuum and weathered shale materials obtained from on-site excavations shall be considered nondurable and may be placed as fill or backfill as specified in this Section and Section 02215BP BP-3

8 F. Unweathered shale encountered during excavation shall be identified by the Construction Manager and field tested for durability in accordance with Ohio C&MS Item and this Section. Durable and nondurable shale may be placed as fill or backfill as specified in Ohio C&MS Item 203 and this Section respectively. G. Oversized material from clay screening may be further size reduced and re-screened. Remaining rejected materials from re-screening may be designated by the Construction Manager as suitable material for trench backfill, fill, or rock fill. H. Obtain construction water for moisture conditioning fill and for dust control from the Portsmouth D&D Site or at locations approved by the Construction Manager. I. Furnish orange HDPE construction safety fence, 4 feet in height, opening size approximately 4 inches x 1 inch, minimum tensile strength of 2,000 pounds per foot of width; or fence of galvanized steel welded wire fabric as specified in this Section and/or shown on the Construction Drawings. Posts shall be T-shaped (T-post), 1½-inch x 1½-inch, minimum 3 / 16 -inch thick x 5 feet long, and made of steel, or as otherwise authorized by the Construction Manager. Protective caps shall be placed on the tops of all T-posts. J. Furnish signs for construction safety fence in accordance with the Contract Documents, Section 02230BP and Section 02831BP EQUIPMENT A. Furnish equipment to perform earthwork in accordance with this Section and the Contractor s Work Plan. B. Furnish hand compaction equipment, such as walk-behind pad-foot compactors, hand tampers, or vibratory plate compactors, for compaction in areas inaccessible to large compaction equipment. C. Furnish water tank trucks or water wagons, water storage tanks, pressure distributors, or other equipment designed to apply water uniformly and in controlled quantities at variable surface widths in order to provide the required in-place moisture content and to prevent drying of soil surfaces in accordance with the Contract Documents and the Contractor s Work Plan. PART 3 EXECUTION 3.01 GENERAL A. Verify existing conditions in accordance with Section 02100BP. B. Prior to performing Work described in this Section, install and maintain surface water management and erosion and sediment controls in accordance with Section 02270BP, the Construction Drawings, and the Contractor s Work Plan. C. Fifteen (15) calendar days prior to performing excavation, the Contractor shall submit a request for an Excavation Permit to the Construction Manager along with the preliminary existing conditions verification surveys BP-4

9 D. Health and Safety requirements for earthwork shall be in accordance with this Section, Attachment J-13 of the Contract Documents, and the Contractor s Work Plan. E. If a vertebrate paleontological or archaeological artifact discovery is made during excavation; stop work in the area of discovery and notification shall be made to the Construction Manager. Work in the area of discovery shall not resume until authorized by the Construction Manager. F. Manage material stockpiles as specified in this Section. G. Implement dust control in accordance with the Contractor s Work Plan SITE PREPARATION A. Install construction safety fence and associated signs in accordance with the Contractor s Work Plan and Contract Documents. Relocate construction safety fence as required to support construction activities. Install signs and barricades around trenches and excavated areas in accordance with the Contractor s Work Plan and the Contract Documents. B. Maintain and repair construction safety fence and chain-link fence and gates for the duration of the Contract Work. Maintain construction safety fencing to minimize vertical sagging. C. Prior to earthwork activities, perform grubbing and stripping in accordance with Section 02110BP. D. Construct roads, ramps, laydown areas, office areas, parking areas, and other vehicle travel areas in accordance with the Construction Drawings and Section 02230BP. Maintain and repair these areas for the duration of the Contract. E. For excavations within 3 feet of existing subsurface structures or utilities, hand-excavate where necessary and use shoring or other means, methods, and techniques described in the Contractor s Work Plan. Protect structures and utilities during earthwork activities as indicated on the Construction Drawings and as approved by the Construction Manager EXCAVATION A. Excavate materials regardless of type, character, composition, and condition (including rock) to the excavation limits and subgrade elevations shown on the Construction Drawings. Stockpile excavated material in the designated stockpile areas shown on the Construction Drawings or at locations identified by the Construction Manager. Segregate material suitable for use as fill, backfill, and clay in accordance with this Section. B. Blasting, including use of explosives or explosive devices, shall not be permitted. C. Minimize sloughing and caving of excavations. In areas of excavations that cave or slough, over-excavate and backfill with fill in accordance with this Section. D. Do not remove soil from the Site or dispose of soil except as authorized by the Construction Manager BP-5

10 E. Stabilize disturbed areas in accordance with Section 02270BP EXCAVATION DEWATERING FBP-ER-OSDC-WD-ENG-0068, Revision B A. Manage groundwater and surface water runoff and run-on in excavations and trenches in accordance with the requirements of this Section, Section 02270BP, and the Contractor s Work Plan. B. Collect water that accumulates in the excavation or trench in a toe drain or other suitable sump, and pump to a location approved by the Construction Manager. C. Verify that collected water does not have oil sheen prior to pumping. If sheen is present notify the Construction Manager prior to pumping, test the sheen with an oil test kit to determine if oil is present. If oil is present, collect sheen with absorbent cloth or other means, methods, and techniques described in the Contractor's Work Plan. D. Prevent surface water run-on from adjacent areas from entering excavations and trenches by installing temporary diversion berms or other surface water management features in accordance with Section 02270AR STOCKPILING A. Stockpile materials from grubbing, stripping, excavation, and trenching activities in separate stockpiles. Deleterious materials and unsuitable soil from the above mentioned activities shall also be placed in separate stockpiles. Stockpile locations shall be as shown on the Construction Drawings or as designated by the Construction Manager. B. Stockpile other materials from off-site sources at on-site locations designated by the Construction Manager. Maintain material stockpiles in accordance with the Contractor s Work Plan specified in this Section. C. Place excavated soil in stockpiles with stable slopes. Grade stockpiles to drain, seal them by tracking perpendicular to the slope contours, and maintain them on a daily basis during periods when material is taken from or added to the stockpiles. D. Stabilize stockpiles in accordance with Section 02270BP SUBGRADE PREPARATION A. Subgrade shall be free of debris, foreign objects, organics, and other deleterious materials. B. In the event saturated subgrade is encountered, construct localized sumps to facilitate removal of water. Manage removed water in accordance with this Section. C. Subgrade for surfaces receiving aggregate base specified in Section 02230BP shall be proof rolled. Proof roll subgrade in areas identified in this Section or as directed by the Construction Manager using a loaded dump truck or other pneumatic-tired vehicle of similar or greater weight as the heaviest equipment operating on the surface during construction. Proof rolling equipment shall have a minimum loaded rear axle weight of 8 tons, with a minimum tire pressure of 105 pounds per square inch (psi). Drive the equipment at a speed of approximately 2.5 to 3.5 miles per hour across the area to confirm the firmness of subgrade. Overlap passes 02200BP-6

11 such that one set of tires on each pass runs between the two sets of tire tracks from the previous pass. Soils shall not exhibit excessive pumping or develop ruts more than 2 inches deep. Remove or rework subgrade material in areas that exhibit excessive pumping and/or ruts deeper than 2 inches. Replace or rework areas, in accordance with this Section, to achieve acceptable subgrade. Repeat the proof roll on the replaced or reworked areas in accordance with this Section. D. At locations where fill is to be placed on existing ground or subgrade, prepare the existing ground or subgrade by scarifying to a depth of approximately 2 inches using the equipment described in this Section. E. In areas where unsuitable soils are encountered, remove and replace the soils to a minimum depth of 12 inches. Remove additional depth of unsuitable subgrade material if necessary to obtain a suitable soil surface for fill placement. Removal of additional unsuitable soils shall be as approved by the Construction Manager. For a soil surface exhibiting pumping or developing ruts more than 2 inches deep, remove soil to a minimum depth of 12 inches and replace or dry in place by discing or by other means, methods, and techniques described in the Contractor s Work Plan. In areas from which soil has been removed, replace with fill in accordance with this Section. F. In excavations or other areas where water accumulates, implement measures to remove the water in accordance with this Section. Maintain the subgrade free of standing water and in a firm condition, which conforms to the requirements of this Section. Maintain dewatered areas in this condition until overlying construction is complete FILL A. Place fill material that conforms to the material requirements of this Section. Place fill material to the limits and grades shown on the Construction Drawings. B. Place fill material on surfaces that are free of debris, branches, vegetation, mud, ice, and other deleterious materials. C. Place fill material in loose lifts with a thickness of 8 inches ±1 inch. In areas where compaction is to be performed using hand-operated equipment, place fill material in loose lifts with a thickness of 4 inches ±1 inch. D. Continuously remove visible rock particles with a maximum dimension larger than half of the loose lift thickness. E. Place fill in horizontal lifts, benching into embankments as shown on the Construction Drawings. F. Prior to placing a lift of fill material over a previously compacted lift, thoroughly scarify the previous lift to a depth of approximately 2 inches by discing, raking, or tracking. Moisture condition the preceding lift in accordance with this Section if its surface moisture content is not within the range of acceptable moisture contents specified in this Section. G. The trafficking of scarified surfaces by trucks or other equipment, except compaction equipment and water trucks when necessary, is not permitted BP-7

12 H. The maximum acceptable soil clod size after processing shall be 3 inches or half the thickness of the lift, whichever is less. Reduce clod size by discing, raking, tracking, using a soil stabilizer, or other means, methods, and techniques described in the Contractor s Work Plan. I. Compact fill material in each lift to at least 95 percent of its standard Proctor maximum dry density as determined by ASTM D698. In areas under roads, compact the uppermost lift of fill material to at least 98 percent of its standard Proctor maximum dry density as determined by ASTM D698. Compact fill material at a moisture content within ±3 percentage points of the standard Proctor optimum moisture content as determined by ASTM D698. J. Moisture condition the fill material to achieve the compaction requirements specified in this Section. During wetting or drying, regularly disc, rake, or otherwise mix the material to thoroughly blend the moisture throughout the lift. K. Do not place fill on a frozen surface, or place frozen fill. L. Do not compact fill material at temperatures below 32 F unless authorized by the Construction Manager. M. Do not place fill during periods of precipitation. Placement may occur during periods of misting or drizzle, but only if authorized by the Construction Manager. N. Remove, rework, or replace fill that does not conform to compaction requirements PLACEMENT OF CLAY FOR SEALING 680 SANDSTONE AND CUTOFF TRENCHES A. Place and compact clay material for sealing the 680 Sandstone layer and for cutoff trenches in accordance with the placement and compaction requirements specified for fill in this Section, and as shown on the Construction Drawings. B. Moisture content ranges and associated dry unit weights for clay shall be as follows: 1. Moisture content is on or to the right of (in the direction of increasing moisture content) the line of optimum moisture content as determined by the standard Proctor compaction test (ASTM D698). 2. Moisture content shall not be greater than 4 percent wet of the standard Proctor optimum moisture content (ASTM D698). 3. Dry unit weight is at least 95 percent of the standard Proctor maximum dry unit weight (ASTM D698) DURABLE SHALE AND ROCK FILL A. Durable shale and rock fill may be used in areas approved by the Construction Manager. B. Durable shale and rock fill includes material having a maximum dimension no greater than 18 inches and with a minimum dimension no greater than 8 inches and materials that are rejected during screening operations for use as clay. Rocks having a maximum dimension up to 18 inches may be placed within 12-inch thick loose lifts only if shaped to allow flat placement, resulting in a placed thickness not exceeding 8 inches BP-8

13 C. Remove visible rock particles with a minimum dimension greater than 8 inches from the durable shale and rock fill and stockpile for future use as rock fill in areas identified by the Construction Manager. Rock particles with a minimum dimension greater than 8 inches may be used as authorized by the Construction Manager. D. Place shale and rock fill in maximum 12-inch thick loose lifts and compact with at least ten passes of a Caterpillar 815 compactor or equivalent equipment authorized by the Construction Manager. Proof roll the surface of the final lift of compacted durable shale and rock fill material as specified in this Section. E. Compacted durable shale and rock fill material exhibiting excessive pumping or rutting (ruts greater than 2 inches in depth) due to wet material or insufficient compaction shall be removed, reworked, or replaced. F. Use rock fill only as specified in this Section unless otherwise authorized the Construction Manager CONSTRUCTION QUALITY REQUIREMENTS A. Construction Quality Control (CQC) shall be performed in accordance with the Contract Documents. B. Contractor shall coordinate construction activities through the Construction Manager to accommodate the activities required of the CQC Consultant. C. Contractor shall notify the Construction Manager at least 7 calendar days prior to commencement of earthwork activities in new locations. D. CQC Consultant will perform conformance testing on materials to confirm compliance with this Section. Contractor shall provide equipment, such as shovels, hand augers, and backhoes, and labor to assist CQC Consultant in obtaining conformance samples from excavations, stockpiles, and borrow areas. The conformance testing to be performed and testing frequencies shall be in accordance with this Section. E. CQC Consultant will perform field testing of unweathered shale to determine if the shale is durable or nondurable. The Contractor shall perform compaction on the test sections required for CQC visual inspections in accordance with Ohio C&MS Item F. CQC Consultant will observe and document proof rolling of the subgrade and compacted rock fill final lift surface. Proof rolling documentation provided to the Construction Manager will include description of areas that pass proof rolling and areas that fail proof rolling; for areas that fail proof rolling, CQC Consultant will observe and document the Contractor s method of repair for the area. G. CQC Consultant will perform conformance testing on fill to confirm compliance with this Section. The performance testing to be performed and minimum testing frequencies on fill lifts will be: 1. particle-size analysis (sieve only) (ASTM D422) at one (1) test per 510,000 yd 3 ; 2. Atterberg Limits (ASTM D4318) at one (1) test per 510,000 yd 3 ; 3. moisture content (ASTM D2216 or ASTM D4643) at one (1) test per 510,000 yd 3 ; 02200BP-9

14 4. soil classification (ASTM D2487) at one (1) test per 510,000 yd 3 ; and 5. standard Proctor compaction (ASTM D698) at one (1) test per 510,000 yd 3. H. CQC Consultant will perform performance testing on fill to confirm compliance with this Section. The performance testing to be performed and minimum testing frequencies on fill lifts will be: 1. In place nuclear density and moisture (ASTM D6938) at one (1) tests per foot grid (10,000 square feet) per lift and at (1) test per 100-feet per lift for linear features such as trenches, berms, and roads. 2. Sand cone (ASTM D1556) or drive cylinder (ASTM D2937) at 1 test per 25 nuclear density tests. 3. Moisture content (ASTM D2216 or ASTM D4643) at 1 test per 10 nuclear density tests. I. If CQC Consultant s tests indicate that any portion of the fill, subgrade, or rock fill do not conform to the requirements of this Section, the Construction Manager will delineate the extent of the non-conforming area. Contractor shall rework the nonconforming area until it conforms to the requirements of this Section SURVEY CONTROL A. Survey the locations, limits, and grades of excavations, stockpiles, prepared subgrade, fill, durable shale and rock fill in accordance with Section 02100BP TOLERANCES A. Perform the earthwork construction to within +/ feet of the grades indicated on the Construction Drawings. [END OF SECTION] 02200BP-10