EXCAVATION & BACKFILL SPECIFICATION

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1 REVISION DATE DESCRIPTION BY REVIEWER 0 12/14/2009 ISSUED FOR CONSTRUCTION MJS TDJ

2 SECTION 1 EARTHWORK 1.1 GENERAL. This section covers general earthwork and includes preparation of the construction areas; removal and disposal of debris; excavation and trenching; the handling, storage, transportation, and disposal of excavated material; sheeting, shoring, and protection work; preparation of subgrades; dewatering; protection of adjacent construction; backfill; pipe embedment; construction of fills and embankments; surfacing and grading; and other appurtenant work. ALL EXCAVATIONS, SHEETING, SHORING, AND TEMPORARY EXCAVATION SUPPORT SHALL BE PERFORMED IN ACCORDANCE WITH OSHA 29 CFR PART 1926, SUBPART P, EXCAVATIONS. 1.2 SHEETING AND SHORING. The stability of previously constructed structures and facilities shall not be impaired or endangered by excavation work. Previously constructed structures and facilities include both structures and facilities existing when this construction began and structures and facilities already provided under these specifications. Adequate sheeting and shoring shall be provided to protect and maintain the stability of previously constructed structures and facilities and the sides of excavations until they are backfilled. Sheeting, bracing, and shoring shall be designed and built to withstand all loads caused by earth movement or pressure, and shall maintain the shape of the excavation. 1.3 REMOVAL OF WATER. Adequate dewatering equipment shall be provided to remove and dispose of all surface and ground water entering excavations and other parts of the work. Each excavation shall be kept dry. Ground water level shall be maintained approximately 24 inches below the bottom of each excavation. Surface water will be diverted to the extent possible to prevent entrance into excavations. Pipe or conduit used for drainage purposes shall be kept clean and free of sediment. Temporary drainage piping that is not a part of the permanent construction shall be removed at the completion of the work. Dewatering work shall not overload the plant drainage system. 1.4 BLASTING. Blasting or other use of explosives for excavation will not be permitted. 1.5 CLASSIFICATION OF EXCAVATED MATERIALS. Classification of excavated materials shall be made to determine suitability for use as fill material. Excavation work shall include the removal and handling of excavated materials regardless of the type, character, composition, or condition. 1.6 UNAUTHORIZED EXCAVATION. Material excavated below the bottom of concrete structures supported by the subgrade shall be replaced with concrete or CLSM (Flowable Fill) placed monolithically up to the concrete above. Material excavated below structures supported on piling or piers shall be replaced with structural fill. 1.7 TESTING. Laboratory testing will be performed by Contractor as required within these specifications. Field samples shall be taken at selected locations indicated by FPL. If additional field control tests are necessary such tests shall be made. In addition a compaction test, within the limits of work area excavation, shall be performed at each critical location (i.e. individual footings, mats, etc.) to ensure proper compaction has been obtained. 2

3 The terms "maximum density" and "optimum moisture " shall be as defined in ASTM D698. Relative density for compacted crushed rock materials shall be determined in accordance with ASTM D4253 and D4254. The term "relative density" shall be as defined in ASTM D4254. A copy of each test result shall be furnished to FPL on a bi-weekly basis or immediately if test failure occurs. Testing requirements are provided in Table 1 - Materials, Compaction, & Testing Requirements ROADWAY ROADBEDS. Roadway roadbed construction shall include excavation, subgrade preparation, and construction of fills and embankments. In excavated roadbed areas, overburden shall be removed and the subgrade shaped to line, grade, and cross section. Subgrade compaction shall be to a depth of at least 12 inches and to at least 95 percent of the maximum dry density. The material shall be placed approximate at minus 2 to plus 2 percent of the optimum moisture. Compaction shall be determined by ASTM D698. Soft, organic, and other unacceptable material shall be removed from the subgrade and replaced. The subgrade shall be compacted and finished to a uniform surface to allow for proper drainage. The subgrade shall be finished to within 0.2 foot of the elevation indicated on the drawings. Deviations of the subgrade elevation surface in excess of 0.2 foot as indicated by a 16 foot straightedge, or template cut to typical section, shall be corrected. When ruts of 2 inches or more in depth are formed, the subgrade shall be reshaped and recompacted FILLS AND EMBANKMENTS. To the maximum extent available, earth materials obtained from excavation shall be used for the construction of fills and embankments. If additional material is necessary, it shall be obtained from off-site. The fill or embankment subgrade shall be scarified, leveled, and rolled. The surface materials of the subgrade shall be compacted and well bonded to the previous layers of fill. Material deposited in piles or windrows by excavating and hauling equipment shall be spread and leveled prior to compaction. Each layer shall be thoroughly compacted. If the material fails to meet the density specified, the compaction method shall be modified to attain the specified density Materials. To the maximum extent available, earth materials obtained from excavation shall be used for the construction of fills and embankments. Additional material shall be obtained from off-site borrow areas designated by the construction manager. Fill and embankment material shall be earth only and shall be free from brush, stumps, logs, roots, debris, and organic or other deleterious materials. Fill and embankment material obtained from offsite sources shall be free of contamination. Free of contamination shall be defined as having a constituent concentration less than the lowest level for that constituent listed in the Florida Administrative Code, Chapter , "Soil Cleanup Target Levels" (Table II), Residential Clean Soil Criteria. The fill/embankment material supplier shall provide documentation that the material is free of contamination. All fill shall be thoroughly compacted during the backfill operation. 3

4 Subgrade Preparation. The subgrade shall be leveled and compacted. The subgrade surface shall be well bonded to the previous layers of fill Placement and Compaction. Fill and embankment materials shall be placed in approximately horizontal layers. Material deposited in piles or windrows shall be spread and leveled before compaction. Each layer of material shall have the uniform moisture required to obtain the specified compaction as specified in Table 1 - Materials, Compaction, & Testing Requirements. Water shall be added and worked into each layer using harrow, disk, blade, or other acceptable equipment to provide uniform moisture. If the material fails to meet the specified density, compaction methods shall be altered Borrow Areas. To the maximum extent available, earth materials obtained from excavation shall be used for the construction of fills and embankments. Additional material shall be made available from an off-site source acceptable to FPL STRUCTURE EXCAVATION. Excavation for structures shall be completed to the designated lines and elevations. Machine excavation shall be controlled to prevent undercutting the subgrade elevations indicated on the drawings. Machinery shall not be used within one foot of permanent structures and facilities. Only hand tools shall be used for excavation around permanent structures and facilities. Excavated materials that meet the specified requirements may be used for the fills, embankments, and backfills. Vertical faces of excavations shall not be undercut to provide for extended footings STRUCTURE SUBGRADES. Subgrades for structures shall be firm, dense, free from mud, thoroughly compacted, and sufficiently stable to remain firm and intact. Subgrades that are otherwise solid, but become mucky on top due to construction operations, shall be stabilized by reinforcing them with one or more layers of crushed rock or gravel. The finished elevation of stabilized structure subgrades shall not be above the subgrade elevations indicated on the drawings. Each layer of material shall have the uniform moisture required to obtain the specified compaction as specified in Table 1 - Materials, Compaction, & Testing Requirements STRUCTURE BACKFILL. Backfill around and outside of structures shall be deposited in approximately horizontal layers. Backfill shall be mechanically compacted. Compaction of structure backfill by rolling will be permitted provided the desired compaction is obtained and damage to the structure is prevented. Backfill material shall be composed of earth only and shall generally by void of wood, grass, roots, broken concrete, stones, trash, or other debris. No tamped, rolled, or otherwise mechanically compacted backfill shall be deposited or compacted in water. All backfill material shall consist of loose earth having a moisture required to obtain the specified density of the compacted soil. Moisture shall be distributed uniformly. Water added for correction of moisture shall be distributed uniformly prior to compaction. Granular material shall be wet, not 4

5 just damp, when compacted. Each layer of material shall have the uniform moisture required to obtain the specified compaction as specified in Table 1 - Materials, Compaction, & Testing Requirements. Particular care shall be taken to compact structure backfill beneath pipes, drives, roads, or other surface construction. When a trench passes through structure backfill, the backfill shall be placed and compacted to at least 12 inches above the top of the pipe elevation before the trench is excavated COMPACTED ROCK FILL. Compaction of rock fill shall be performed with vibrating mechanical compactors. Crushed rock for compacted fill shall be handled and placed in a manner that will prevent segregation of sizes. The fill material shall have the moisture specified in Table 1 - Materials, Compaction, & Testing Requirements to achieve the specified density. If concrete is to be placed on the compacted rockfill, it shall be finished with a thin layer of clean concrete sand to fill the voids and interstices to obtain the required subgrade elevation COMPACTED SAND FILL. Compacted sand fill material shall consist of clean, natural sand. Sand fills shall be placed on undisturbed subgrade or structure fill. Sand shall be compacted using mechanical vibrators. Moisture shall be adjusted for maximum density DRAINAGE FILLS. Drainage fills shall be as indicated on the drawings. Sand shall be clean concrete sand. Drainage filter material shall be washed crushed rock or gravel. Unwashed drainage material is unacceptable. Sand drainage fill shall be placed in a single layer. Sand shall be compacted with a vibrating compactor. Moisture of the sand shall be adjusted to achieve maximum density. Each layer of material shall have the uniform moisture required to obtain the specified compaction as specified in Table 1 - Materials, Compaction, & Testing. Drainage filter material shall be placed to the approximate limits indicated and shall be compacted to minimize settlement without sacrificing permeability PIPE TRENCH EXCAVATION. No more trench shall be opened in advance of pipe laying than is necessary to expedite the work. Trench excavation shall be open cut from the surface except where boring is required Alignment and Grade. The alignment and grade or elevation of each pipeline shall be fixed and determined by means of batter boards and offset stakes, laser beam equipment, or surveying instruments unless otherwise accepted. If piping elevations are not indicated on the drawings, underground piping shall be installed with a minimum of 2 feet of cover above the top of the pipe Limiting Trench Widths. Trench widths shall provide adequate working space and pipe clearance during installation. The trench width below a point 12 inches above the top of the pipe shall not be more than 18 inches greater than the outside diameter of the pipe unless otherwise indicated on the drawings. 5

6 Where necessary to reduce earth load on trench banks to prevent sliding and caving, banks may be cut back on slopes that shall not extend lower than 1 foot above the top of the pipe. For single pipes, the maximum trench width measured at the bottom of the pipe shall be the pipe outside diameter plus 24 inches for pipes 48 inches outside diameter and smaller. For single pipes larger than 48 inches outside diameter, the maximum width measured at the bottom of the pipe shall be the pipe outside diameter plus 48 inches. For multiple pipes in a common trench, the maximum trench width shall be based on the outside diameter of the outside pipes. The maximum clear distance between the trench wall and the adjacent pipe shall be 24 inches for 48 inch and smaller pipes and shall be 48 inches for pipes larger than 48 inches Mechanical Excavation. Mechanical equipment shall not be used in locations where its operation would cause damage to trees, buildings, culverts, or other existing property, utilities, or structures above or below ground. Hand excavating methods shall be used in these locations Trench Depth. Pipe trenches shall be excavated to the depth required for the installation of embedment material, concrete encasement, or CLSM (Flowable Fill) below the underside of the pipe Bell Holes. Bell holes shall provide adequate clearance for tools and methods used to install the pipe. No part of any bell or coupling shall be in contact with the trench bottom, walls, or embedment when the pipe is jointed PIPE EMBEDMENT. Embedment materials and placement shall conform to the requirements of this section, unless noted otherwise on the construction drawings Embedment Classes. Pipe embedment classes shall be as indicated on the drawing included at the end of this section, unless noted otherwise on the construction drawings. Insitu material that meets the requirements of SECTION Materials, will be used as a pipe embedment material Placement and Compaction. Embedment material shall be spread on the trench bottom and the surface graded to provide a uniform and continuous support beneath the pipe at all points between bell holes or pipe joints. The material shall be compacted with vibrating platform type compactors. Compactive effort and moisture shall be adjusted to provide a firm but slightly yielding support for the pipe. After each pipe has been placed in final position on the bedding material and shoved home, sufficient pipe embedment material shall be deposited and compacted under and around each side of the pipe and back of the bell or end to hold the pipe in proper position and alignment during subsequent pipe jointing and embedment operations. Embedment material shall be deposited and compacted uniformly and simultaneously on each side of the pipe to prevent lateral displacement. Embedment material shall be placed in layers of 8 inches or less. Each layer shall be uniformly compacted. Crushed rock or gravel embedment shall be compacted to at least 70 percent relative density as determined by ASTM D4253 and D4254. Sand embedment shall be compacted to at least 95 percent of maximum dry density as determined by ASTM D698. 6

7 Embedment materials shall be placed in uniform layers and shall have the moisture required to obtain the specified density with the compaction method used. Sand shall be wet, not just damp, when compacted. Vibrating compactors shall be used to compact sand, crushed rock, and crushed gravel. Pipe coatings shall not be damaged during placement and compaction TRENCH BACKFILL. Trench backfill above the pipe embedment shall be compacted for the full depth of the trench above the embedment. Cohesive and sand backfill material shall be compacted to the specified densities as determined by ASTM D698. If crushed rock material is used, compaction shall be to 70 percent relative density as determined by ASTM D4253 and D4254. The top portion of backfill beneath established lawn areas shall be finished with at least 4 inches of topsoil. Compacted backfill material shall be either job excavated material or material furnished by the Contractor from his own sources and approved by FPL. Backfill material shall be finely divided and generally free from debris, organic material, and stones larger than 3 inches in greatest dimension. Backfill shall be placed in uniform layers not exceeding 8 inches in uncompacted thickness. Increased layer thickness may be permitted for noncohesive material if the specified compacted density is obtained. The method of compaction and the equipment used shall be appropriate for the material being compacted and shall not transmit damaging shocks to the pipe. Trench backfill shall be compacted to not less than 92 percent of the maximum dry density. Backfill for trenches traversing subgrades of streets, roads, railroads, parking areas, underground piping, underground electrical ducts and conduit, and other facilities subject to damage by settlement shall be compacted to not less than 95 percent of the maximum dry density. Moisture of backfill material shall be adjusted as required to obtain the specified density with the compaction equipment used DUCT BANK TRENCHING. Trenches for duct banks shall be excavated to lines indicated on the drawings or at other acceptable locations to FPL and to the required depth. Trenches shall be excavated to permit the duct bank to rest on undisturbed earth or rock. Where it is necessary to trench through backfill, the earth shall be well compacted before the duct bank is installed. A mud mat or base slab may be used where necessary. Mechanical equipment shall not be used in locations where its operation would cause damage to trees, buildings, culverts, or other existing property, utilities, or structures above or below ground. Hand excavating methods shall be used in these locations. Trenches shall be wide enough to provide ample room for workmen engaged in handling and installing the ducts. Where it is necessary to reduce the earth load on trench banks to prevent sliding or caving, trench banks may be cut back on slopes. Backfill shall be compacted. Backfill material shall be either job excavated material or material available from off-site borrow area. 7

8 Cohesive and sand backfill materials shall be compacted to the specified densities as determined by ASTM D698. If crushed rock material is used, compaction shall be to 70 percent relative density as determined by ASTM D4253 and D4254. Backfill material shall be finely divided and free from debris, organic material, and stones larger than 3 inches in greatest dimension. Backfill shall be placed in uniform layers not exceeding 8 inches in uncompacted thickness. Increased layer thickness may be permitted for crushed rock material if the specified compacted density is obtained. The method of compaction and the equipment used shall be appropriate for the material compacted and shall not transmit damaging shocks to the duct bank. Trench backfill shall be compacted to not less than 92 percent of the maximum dry density. Backfill for trenches traversing subgrades of streets, roads, railroads, parking areas, underground piping, other underground electrical ducts and conduit, and other facilities subject to damage by settlement shall be compacted to not less than 95 percent of the maximum dry density. Moisture of backfill material shall be adjusted as required to obtain the specified density with the compaction equipment used PAVEMENT REMOVAL AND REPLACEMENT. See SECTION for pavement removal and replacement specifications MAINTENANCE AND RESTORATION OF FILLS, EMBANKMENTS, AND BACKFILLS. Fills, embankments, and backfills that settle or erode before Final Acceptance of the Work, and pavement, structures, and other facilities damaged by such settlement or erosion, shall be repaired. The settled or eroded areas shall be filled, compacted, and graded to conform to the elevation indicated on the drawings or to the elevation of the adjacent ground surface. Damaged facilities shall be repaired in a manner acceptable to FPL FINAL GRADING. After all construction work has been completed, all ground surface areas disturbed by construction activities shall be graded. The grading shall be finished to the contours and elevations indicated on the drawings or, if not indicated, to the matching contours and elevations of the original, undisturbed ground surface. The final grading shall provide smooth uniform surfaces and effective drainage of the ground areas DISPOSAL OF MATERIALS. Surplus earth and materials not suitable for the work shall be spoiled on the site in a manner and location designated by FPL or as noted on the drawings. Disposal shall be in accordance with all federal, state, and local requirements pertaining to construction landfills. Materials shall be deposited in the disposal areas and leveled and compacted in 12 inch maximum layers DAM SAFETY. Contractor shall make himself aware and abide by all FPL dam safety requirements. No work shall occur inside the dam exclusion zones. 8

9 SECTION 2 DEWATERING 2.1 GENERAL. This section covers design, installation, operation, monitoring, and maintenance requirements for dewatering systems required for the Work. Dewatering shall be required for all work which requires excavations below the groundwater table unless otherwise stated. 2.2 SCOPE OF WORK. The Contractor shall furnish all supervision, labor, materials, tools and equipment required to design, install, operate, monitor, and maintain dewatering systems for the scope of work in this specification. The dewatering systems for all excavations shall be designed, installed, operated, monitored, and maintained by the Contractor. Dewatering work shall include, but not be limited to, the following: Design of the dewatering systems, including preparation of dewatering calculations, system component sizing, dewatering drawings, and dewatering procedures. Installation of dewatering systems including installation of well points, jet eductors if needed, piping, discharge piping, pumps, sediment removal traps, and soil erosion protection. Operation and maintenance of the dewatering systems. Control and removal of all surface water entering the excavations. The surface water removal system shall be independent of the dewatering excavation system. The Contractor shall be responsible for providing any additional means required to control and remove surface water entering the excavation. 2.3 CODES AND STANDARDS. The dewatering systems shall be designed, installed, operated, monitored, and maintained in accordance with the requirements of these specifications, the State of Florida, and other applicable local codes and standards. 2.4 EXISTING SUBSURFACE INFORMATION. The existing plant geotechnical report is provided to the Contractor with these documents. This document provides information on soil conditions and groundwater levels at the existing plant site. 2.5 INSTALLATION. Installation work consists of furnishing all labor, material, equipment, and tools to install develop, test, monitor, operate, and maintain the dewatering systems. 2.6 OPERATION AND MAINTENANCE. The Contractor shall be responsible and shall repair, at no cost FPL, any work in place, another Contractor s equipment, and any damage to the excavation, including damage to the bottom due to heave, which may result from negligence, improper operation, improper maintenance, or mechanical failure of the system. The dewatering system design shall incorporate the following: 9

10 The Contractor shall be responsible for all surface water. Surface water shall be prevented from entering the excavation to the extent possible. Surcharge loadings which could cause instability of the excavations shall not be allowed on the perimeter of the excavation. The integrity of the excavation shall be maintained Water from construction dewatering activities shall be discharged to an area designated by the Company Engineer provided the discharge does not cause any embankment erosion and the discharge water quality is in compliance with all Applicable Permit limitations. The method of discharge shall be approved by the Company Engineer. The turbidity of the discharge water shall not exceed 29 NTU. The Contractor shall provide means for measuring turbidity on a regular basis. FPL shall be notified if the maximum daily dewatering quantity exceeds 10 million gallons and the maximum total dewatering exceeds 200 million gallons for a duration not exceeding 90 days. FPL reserves the right to review and approve dewatering system designs, inspect any excavation dewatering system, and inspect construction operations. If, in the opinion of FPL, the construction operation jeopardizes the integrity of the plant, then FPL may direct the Contractor to cease operations immediately. The Contractor shall then be required to revise the construction operation in order to accomplish safety objectives. 2.7 DEWATERING RECORDS. Daily records of the time, amount of water pumped, flow rate, amount of sand, shall be maintained and submitted to FPL on a daily basis. 2.8 PROPOSAL SUBMITTALS. The following information shall be submitted with proposals: Documentation of dewatering work experience. Preliminary dewatering plan describing methods of installation, operation, maintenance, and transfer of the dewatering systems. 2.9 CONTRACT SUBMITTALS. The following information shall be submitted within one week after Contract award for review and approval: Detailed dewatering plan in accordance with the requirements of this specification. The detailed dewatering plan shall include procedures describing the methods of installation, operation, maintenance, and transfer of the dewatering systems. Drawings and calculations shall be prepared and sealed by an engineer registered in the state of Florida. 10

11 SECTION 3 AGGREGATE SURFACING 3.1 GENERAL. This section covers the materials and construction of aggregate surfaced areas. Unless otherwise specified herein, the materials, the application of aggregate surfacing, and the sampling and testing of aggregate shall comply with Section 204 of the Florida Department of Transportation (FDOT) "Standard Specifications for Road and Bridge Construction". 3.2 PROTECTION OF SUBGRADE. Ditches and drains along the subgrade shall be maintained to provide effective drainage. When ruts of 2 inches or more in depth are formed, the subgrade shall be brought to grade, reshaped, and recompacted. In no case shall aggregate base course be placed on a muddy subgrade. Storage or stockpiling of materials on the subgrade will not be permitted. 3.3 SUBGRADE PREPARATION. Immediately prior to placing aggregate surfacing course, the subgrade shall be shaped to the desired grade and cross section. The top 12 inches of the subgrade shall be compacted to 90 percent of the maximum dry density. During compaction, the subgrade shall be at minus 2 to plus 2 percent of the optimum moisture as determined by ASTM D698 (Standard Proctor). This operation shall include any scarifying, reshaping, and wetting required to obtain the specified compaction. Soft, organic, and other unacceptable material shall be removed from the subgrade and replaced with material meeting the requirements of SECTION1.11 FILL AND EMBANKMENT. 3.4 MATERIALS. Materials for the aggregate surfacing shall be of a gravel composition as defined by and conforming to FDOT Specification Section 901. A gravel source shall be established by the Contractor and be acceptable to FPL prior to the start of work. Testing for compliance with FDOT standards as specified in SECTION SAMPLING AND TESTING shall be performed and test results submitted to FPL prior to start of work. After initial acceptance, the material and source shall not be changed without prior authorization from FPL. All gravel constructed as surfacing shall be indicated as aggregate surfacing on the drawings. Surfacing shall meet the requirements of No. 57 gradation as defined by FDOT Specification Section Gravel used for surfacing shall be highly angular fractured face aggregate. No surfacing shall be composed of round face aggregates Weed Eradicator and Soil Fumigant. After subgrade preparation and prior to applying the final aggregate layer, the area designated on the drawings shall be treated with a weed eradicator and soil fumigant by Allied Chemical UROX or URAB, Dupont HYVAR-X or HYVAR-XL or WS Borax UREABOR. Weed eradicator and soil fumigant shall be applied in strict accordance with the manufacturer's instructions. Weed eradicator and soil fumigant shall be applied only to areas receiving aggregate surfacing. This material shall not be applied when wind conditions may cause drifting to areas not specified to be treated. 3.5 APPLICATION. Application of the aggregate surfacing shall conform to the FDOT Specification Section 204 unless otherwise specified. The aggregate surfacing shall be placed upon an acceptable subgrade in layers of uniform thickness not exceeding 6 inches in compacted depth, unless a thicker placement is demonstrated as acceptable. The materials for each course shall be handled and spread in a manner that will prevent segregation of sizes. The materials shall be compacted to the specified density using mechanical compactors acceptable to FPL. 11

12 Each layer shall be cleaned of loose and foreign matter before the subsequent layer is placed. Water of the material shall be maintained during placement. Moisture shall be maintained at approximately ±2 percent of optimum. The aggregate surfacing shall be compacted to achieve no less than 90 percent of the maximum laboratory density as determined by ASTM D698. Top surface of the compacted aggregate base course shall be finished by blading or with automated equipment especially designed for the purpose and rolled with a steel-wheeled roller. Addition of thin layers of fine materials to the top of the base course to meet the grade will not be acceptable. If additional material is needed to meet the required grade, then the top layer should be scarified with added additional material and then recompacted. Surfaces of the completed aggregate base shall not deviate more than 1 inch when tested with a 10 foot straightedge. The completed compacted thickness of any course shall be within plus 3/4 inch and minus 1/2 inch of indicated thickness, and the average thickness shall not be less than the design thickness indicated. 3.6 SAMPLING AND TESTING. All field and laboratory sampling and testing shall be provided by Contractor s agent in accordance with FDOT Specification Section 200. All testing costs are by Contractor Prequalification Testing. All prequalification testing for conformance of materials specified herein shall be provided to Contractor. A minimum of two samples shall be taken at the mine every month during gravel placement and submitted to FPL. Testing for compliance with FDOT standards for gravel shall be made and test results shall be promptly submitted to FPL. In the event the mine is at the same time providing gravel material to the FDOT and FDOT has reviewed and accepted the material and proof of testing or acceptance can be provided, the above requirements will be waived. The following tests are required for verifying conformance with the FDOT standard: Percent calcium carbonate. Percent magnesium carbonate. Percent water sensitive clay mineral. Liquid limit. Plastic Index. 12

13 3.6.2 Field Control Testing. The frequency and type of field control testing shall be provided as a minimum in accordance with the following: Item Type Frequency Aggregate Surfacing Sampling In-place density ASTM D75 ASTM D698 ASTM D2167 ASTM D2922 ASTM D3017 Maximum density ASTM D698 As required One test per 10,000 sq yd, or as required One test per 100 ft of roadway, 1,000 sq yd of lay-down area, or as required Laboratory Control Testing. The Contractor shall have the following laboratory control tests performed as required to ensure Contract compliance: Item Maximum density Sample preparation Gradation Type ASTM D698 ASTM D421 ASTM D2217 ASTM C136 ASTM D422 13

14 Table 1 Materials, Compaction, and Testing Requirements Material Gradation Requirements Plasticity Require-ments Maximum Density Maximum Density Test Frequency Required Field Density Field Density Test Frequency Field Water Content Field Water Content Test Lift Thickness Remarks Roadway subgrade and Base - - ASTM D1557 Method B or C 3 initial tests, 95% Max. Dry Density ASTM D2922, ASTM D1556 or ASTM D2167 (20% of tests to be One test per 500 sy, or as required -2% to +2% of the ASTM D3017; ASTM D1556 or ASTM D2167 ( 20% of tests to be ASTM D1556 or ASTM D2167) 6 inches - Fill and embankment subgrade 6 inch max, 3 inch max in upper 18 inches - ASTM D1557 Method B or C 3 initial tests, 95% Max. Dry Density ASTM D2922, ASTM D1556 or ASTM D2167 (20% of tests to be One test per 1000 sy, or as required -2% to +2% of the - 8 inches Scarified and rolled Fill and embankments - LL< 40 PI<15 ASTM D1557 Method B or C 3 initial tests, 95% Max. Dry Density ASTM D2922, ASTM D1556 or ASTM D2167 (20% of tests to be One test per 500 cy, or as required -2% to +2% of the ASTM D3017; ASTM D1556 or ASTM D2167 ( 20% of tests to be ASTM D1556 or ASTM D2167) 8 inches - Structure subgrade (undisturbed ground beneath foundations) - Non-Plastic ASTM D1557 Method B or C 1 initial tests, 98% Max. Dry Density ASTM D2922, ASTM D1556 or ASTM D2167 (20% of tests to be One test per 500 sy, or as required. Min one test per foundation for foundations less than 500 sy. -2% to +2% of the ASTM D3017; ASTM D1556 or ASTM D2167 ( 20% of tests to be ASTM D1556 or ASTM D2167) 8 inches - Fill beneath structures and unauthorized excavations 6 inch max. Non-Plastic ASTM D1557 Method B or C 3 initial tests, 98% Max. Dry Density ASTM D2922, ASTM D1556 or ASTM D2167 (20% of tests to be One test per 500 cy, or as required -2% to +2% of the ASTM D3017; ASTM D1556 or ASTM D2167 ( 20% of tests to be ASTM D1556 or ASTM D2167) 8 inches Structure backfill (backfill adjacent to foundations) 3 inch max < 85% minus No. 200 Sieve. - ASTM D1557 Method B or C 3 initial tests, 95% Max. Dry Density ASTM D2922, ASTM D1556 or ASTM D2167 (20% of tests to be One test per 500 cy, or as required -2% to +2% of the ASTM D3017; ASTM D1556 or ASTM D2167 ( 20% of tests to be ASTM D1556 or ASTM D2167) 8 inches Trench subgrades - - ASTM D698, Method C 1 initial test; 98% Max. Dry Density ASTM D2922; and ASTM D1556 or ASTM D2167 (10% of tests to be ASTM S1556 or ASTM D2167) One test per 100 feet of trench for each lift -2% to +2% of ASTM D3017; ASTM D1556 or ASTM D2167 (10% of tests to be - Trench subgrades shall be firm, dense, free from mud, thoroughly compacted, and sufficiently stable to remain firm and intact. Crushed rock or crushed gravel embedment Perform at least two gradation tests; at least 95% passing 1/2" sieve and not more than 5% passing No. 4 sieve Nonplastic ASTM D4253 and ASTM D initial tests; 70% Relative Density Or 95% Max Dry Density ASTM D2922; and ASTM D1556 or ASTM D2167 (10% of tests to be One test per 100 feet of trench for each lift - - 8" max Structure Subgrade ASTM 698, Method C 1 initial test; 98% Max Dry Density ASTM D2922; and ASTM D1556 or ASTM D2167 (10% of tests to be One test per 500 sq. yds. Or as required. Min. one test per foundation -2% to +2% of ASTM D3017; ASTM D1556 or ASTM D2167 (10% of tests to be 8 max

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