2-IFB26010 Division 2 - 16.pdf

02110-1

SECTION 02110

CLEARING, GRUBBING, AND STRIPPING

PART 1 - GENERAL

1.01 DESCRIPTION

A. Scope of Work: This section describes the work included in clearing, grubbing, stripping, and otherwise preparing the project site for construction operations.

B. Related Work Specified Elsewhere:

1. Excavating, Backfilling, and Compaction: Section 02220.

C. Clearing: Remove and dispose of shrubs, brush, limbs, and other vegetative growth.

Remove all evidence of their presence from the surface including sticks and branches.

Remove and dispose of trash piles and rubbish that currently is scattered over the construction site or collects there during construction. Protect trees, shrubs, vegetative growth, and fencing which are not designed for removal. Clearing operations shall be conducted so as to prevent damage to existing structures and installations, and to those under construction, so as to provide for safety of employees and others.

D. Grubbing: Grubbing shall consist of the complete removal of all stumps, roots larger than

1-1/2 inches in diameter, matted roots, brush, timber, logs, and any other organic or metallic debris remaining after clearing not suitable for foundation purposes, resting on, under or protruding through the surface of the ground to a depth of 18 inches below the subgrade. All depressions excavated below the original ground surface for or by the removal of such objects, shall be refilled with suitable materials and compacted to a density conforming to the surrounding ground surface.

E. Stripping: Remove and dispose of all organics and sod, topsoil, grass, and grass roots, and other objectionable material remaining after clearing and grubbing from the areas designated to be stripped. Grass and grass roots in areas to be excavated or filled upon shall be stripped off to a depth of 4 inches. In areas so designated, topsoil shall be stockpiled. Topsoils so stockpiled shall be protected until it is placed as specified. Any topsoil remaining after all work is in place shall be disposed of by the Contractor unless directed otherwise by the Engineer.

PART 2 - PRODUCTS

2.01 GENERAL

A. Trees and Shrubbery: Existing trees, shrubbery, and other vegetative material may not be shown on the Drawings. Inspect the site as to the nature, location, size, and extent of

02110-2 vegetative material to be removed or preserved, as specified herein. Preserve, in place, trees that are specifically shown on the Drawings and designated to be preserved.

B. Preservation of Trees, Shrubs, and Other Plant Material:

1. All plant materials (trees, shrubbery, and plants) beyond the limits of clearing and grubbing shall be saved and protected from damage resulting from the work. No filling, excavating, trenching, or stockpiling of materials will be permitted within the drip line of these plant materials. The drip line is defined as a circle drawn by extending a line vertically to the ground from the outermost branches of a plant or group of plants. To prevent soil compaction within the drip line area, no equipment will be permitted within this area.

2. When trees are close together, restrict entry to area with drip line by fencing. In areas where no fence is erected, the trunks of all trees 2 inches or greater in diameter shall be protected by encircling the trunk entirely with boards held securely by 12-gauge wire and staples. This protection shall extend from ground level to a height of 6 feet. Cut and remove tree branches where such cutting is necessary to affect construction operation. Remove branches other than those required to affect the work to provide a balanced appearance of any tree. Scars resulting from the removal of branches shall be treated with a tree sealant.

PART 3 - EXECUTION

3.01 GENERAL

A. Clearing and Grubbing Limits: All excavation areas associated with routing of utility installation, repair or replacement shall be cleared and grubbed to a depth of one (1) foot below the completed surface.

B. Disposal of Clearing and Grubbing Debris: Do not burn combustible materials. Remove all cleared and grubbed material from the work site and dispose of in accordance with all local laws, codes, and ordinances, the cost of which shall be included in the contract price.

C. Areas to be Stripped: All excavation and embankment areas associated with new structures, slabs, walks, and roadways shall be stripped. Stockpile areas shall be stripped.

D. Disposal of Stripping�s: Remove all stripped material and dispose off-site, unless otherwise directed to stockpile material, the cost of which shall be included in the contract price.

END OF SECTION

02140-1

SECTION 02140

DEWATERING

PART 1 � GENERAL

1.01 DESCRIPTION

A. Scope of Work

The Work to be performed under this section shall include furnishing all equipment and labor necessary to remove storm or subsurface waters from excavation areas in accordance with the requirements set forth, as shown on the Drawing, including obtaining jurisdictional agency approval for such activities.

1.02 QUALITY ASSURANCE

A. The dewatering of any excavation areas and the disposal of the water shall be in strict accordance with the latest revision of all local and state government rules and regulations.

B. The Contractor shall obtain all required permits from the appropriate Water Management District(s) and shall comply with all conditions of such permits issued by the District(s).

1.03 SUBMITTALS

A. Submit proposed dewatering construction methods to the Water Management District (and other jurisdictional permitting agencies) with copy to Engineer.

B. Notify Water Management District at least (minimum) seven (7) days prior to beginning dewatering operations. Notify other jurisdictional permitting agencies in accordance with the requirements of the respective agency.

C. Submit records showing daily withdrawals to the permitting agency(ies) within seven (7) days after completing all dewatering operations.

PART 2 � PRODUCTS (NOT USED)

PART 3 � EXECUTION

3.01 GENERAL

A. Known FDEP registered contaminated sites near the project areas are shown in Appendix F of these specifications. The Contractor is required to follow all FDEP and local jurisdictional requirements when dewatering in or around a contaminated site. No additional payment will be made to the Contractor for meeting all regulatory criteria and properly handling contaminated dewatering discharges within the project limits, or contaminated plumes within the project limits; including but not limited to all sampling, treatment, permitting and approvals, as well as all protective measures to properly control and dispose of dewatering discharges.

B. Construct temporary infiltration basins, turbidity barriers and other devices as specified, shown on the plans, or as required by the permitting agency(ies).

02140-2

C. Install flow measurement equipment in compliance with jurisdictional permitting agencies.

D. Notify jurisdictional permitting agency(ies) prior to beginning dewatering operations (Section 1.03B above).

E. Protect abutting properties from construction and dewatering operations (see Division 1 - General Requirements).

3.02 DEWATERING

A. Provide adequate equipment for the removal of storm or subsurface waters which may accumulate in the excavation.

B. If subsurface water is encountered, utilize suitable equipment to adequately dewater the excavation so that it will be dry for work and pipe laying. A wellpoint system or other dewatering method approved by the respective jurisdictional agency(ies) shall be utilized, if necessary, to maintain the excavation in a dry condition for preparation of the trench bottom and for pipe laying.

C. Dewatering by trench pumping will not be permitted if migration of fine-grained natural material from bottom, sidewalls, or bedding material will occur.

D. In the event that satisfactory dewatering cannot be accomplished due to subsurface conditions or where dewatering could damage existing structures, obtain the Engineer�s approval of wet trench construction or procedure before commencing construction.

3.03 DISPOSAL

A. Discharge water as required by permits.

B. Discharge from contaminated sites must adhere to FDEP and all other regulatory requirements.

C. Discharge to temporary infiltration pits or to partially backfilled trenches.

D. Discharge to storm sewers, canals, stream, or wetlands only if specifically allowed by the jurisdictional agency.

E. In no case, shall discharge result in turbidity reaching wetlands or any waterways.

F. If turbidity exceeds limits allowed by jurisdictional permitting agency(ies), stop all activities, install additional erosion and sedimentation control.

G. Construct temporary culverts, barricades, and other protective measures to prevent damage to property or injury to any person or persons.

H. Flooding of streets, roadways, driveways, or private property will not be permitted.

I. Engines driving dewatering pumps shall be equipped with residential type mufflers.

02210-1

SECTION 02210

SITE GRADING

PART 1 - GENERAL

1.01 DESCRIPTION

A. Scope of Work: The work in this section consists of furnishing all necessary labor, equipment, material and transportation necessary to bring the roads, drives, building sites, paved areas and open areas to the lines and grades shown on the Drawings. The work includes removal of existing shrub, brush and ground cover at the sites of the culvert replacements.

B. The Contractor must determine for himself the volume of fill material is required for the site.

C. Definitions:

1. Open Areas: Open areas shall be those areas that do not include building sites, paved areas, and parking areas.

2. Maximum Density: Maximum weight in pounds per cubic foot (pcf) of a specific material.

3. Optimum Moisture: Percentage of water in a specific material at maximum density.

4. Rock Excavation: Excavation of any hard natural substance which requires the use of special impact tools such as, jackhammers, sledges, chisels, or other similar devices specifically designed for use is cutting or breaking rock, but exclusive of trench excavating machinery.

PART 2 - PRODUCTS

2.01 MATERIALS

It is intended that existing on-site materials be reused for embankment construction and trench backfill to the extent feasible and practicable. If additional materials are needed for fill, the material shall meet the requirements for fill specified in Section 02220 Excavation, Backfilling, and Compaction.

02210-2

PART 3 - EXECUTION

3.01 PERFORMANCE

A. Excavation:

1. Excavation shall conform to the limits indicated on the plans or specified herein.

This work shall include shaping, sloping and other work necessary in bringing the earthwork to the required grade, alignment and cross section.

2. All suitable materials removed from the excavation shall be used as far as practicable in the formation of the embankments, subgrades, shoulders, building sites and other places as directed. No excavated material shall be wasted without permission. If excess suitable excavated material is available at the completion of the project shall be stockpiled on site at the direction of the

Engineer. Unsuitable material shall be removed to the required depth and replaced to the satisfaction of the Engineer with suitable material. Unsuitable material existing in open areas may remain, and these open areas may be used for disposal areas for the unsuitable material as directed by the Engineer.

B. Fills:

1. Fills shall be formed of suitable material placed in layers of not more than 12 inches in depth measured loose and rolled and/or vibrated with suitable equipment until compacted. Thickness of layers may be increased provided the equipment and methods used are proven by field density testing to be capable of compacting thicker layers to specified densities. Layer thickness shall be decreased if equipment and methods used are proven to be incapable of compacting the layers to specified densities.

2. Rock that will not pass through a 1.5-inch diameter ring shall not be placed within the top 12 inches of the completed fill. Broken concrete, asphaltic pavement, or other similar deleterious material shall not be used in fills.

3. Fill within the roadways, walkways, parking areas, and building sites shall be compacted to a density of not less than 98 percent (98%) of its modified proctor maximum dry density as determined by AASHTO Method T-180 or ASTM D-

1557.

4. Muck or other unsuitable material may be used in areas designated in the drawings or as directed by the Engineer. Muck material used as fill shall be placed in layers of not more than 12 inches in depth measured loose. When dry or as directed by the Engineer, this layer shall be disced and harrowed to break up large pieces of the material placed.

5. Final elevations shall be within 0.1 foot of the required elevation and surfaces shall be sloped to drain as shown on the Drawings.

02212-1

SECTION 02212

FINISH GRADING

PART 1 - GENERAL

1.01 DESCRIPTION

A. Scope of Work:

1. Finish grade sub-soil.

2. Cut out areas to receive stabilizing base course materials for paving and/or sidewalks.

3. Place, finish grade and compact topsoil.

B. Related Work Described Elsewhere:

1. Earthwork: Section 02200.

2. Site Grading: Section 02210.

3. Loaming and Sodding: Section 02822.

1.02 PROTECTION

A. Prevent damage to existing fencing, trees, landscaping, natural features, bench marks, pavement and utility lines. Correct damage at no cost to the Owner.

PART 2 - PRODUCTS

2.01 MATERIALS

A. Topsoil: Friable loam free from subsoil, roots, grass, excessive amounts of weeds, stones, and foreign matter; acidity ranges (pH) of 5.5 to 7.5; containing a minimum of 4 percent (4%) and a maximum of 25 percent (25%) organic matter. Use topsoil stockpiles on site if conforming to these requirements.

PART 3 - EXECUTION

3.01 SUB-SOIL PREPARATION

A. Rough grade sub-soil systematically to allow for a maximum amount of natural settlement and compaction. Eliminate uneven areas and low spots.

02212-2

Remove debris, roots, branches, stones, etc. Remove sub-soil which has been contaminated with petroleum products.

B. Cut out areas to sub-grade elevations, which are to receive stabilizing base for paving and/or sidewalks.

C. Bring sub-soil to required levels, profiles, and contours. Make changes in grade gradual.

Blend slopes into level areas.

D. Slope grade away from any proposed building a minimum of 2 inches in 10 feet unless indicated otherwise on the Drawings.

E. Cultivate sub-grade to a depth of 3 inches, where topsoil is to be placed. Repeat cultivation in areas where equipment, used for hauling and spreading topsoil, has compact sub-soil.

3.02 PLACING TOPSOIL

A. Place topsoil in areas where seeding, sodding, and planting are to be performed. Place to the following minimum depths, up to finished grade elevations.

1. 6 inches for seeded areas.

2. 4-1/2 inches for sodded areas.

3. 24 inches for shrub beds.

B. Use topsoil in relatively dry state. Place during dry weather.

C. Fine grade topsoil eliminating rough and low areas to ensure positive drainage.

Maintain levels, profiles, and contours of sub-grade.

D. Remove stone, roots, grass, weeds, debris and other foreign material while spreading.

E. Manually spread soil around trees, plants, buildings, to prevent damage which may be caused by grading equipment.

F. Lightly compact placed topsoil.

3.03 SURPLUS MATERIAL

A. Remove surplus sub-soil and topsoil from site.

B. Leave stockpile areas and entire job site clean and raked, ready to receive landscaping.

02220-1

SECTION 02220

EXCAVATION, BACKFILLING, AND COMPACTION

PART 1 - GENERAL

1.01 DESCRIPTION

A. Scope of Work: The work included under this Section consists of dewatering, excavating, trenching, sheeting/shoring, grading, backfilling, and compacting those soil materials required for the construction of the structures, piping, ditches, utility structures and appurtenances as shown on the Drawings and specified herein.

B. Definitions:

1. Maximum Density: Maximum weight in pounds per cubic foot of a specific material.

2. Optimum Moisture Content: The optimum moisture content shall be determined by ASTM D 1557 specified to determine the maximum dry density for relative compaction. Field moisture content shall be determined on the basis of the fraction passing the 3/4-inch sieve.

3. Rock Excavation: Excavation of any hard-natural substance which requires the use of special impact tools such as jack hammers, sledges, chisels, or similar devices specifically designed for use in cutting or breaking rock, but exclusive of trench excavating machinery.

4. Suitable: Suitable materials for fills shall be classified as A-1, A-3 or A-24 in accordance with AASHTO Designation M-145 and shall be free from vegetation, organic material, marl, silt or muck. Not more than 10 percent (10%) by weight of fill material shall pass the No. 200 Sieve. The Contractor shall furnish all additional fill material required.

5. Unsuitable: Unsuitable materials are classified as A-2-5, A-2-6, A-2-7, A4, A-5, A- 6, A-7, and A-B in accordance with AASHTO Designation M145.

C. Plan for Earthwork:

1. The Contractor shall be responsible for having determined to his satisfaction, prior to the submission of his bid, the conformation of the ground, the character and quality of the substrata, the types, and quantities of materials to be encountered, the nature of the groundwater conditions, the prosecution of the work, the general and local conditions and all other matters which can in any way affect the work under this Contract according to the General Conditions.

D. Trench Safety Act: The Contractor shall comply with all of the requirements of the Florida Trench Safety Act (Chapter 90-96, CS/CB 2626, laws of Florida). The Contractor shall acknowledge that included in various items of his bid proposal and in the total bid price are costs for complying with the provisions of the Act. Failure to comply with the provisions of the Act shall result in a per item penalty of $1,000 per day that the work is out of compliance.

1.02 APPLICABLE PUBLICATIONS

A. All publications and standard specifications referred to herein are the latest or current issue of that publication or specification as of the specification date.

02220-2

1.03 QUALITY ASSURANCE

A. A soil compaction test shall be performed at every 300-feet of pipework at each 12-inch lift of compaction. A soil compaction test shall also be performed around structures for a minimum of every 12� lift, max 100 SF of fill placed.

1.04 TESTING

A. Determination of laboratory moisture-density relationship and maximum density shall be by the Modified Proctor Method of ASTM D-1557. At least one (1) test per soil type shall be made.

B. Compaction shall be deemed to comply with the Specifications when no tests fall below the specified relative compaction (98%). The Contractor shall pay the costs of any retesting of work not conforming to the Specifications.

C. Relative compaction is defined as the ratio, expressed as a percentage, of the in-place density to the laboratory maximum density.

D. Density tests will be made for determination of specified compaction by an independent testing laboratory provided by the Contractor as approved by the Engineer. Tests will be made in locations reviewed and approved by the Engineer. If any tests are unsatisfactory, re-excavate and recompact the fill or backfill until the specified compaction is obtained.

Additional compaction tests will be taken to each side of an unsatisfactory test at locations approved by the Engineer to determine the extent of re-excavation and recompaction necessary.

1.05 FEDERAL AND STATE REGULATORY REQUIREMENTS

A. All trench excavations which exceed 4 feet in depth shall comply with the applicable trench safety standards as stated in the OSHA excavation safety standards 29 CFR S. 1926.650 Subpart P as regulated and administered by the Florida Department of Labor and Employment Security as the "Florida Trench Safety Act."

1.06 JOB CONDITIONS

A. If, in the opinion of the Engineer, conditions encountered during construction warrant a change in the footing elevation, or in the depth of removal of unsuitable material from that indicated in the soils report, an adjustment will be made in the contract price, as provided in the General and Special Conditions.

1.07 SUBMITTALS

A. Submit to the Engineer for review the proposed methods of construction, including dewatering, excavation, bedding, filling, compaction and backfilling for the various portions of the work. Review shall be for method only. The Contractor shall remain responsible for the adequacy and safety of the methods.

PART 2 - PRODUCTS

2.01 MATERIALS

A. General:

02220-3

1. All fill material from on and off-site sources shall be subject to the approval of the Engineer.

2. All fill material shall be unfrozen and free of organic material, trash, or other objectionable material. Excess or unsuitable material as designated by the Engineer shall be removed from the job site by the Contractor.

B. Common Fill Material:

1. Common fill shall be sand not containing stones, rock, concrete, or other rubble larger than 2 inches in diameter. It shall have physical properties which allow it to be easily spread and compacted.

2. The Contractor shall utilize as much excavated material as possible for reuse in accordance with the contract drawings and specifications or as directed by the Engineer.

3. The Engineer shall direct the Contractor on the type of material allowed in certain sections of the earthwork operations.

C. Structural Fill: Structural fill shall be well graded sand to gravelly sand having the following gradation:

U.S. Sieve Size Percent Passing By Weight

1 - inch 100 No. 4 75-100 No. 40 15-80 No. 100 0-30 No. 200 0-10

D. Class I Soils1: Manufactured angular, granular material, 1/4 to 1-1/2 inches (6 to 40 mm) in size, including materials having significance such as crushed stone or rock, broken coral, crushed slag, cinders, or crushed shells. Sieve analysis for crushed stone is given below separately.

1. Crushed Stone: Crushed stone shall consist of clean mineral aggregate free from clay, loam, or organic matter, conforming with ASTM C33 stone size No. 89 and with particle size limits as follows:

U.S. Sieve Size Percent Passing By Weight

1/2 100 3/8 90-100 No. 4 20-55 No. 8 5-30 No. 16 0-10 No. 50 0-5

E. Class II Soils2:

1. GW: Well-graded gravels and gravel-sand mixtures, little or no fines. Fifty (50) percent or more retained on No. 4 sieve. More than 95 percent retained on No.

200 sieve. Clean.

02220-4

2. GP: Poorly graded gravels and gravel-sand mixtures, little or no fines. Fifty (50) percent or more retained on No. 4 sieve. More than 95 percent retained on No.

200 sieve. Clean.

3. SW: Well-graded sands and gravelly sands, little or no fines. More than fifty (50) percent passes No. 4 sieve. More than 95 percent retained on No. 200 sieve.

Clean.

Notes: 1 Soils defined as Class I soils are not defined in ASTM D2487.

2 In accordance with ASTM D2487, less than 5 percent pass No. 200 sieve.

4. SP: Poorly graded sands and gravelly sands, little or no fines. More than fifty (50) percent passes No. 4 sieve. More than 95 percent retained on No. 200 sieve.

Clean.

F. Coarse Sand: Sand shall consist of clean mineral aggregate with particle size limits as follows:

U.S. Sieve Size Percent Passing By Weight

No. 10 100 No. 20 0-30 No. 40 0-5

G. Other Material: All other material, not specifically described, but required for proper completion of the work shall be selected by the Contractor and approved by the Engineer.

PART 3 - EXECUTION

3.01 PREPARATION

A. Clearing and Grubbing:

1. Strip and dispose of topsoil off-site, unless otherwise directed to stockpile the material by the Engineer.

2. Clear the site of all shrubs, brush, vegetation growth, and relocate all shrubbery marked for relocation on the drawings.

3.02 PROTECTION

A. Sheeting and Bracing:

1. Furnish, put in place, and maintain sheeting and bracing as required to support the sides of excavations, to prevent movement which could in any way diminish the width of the excavation below that necessary for proper construction, and to protect adjacent structures, and to protect workers from hazardous conditions or other damage. Such support shall consist of braced steel sheet piling, braced wood lagging and soldier beams or other approved methods. If the Owner is of the opinion that sufficient or proper supports have not been provided, he may order additional supports be installed at the expense of the Contractor, and compliance

02220-5 with such order shall not relieve or release the Contractor from his responsibility for the sufficiency of such supports. Care shall be taken to prevent voids beside the sheeting, but if voids are formed, they shall be immediately filled and compacted. Where soil cannot be properly compacted to fill a void, lean concrete shall be used as backfill at no additional expense to the Owner.

2. The Contractor shall construct sheeting outside the neat lines of the foundation unless deemed otherwise for his method of operation. Sheeting shall be plumb and securely braced and tied in position. Sheeting and bracing shall withstand all pressure to which the structure or trench will be subjected. Any deformation shall be corrected by the Contractor at his own expense so as to provide the necessary clearances and dimensions.

3. Where sheeting and bracing is required to support the sides of excavations for structures, the Contractor shall engage a Professional Geotechnical Engineer, registered in the State of Florida, to design the sheeting and bracing. The sheeting and bracing installed shall conform to the design, and certification of this shall be provided by the Professional Structural Engineer.

4. The installation of sheeting, particularly by driving or vibrating, may cause distress to existing structures. The Contractor shall evaluate the potential for such distress and, if necessary, take all precautions to prevent distress of existing structures because of sheeting installation.

5. The Contractor shall leave in place to be embedded in the backfill, all sheeting and bracing not shown on the Drawings but which the Owner directs him in writing to leave in place at any time during the progress of the work for the purpose of preventing injury to structures, utilities, or property, whether public or private. The Owner may direct that timber used for sheeting and bracing be cut off at any specified elevation.

6. All sheeting and bracing not left in place shall be carefully removed in such manner as not to endanger the construction, or other structures, utilities, or property. All voids left or caused by withdrawal of sheeting shall be immediately refilled with sand by ramming with tools especially adapted for that purpose, or otherwise directed by the Owner.

7. The right of the Owner to order sheeting and bracing left in place shall not be construed as creating any obligation on his part to issue such orders, and his failure to exercise his right to do so shall not relieve the Contractor from liability for damages to persons or property occurring from or upon the work occasioned by negligence or otherwise, growing out of a failure on the part of the Contractor to leave in place sufficient sheeting and bracing to prevent any caving or moving of the ground.

8. No wood sheeting is to be withdrawn if driven below mid-diameter of any pipe, and under no circumstances shall any wood sheeting be cut off at a level lower than 1 foot above the top of any pipe.

B. Pumping and Drainage:

1. The Contractor shall at all times during construction provide and maintain proper equipment and facilities to remove all water entering excavations and shall keep such excavations dry so as to obtain a satisfactory undisturbed subgrade foundation condition until the fills, structures or pipes to be built thereon have been

02220-6 completed to such extent that they will not be floated or otherwise damaged by allowing water levels to return to natural levels.

3.03 EXCAVATION

A. Excavating for Structures and Utilities:

1. Excavation work shall be performed in a safe and proper manner with appropriate precautions being taken against all hazards. Excavations shall provide adequate working space and clearances for the work to be performed therein and for installation and removal of concrete forms. In no case shall excavation faces be undercut for extended footings.

2. Excavation shall be made to such dimensions as will give suitable room for bracing and supporting, for pumping and draining, for installing the pipelines, and for all other work required.

a. Excavation for precast or prefabricated structures shall be carried to an elevation two (2) feet lower than the proposed outside bottom of the structure to provide space for the backfill material.

b. Excavation for structures constructed or cast-in-place in dewatered or dry excavations shall be carried down to the 2-feet below the bottom of the structure where dewatering methods are such that a dry evacuation bottom is exposed and the naturally occurring material at this elevation leveled and left ready to receive construction. Material disturbed below the founding elevation in dewatered excavations shall be replaced with Class B concrete.

3. Immediately document the location, elevation, size, material type and function of all new subsurface installations, and utilities encountered during the course of construction.

4. Excavation equipment operators and other concerned parties shall be familiar with subsurface obstructions as shown on the Drawings and should anticipate the encounter of unknown obstructions during the course of the work.

5. Encounters with subsurface obstructions shall be hand excavated.

6. Excavation and dewatering shall be accomplished by methods which preserve the undisturbed state of subgrade soils. Subgrade soils which become soft, loose, "quick" or otherwise unsatisfactory for support of structures as a result of inadequate dewatering or other construction methods, shall be removed and replaced by crushed stone as required by the Engineer at the Contractor's expense.

7. The bottom of excavations shall be rendered firm and dry before placing any structure or pipe. Excavated material not suitable for backfill shall be removed from the site and disposed of by the Contractor in a legal manner. The bedding schedule for pipes shall be as shown in Table 02220B.

8. Excavated material shall be stockpiled in such a manner as to prevent nuisance conditions. Surface drainage shall not be hindered.

02220-7

9. All structure and pipe locations and elevations as required herein must be permanently documented by the Contractor, on the Record Drawings prior to the Engineer's approval of the Application for Payment for that work.

3.04 DRAINAGE

A. The Contractor shall always during construction provide and maintain proper equipment and facilities to remove promptly and dispose of properly all water entering excavations and keep such excavations dry so as to obtain a satisfactory undisturbed subgrade foundation condition.

B. Trenches across roadways, driveways, walks, or other trafficways adjacent to drainage ditches or water courses shall not be backfilled prior to completion of backfilling the trench on the upstream side of the trafficway to prevent impounding water after the pipe has been laid. Bridges and other temporary structures required to maintain traffic across such unfilled trenches shall be constructed and maintained by the Contractor. Backfilling shall be done so that water will not accumulate in unfilled or partially filled trenches. All material deposited in roadway ditches or other water courses crossed by the line of trench shall be removed immediately after backfilling is completed and the original sections, grades, and contours of ditches or water courses shall be restored. Surface drainage shall not be obstructed longer than necessary.

3.05 UNDERCUT

A. If the bottom of any excavation is below that shown on the Drawings or specified because of Contractor error, convenience, or unsuitable subgrade due the Contractor's excavation methods, he shall refill to normal grade with fill at his own cost. Fill material and compaction method shall be as directed by the Engineer.

3.06 STABILIZATION

A. Subgrades for concrete structures and trench bottoms shall be firm dense, and thoroughly compacted and consolidated; shall be free from mud and muck; and shall be sufficiently stable to remain firm and intact.

B. Subgrades for concrete structures or trench bottoms which are otherwise solid, but which becomes mucky on top due to construction operations, shall be reinforced with one or more layers of crushed rock or gravel.

Not more than 1/2-inch depth of mud or muck shall be allowed to remain on stabilized trench bottoms when the pipe bedding material is placed thereon. The finished elevation of stabilized subgrades for concrete structures shall not be above subgrade elevations shown on the Drawings.

C. All stabilization work shall be performed by and at the expense of the Contractor.

3.07 FILL AND COMPACTION

A. Materials:

1. To the maximum extent available, excess earth obtained from structure and trench excavation shall be used for the construction of fills and embankments.

02220-8

2. Materials used as backfill shall be free from rocks or stones larger than 2 inches in their greatest dimension; brush, stumps, logs, roots, debris, and organic or other deleterious materials; and must be acceptable to the Engineer.

3. Backfilling and construction of fills and embankments during freezing weather shall not be done except by permission of the Engineer. No backfill, fill, or embankment materials shall be installed on frozen surfaces, nor shall frozen materials be in any backfill, fill or embankment.

B. Placement and Compaction:

1. Backfill materials shall be placed in approximately horizontal layers as shown on Table 02220-A. Material deposited in piles or windrows by excavating and hauling equipment shall be spread and leveled before compaction.

2. Each layer of material being compacted shall have the best practicable uniform moisture content to ensure satisfactory compaction. The Contractor will be required to add water and harrow, disc, blade, or otherwise work the material in each layer to ensure uniform moisture content and adequate compaction. Each layer shall be thoroughly compacted by rolling or other method acceptable to the Engineer to 98 percent of relative density at optimum moisture content as determined by Modified Proctor Method, ASTM D1557, (latest).

3. Whenever a trench passes through a backfill or embankment, material shall be placed and compacted to an elevation 12 inches above the top of the pipe before the trench is excavated.

C. Compact and backfill excavations and construct embankments for structures according to the schedule listed in Table 02220-A. Backfill schedule for pipes is listed in Table 02220- B. (Modified Proctor shall be ASTM D-1557, latest):

D. Pipe shall be laid in open trenches unless otherwise indicated on the Drawings or elsewhere in the Contract Documents. Pipeline trenches shall be compacted from the bottom of the trench to the grade in 8-inch layers to a density of not less than 98-percent of modified Proctor Dry Density as determined by ASTM D1557 (latest).

E. Excavations shall be backfilled to the original grade or as indicated on the Drawings.

Deviation from this grade because of settling shall be corrected. Backfill operation shall be performed to comply with all rules and regulations and in such a manner that it does not create a nuisance or safety hazard and vertical sidewalls are obtained at least from an elevation one foot above the top of the installed pipe to the bottom of the trench, and that trench alignment is such that pipe when accurately laid to specified alignment will be centered in the trench with adequate clearance between the pipe and sidewalls of the trench. Undercutting the trench sidewall to obtain clearance will not be permitted.

F. Pavement Cutting:

1. Cuts in concrete pavement, asphalt pavement, and asphalt base pavements shall be no larger than necessary to provide adequate working space for proper installation of pipe and appurtenances. Cutting shall be started with an asphalt or concrete saw in a manner which will provide a clean groove for the full depth of pavement along each side of the trench and along the perimeter of cuts for structures.

02220-9

2. Asphalt pavement and asphalt base pavement over trenches excavated for pipelines shall be removed so that a shoulder not less than 6 inches in width at any point is left between the cut edge of the pavement and the top edge of the trench. Trench width at the bottom shall not be greater than at the top and no undercutting will be permitted. Pavement cuts shall be made to and between straight or accurately marked curved lines which, unless otherwise required, shall be parallel to the centerline of the trench.

3. Pavement removed for connections to existing lines or structures shall not be greater than necessary for the installation as determined by the Engineer.

G. Artificial Foundations in Trenches: Whenever so ordered by the Engineer, the Contractor shall excavate to such depth below grade as the Engineer may direct and the trench bottom shall be brought to grade with such material as the Engineer may order installed. All piling, concrete, or other foundations made necessary by unstable soil shall be installed as directed by the Engineer. Compensation for extra excavation and piling, concrete, or other foundations, except where provided by contract unit prices, shall be made in accordance with the contract provisions for extra work.

H. Bell Holes: Bell holes shall provide adequate clearance for tools and methods used in installing pipe. No part of any bell or coupling shall be in contact with the trench bottom, trench walls, or granular embedment when the pipe is jointed.

3.08 EXCESS EXCAVATED MATERIALS

A. Insofar as needed, suitable excavated materials shall be used in fills and embankments shown on the Drawings. All suitable excess excavated material shall be placed at an on-site stockpile area as directed by the Owner.

B. The Contractor shall segregate different types of excavated materials (i.e., sands, clayey sands) as possible in the stockpile area. All unsuitable materials shall be disposed of by the Contractor offsite in a legal manner.

C. The Contractor shall slope and compact the stockpile with a light roller type vehicle to maintain stability.

D. The Contractor shall maintain proper soil and erosion control measures.

3.09 SETTLEMENT

A. The Contractor shall be responsible for all settlement of backfill, fills, and embankments which may occur within the correction period stipulated in the General Conditions.

B. The Contractor shall make, or cause to be made, all repairs or replacements made necessary by settlement within 30 days after notice from the Engineer or Owner.

02220-10

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02220-A-1

SECTION 02220-A

COMPACTION AND BACKFILL SCHEDULE FOR STRUCTURES

Area Material Compaction

Beneath structures, foundations, slabs, and pavements.

(minimum 5-foot depth below concrete foundation)

Structural Fill

(Para. 2.01 C)

8-inch lifts compacted to 98% Modified

Proctor maximum dry density. Fill should not be placed over any in-place soils until those layers have been compacted to 98% Modified Proctor maximum dry density.

Around structures, foundations and slabs

(minimum 5-foot spacing)

Structural Fill

(para. 2.01 C)

8-inch lifts compacted to 98% Modified

Proctor maximum dry density. Use light rubber-tired or vibratory plate compactors.

From cleared existing surface to subgrade for paved and gravel roadway surfaces

Common Fill

(Para. 2.01 B)

12-inch lifts compacted to 98% Modified proctor maximum dry density.

02220-A-2

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JAZ/lmc/specs/02220-B

Tt # 200-579545-24001 02220-B-1 020624

SECTION 02220-B

BACKFILL SCHEDULE FOR GRAVITY AND PRESSURE PIPING

PIPE ENVELOPE

PRIMARY ZONE SECONDARY ZONE

Pipe Material

Pipe Size

Trench Condition

BEDDING

Material Material Depthc Material Depth Others

Ductile Iron, Stainless Steel, Culvert Pipe and Prestressed Concrete Cylinder Pipe

<16"

16"

Normala

Specialb

Normala

Specialb

Compacted Common Fill

Class I

Class II

Class I

Coarse Sand

Coarse Sand

Common Fill

Common Fill

0.5 O.D.

0.5 O.D.

0.25 O.D.

0.25 O.D.

Coarse Sand

Coarse Sand

Common Fill

Common Fill

0.5 O.D.+12"

0.5 O.D.+12"

Class II Material should not have stones size >2".

Organic content <1.1% by wt.

Fiberglass, PVC and Other Plastic Pipe

<6" Normala

Specialb

Coarse Sand

Class I

Coarse Sand

Coarse Sand

0.7 O.D.

0.7 O.D.

Coarse Sand

Coarse Sand

0.3. O.D.+12"

0.3. O.D.+12"

16" Normala Class II Class II 0.7. O.D. Class II 0.3. O.D.+12"

Specialb Class I Class II 0.7. O.D. Class II 0.3. O.D.+12"

R.C.P. <48" Normala Class II Class II 0.5 O.D. Common Fill --and Specialb Class I Class II 0.5 O.D. Common Fill --

C.C.P. 48" Normala Class II Class II 0.25 O.D. Common Fill with max.

stone size 2

0.75 O.D.+12"

Specialb Class I Class II 0.25 O.D. Common Fill with max.

stone size 2

0.75 O.D.+12"

Pipe laid in rock (min. trench requirements)

Rock Class I Class II 0.5 O.D. Common Fill with max.

stone size

0.5 O.D.+12"

TABLE 02220-B (Continued)

BACKFILL SCHEDULE FOR GRAVITY

AND PRESSURE PIPING

02220-B-2

PIPE ENVELOPE

PRIMARY ZONE SECONDARY ZONE

Pipe Material

Pipe Size

Trench Condition

BEDDING

Material Material Depthc Material Depth Others except for fiberglass and PVC pipe

2"

Gravity pipe (not specified above)

Normal Coarse Sand Coarse Sand 0.5 O.D. Common Fill 0.50 O.D.+12"

Pressure pipe (not specified above)

Normal Suitable Undisturbed Earth or Compacted Common Fill

Common Fill with max.

stone size 2"

0.5 O.D. Common Fill

with max.

stone size

2"

0.50 O.D.+12"

a Dry soils.

b Saturated soils.

c Outside Diameter of pipe = O.D.

Notes:

1. No Special bedding shall be required in case of suitable undisturbed earth type trench bottom.

2. Bedding thickness shall be 12 inches unless specified otherwise.

3. The backfill shall be compacted to 95% Modified Proctor maximum dry density and shall be placed in 6-inch lifts for pipe envelope and in

12-inch lifts from secondary zone to grade. Common fill shall be used as final backfill material.

4. It is intended that additional excavation be conducted to remove unsuitable material below the pipe bedding level which prevents bedding compaction as required herein and replace such materials with suitable materials. Over excavation, geotextile fabric, gravel blanket, granular fill and other acceptable stabilization method shall be placed within 4 feet of the bedding level or within 10 feet of the existing ground (whichever is greater depth) at no additional cost to the Owner. Construction required beyond these limits shall be executed in accordance with the General Conditions. When indicated on the Drawings, the Contractor shall remove unsuitable material below bedding level to the limits indicated and replace with coarse sand or other acceptable stabilization method up to the bedding level without any additional cost to the Owner.

02232-1

SECTION 02232

LIMEROCK BASE COURSE

PART 1 - GENERAL

1.01 DESCRIPTION

A. Scope of Work: Furnish and install a base course composed of limerock.

1.02 REFERENCES

A. American Association of State Highway and Transportation Officials (AASHTO) latest edition:

B. Florida Department of Transportation (FDOT) Standard Specifications for Road and Bridge Construction, latest implemented edition.

1.03 QUALITY ASSURANCE

A. Density, thickness, and moisture content shall be determined and tested in accordance with this specification.

1.04 SHOP DRAWINGS AND SUBMITTALS

A. Submittals shall be submitted to the engineer for review and acceptance prior to construction in accordance with the general conditions and specifications section 01340 �shop drawings and submittals�

1. Lime rock design mix.

PART 2 - PRODUCTS

2.01 GENERAL

A. All material supplied shall be one of the products specified in Appendix E "List of Materials and Approved Manufacturers " appended to these technical specifications.

2.02 MATERIALS

A. The minimum of carbonates of calcium and magnesium in the limerock material shall be 70%.

B. The maximum percentage of water-sensitive clay mineral shall be 3%.

A. The liquid limit shall not exceed 35 and the material shall be non-plastic.

B. Limerock material shall not contain cherty or other extremely hard pieces, lumps, balls, or pockets of sand or clay size material in sufficient quantity as to be detrimental to the proper bonding, finishing, or strength of the limerock base.

C. At least 97% (by weight) of the material shall pass a 3-1/2-inch sieve and the material shall be graded uniformly to dust. The fine material shall consist entirely of dust of fracture. All crushing or

02232-2 breaking-up which might be necessary to meet such size requirements shall be done before the material is placed on the road.

D. Limerock shall have an average LBR of not less than 100.

PART 3 - EXECUTION

3.01 GENERAL

A. The limerock shall be transported to the point where it is to be used, over rock previously placed if practicable, and dumped on the end of the preceding spread. Hauling over the subgrade and dumping on the subgrade will be permitted only when, in the County�s opinion, these operations will not be detrimental to the base.

3.02 SPREADING LIMEROCK

A. The limerock shall be spread uniformly. All segregated areas of fine or coarse rock shall be removed and replaced with properly graded rock.

B. When the specified compacted thickness of the base is greater than 6-inches, the base shall be constructed in 2 courses. The thickness of the first course shall be approximately one- half the total thickness of the finished base, or enough to bear the weight of the construction equipment without disturbing the subgrade.

C. All operations for constructing limerock base for shoulder construction at any particular location shall be done prior to placing the final course of pavement on the traveled roadway. In the construction of limerock base on the shoulders, the Contractor shall assure that the dumping of the limerock material shall be at such points and in such manner, that no significant material is allowed on the adjacent pavement, to scar or contaminate the pavement surface. Any limerock material which is deposited on the surface course for any reason shall be immediately swept off.

3.03 COMPACTING AND FINISHING BASE

A. For single course base, after the spreading is completed the entire surface shall be scarified and then shaped so as to produce the required grade and cross section after compaction.

B. For double course base, the first course shall be cleaned of foreign material and bladed and brought to a surface cross section approximately parallel to that of the finished base. Prior to the spreading of any material for the upper course, the density tests for the lower course shall be made and the County shall have determined that the required compaction has been obtained.

After the spreading of the material for the second course is completed, its surface shall be finished and shaped so as to produce the required grade and cross section after compaction, and free of scabs or laminations.

C. When the material does not have the proper moisture content to insure the required density, wetting or drying will be required. When water is added it shall be uniformly mixed in by disking to the full depth of the course which is being compacted. Wetting or drying operations shall involve manipulation, as a unit, of the entire width and depth of the course which is being compacted.

D. As soon as proper conditions of moisture are attained the material shall be compacted to a density of not less than 98% of maximum density as determined by AASHTO T-180. The minimum density which will be acceptable at any location outside the traveled roadway (such

02232-3 as intersections, crossovers, turnouts, shoulders, etc.) shall be 98% of such maximum.

E. At least 3 density determinations shall be made on each day's final compaction operations on each course, and the density determinations shall be made at more frequent intervals if deemed necessary by the County. During final compaction operations, if grading of any areas is necessary to obtain the true grade and cross section, the compacting operations for such areas shall be completed prior to making the density tests on the finished base.

3.04 CORRECTION OF DEFECTS

A. If at any time the subgrade material should become mixed with the base course material, the Contractor shall without additional compensation dig out and remove the mixture, reshape and compact the subgrade, and replace the materials removed with clean base material.

B. If cracks or checks appear in the base, either before or after priming, which in the opinion of the County would impair the structural efficiency of the base, the Contractor shall remove the cracks or checks by re-scarifying, reshaping, adding base material where necessary, and re-compacting.

3.05 TESTING SURFACE

A. The finished surface of the base course shall be checked with a template cut to the required crown and a 15-foot straightedge placed parallel to the center line of the road. Both templates shall be provided by the Contractor. All irregularities greater than 1/4- inch shall be corrected by scarifying and removing or adding limerock as required, after which the entire area shall be re-compacted.

3.06 PRIMING AND MAINTAINING

A. The prime coat shall be applied when the base meets the specified density requirements and moisture content in the top half of the base does not exceed 90% of the optimum moisture of the base material. At the time of priming, the base shall be firm, unyielding, and in such condition that no undue distortion will occur.

B. The Contractor shall be responsible for assuring that the true crown and template are maintained, with no rutting or other distortion, and the base meets all the requirements at the same time the surface course is applied.

3.07 THICKNESS REQUIREMENTS

A. Thickness of the base shall be measured in intervals of not more than 200-feet. Measurements shall be taken at various points on the cross section, through holes not less than 3-inches in diameter.

B. Where the compacted base is deficient…