Technical_Specifications.pdf

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CONSTRUCTION SPECIFICATIONS

CS-1.0 SCOPE OF WORK

The WORK to be performed under the CONTRACT consists of furnishing all labor, equipment, supplies, materials, transportation, fuel, power and water, providing environmental protection, and performing all operations in connection with Overbrook Seawall Replacement

Project.

The project is located at 1995 Neptune Drive, Englewood, Florida in Section 15, Township

40, Range 19 East, Sarasota County.

This WORK must be completed according to the CONTRACT documents within the time specified in the CONTRACT and within compliance with the conditions of the Federal, State, and local permits. The CONTRACTOR is solely responsible for all construction means, methods, techniques, procedures, lay out, and the sequence of the WORK except as set forth in section

“Order of WORK”.

CS-2.0 SUBMITTALS

CS-2.1 WORK Plan

Prior to commencement of WORK the CONTRACTOR shall submit to the COUNTY and

ENGINEERS for approval, a WORK plan to cover all specified operations. The WORK plan shall include, but not be limited to, the means and methods to be employed to accomplish: construction ofseawall, removal of debris/sediment from canal,, site restoration; turbidity controls; best management practices; storm emergency plan; health and safety plan; turbidity monitoring including personnel qualifications; endangered species protection plans and observer qualifications subject to approval by permit agencies; environmental protection plan; pollution control plan; required shop drawings; and required manufacturers’ specifications and certifications. The WORK Plan shall also include the Progress Schedule, Schedule of Values, Construction Sequence, and Order of WORK. The COUNTY and ENGINEERS shall review the

WORK Plan and the CONTRACTOR shall make necessary revisions prior to acceptance of the

WORK Plan.

CS-3.0 CONSTRUCTION SEQUENCE

CS-3.1 Order of WORK

In general, the Order of WORK shall be as follows. Any changes in the Order of WORK must be submitted in writing and approved by the COUNTY and ENGINEERS prior to initiation of the specific WORK activity.

(1) Pre-construction submittals and notifications

(2) Mobilize

(3) Prepare construction access and staging areas

(4) Install turbidity controls and best management practices

(5) Demolition of existing seawall and retaining wall

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(6) Removal of sediment and debris from canal.

(7) Install seawall and retaining wall

(8) Backfill behind walls

(9) Pour concrete sidewalk

(10) Remove turbidity controls and related construction materials

(11) Complete site restoration

(12) Demobilize

CS-3.2 Time of Operations

The CONTRACTOR is allowed to conduct WORK activities during daylight hours

Monday through Friday, excluding weekends and Holidays, at the CONTRACTOR's discretion, provided the CONTRACTOR complies with all applicable labor laws. The CONTRACTOR may request in writing with minimum five (5) day notice to the COUNTY to conduct WORK on weekends. The COUNTY will review each request individually.

CS-4.0 PAYMENT

Quantities shown on the Construction Plans and the Schedule of Values in the Bid Proposal are offered for comparison and evaluation of bids only. The CONTRACTOR shall be responsible for the actual quantities required to accomplish the WORK and shall be included in the Bid.

CS-4.1 Mobilization and Demobilization

Payment for the cost of mobilization and demobilization including construction access and restoration of construction access and staging area is included in this CONTRACT. Payment for all appropriate costs in connection therewith or incidental thereto; which shall also include all other items of cost required by the CONTRACT for which a separate payment is not provided for herein.

This WORK shall be included in the applicable CONTRACT lump sum price for Bid Item

“Mobilization and Demobilization.” Fifty percent (50%) of the lump sum price will be paid after commencement of the seawall and retaining wall demolition. The remaining fifty percent (50%) will be included in the final payment for WORK under this CONTRACT.

In the event the COUNTY or ENGINEER considers that the amount in this item (50%), which represents mobilization, does not bear a reasonable relation to the cost of the WORK in this

CONTRACT, the COUNTY may require the CONTRACTOR to produce cost data to justify this portion of the bid. Failure to justify such price to the satisfaction of the COUNTY will result in payment of actual mobilization costs, as determined by the COUNTY and ENGINEER at the completion of mobilization, and payment of the remainder of this item in the final payment under this

CONTRACT. The determination of the COUNTY and ENGINEER is not subject to appeal.

CS-4.2 Demolition

Payment shall be made for materials and WORK specified in connection with demolition of the existing seawall and retaining wall; stabilization of existing structures; preparation, operation, maintenance, and restoration of the onsite temporary processing area, removal of and transport of debris to local landfill for permanent disposal: and all other appropriate costs in connection therewith or incidental thereto. This WORK shall be included in the applicable

CONTRACT unit price for Bid Item “Demolition.”

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CS-4.3 Truline Seawall

Payment shall be made for materials and WORK specified in connection with the site preparation, stabilization of existing structures, disposal of the construction debris at an approved off-site location; procurement and installation of Truline sheet piling , formwork, placement of reinforcing steel, installation of tie back system, filling sheet pile cells with concrete and concrete testing;

backfill, fill compaction, and grading; and, all other appropriate costs in connection therewith or incidental thereto this WORK shall be included in the applicable CONTRACT unit pricing for Bid

Item “Truline Seawall.”

CS-4.4 Sidewalk and Stairs

Payment shall be made for materials and WORK specified in connection with the site preparation, stabilization of existing structures, demolition of existing concrete seawall, and disposal of the construction debris at an approved off-site location; fabrication and installation of concrete panels and concrete testing; formwork, placement of reinforcing steel, installation of geotextile, casting of concrete sidewalk and stairs and concrete testing; backfill, fill compaction, and grading; and, all other appropriate costs in connection therewith or incidental thereto this

WORK shall be included in the applicable CONTRACT unit pricing for Bid Item “Sidewalk and

Stairs.”

CS-4.5 Sediment Removal

Payment shall be made for materials and WORK specified in connection with removal of debris and sediment from canal; stabilization of existing structures; preparation, operation, maintenance, restoration of site, placement of sediment behind new seawall; removal, separation, and disposal of encountered debris: and all other appropriate costs in connection therewith or incidental thereto. This WORK shall be included in the applicable CONTRACT unit price for Bid

Item “Sediment Removal”.

CS-4.6 Backfill

Payment shall be made for delivery of fill materials based on tonnage of sand delivered and placed in areas additional fill may be required behind the new seawall and retaining wall. The

COUNTY shall verify the pay quantities provided by the CONTRACTOR based on truck tickets.

Required quantity is based on the volume of fill required to achieve grades shown on the construction plans after recovery and placement of sediments from canal.

CS-4.7 Environmental Protection Measures

Payment shall be made for materials and WORK specified in connection with installation and maintenance of turbidity and erosion controls; best management practices; turbidity monitoring; implementing state and federal endangered and threatened species protection conditions; implementing habitat and resource protection measures; environmental permit compliance; and all other appropriate costs in connection therewith or incidental thereto. This

WORK shall be included in the applicable CONTRACT lump sum price for Bid Item

“Environmental Protection Measures.”

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CS-5.0 WORK AREA

CS-5.1 Limits of Construction

Access to the WORK is from Overbrook Rd. The WORK site is in a residential area which contains landscaping and seawalls on adjoining properties. The CONTRACTOR shall avoid these habitats and is responsible for environmental protection. All WORK must be confined to the end of the canal and property lines.

CS-5.2 Security

The CONTRACTOR is permitted to exclude the public from his WORK area as necessary to perform the WORK and to operate in accordance with the General Conditions of the

CONTRACT. Enforcement shall be the CONTRACTOR's responsibility at no additional cost to the COUNTY. The enforcement shall be coordinated with local enforcement agencies and will be subject to approval of the COUNTY.

CS-5.3 Construction Access

Construction access and staging shall be confined to the CONTRACTOR’s WORK area.

Procurement of any additional access routes for ingress and egress to the construction area shall be obtained by and at the expense of the CONTRACTOR. The CONTRACTOR shall confine his plant, equipment, materials, and operations of personnel to areas permitted by law, ordinances, permits and the requirements of the CONTRACT Documents, and shall not unreasonably encumber the premises with plant, equipment, and materials. The CONTRACTOR must control noise and must control wind-blown sand, silt and dust while using the accesses. The

CONTRACTOR is responsible for preparation and restoration of the access areas. The

CONTRACTOR is required to submit a construction access and staging plan including restoration measures prior to their usage. The costs for, but not limited to, earthwork, grading, signage, fencing, walls, guardrails, curbing, paving, stairways, and vegetation removal and reinstallation, along with removal and installation of any other facilities are included in the lump sum price for

Bid Item “Mobilization and Demobilization”. Disposal of any cleared vegetation, debris and rubbish shall be in a manner acceptable to the COUNTY and ENGINEER.

CS-5.4 Protection of Existing Facilities

During all phases of the WORK including but not limited to staging, construction access, construction, and site restoration, the CONTRACTOR shall implement best management practices to protect and stabilize the existing facilities within and adjacent to the WORK Area and to prevent damage thereto by the CONTRACTOR's operations. Where existing facilities are damaged, they shall be immediately repaired in conformance with the best construction standards of practice.

CS-5.5 Noise

The CONTRACTOR shall conduct their operations so as to comply with all Federal, State, and local laws pertaining to noise. The CONTRACTOR shall use a decibel meter and keep records as necessary to verify the WORK is being conducted accordingly.

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CS-5.6 Existing Utilities

It shall be the responsibility of the CONTRACTOR to acquaint themselves with the exact location of existing underground structures and utilities and to avoid conflict with all existing facilities. The CONTRACTOR shall be responsible for notifying, in writing and in advance of construction activities, the COUNTY and ENGINEER and all government and private agencies and entities that may have an area of responsibility, jurisdiction or involvement for any items of

WORK being constructed, or whom shall assume responsibility for the items after construction.

This list of agencies and entities shall include, but is not limited to:

a. Florida Power and Light

b. Sprint

c. Comcast

d. Sarasota County Utilities

These agencies require a minimum of 48-hour written notice of activities within their jurisdiction. The CONTRACTOR shall also call Sunshine 811 before beginning any WORK in the WORK area.

Protection of all utilities shall be the responsibility of the CONTRACTOR who shall provide adequate protection to maintain proper service. The CONTRACTOR is to include within its line item bid prices, the costs to protect, and/or support, all underground utilities which may be in conflict with the construction of this Project. Attention is called to the Florida Underground

Facility Damage Prevention and Safety Act, Chapter 556, Florida Statues. This act provides for a one-call center charged with helping prevent damage to underground utilities.

Any expense of utility repair or other damage caused by CONTRACTOR operations shall be borne by the CONTRACTOR. Where existing utilities are damaged, they shall be immediately repaired by the CONTRACTOR in accordance with the requirements of the government, private agencies, and entities that may have an area of responsibility, jurisdiction or involvement for the utilities. If the COUNTY of the utility elects to make such repairs with his own forces, the

CONTRACTOR shall make sure that specific arrangements are made to protect the COUNTY from all damages. Where such conflicts are unavoidable, every effort shall be made to construct the WORK so as to cause as little interference as possible with the services rendered by the structure disturbed.

CS-6.0 PLANT AND EQUIPMENT

The CONTRACTOR agrees to keep on the job sufficient plant and equipment to meet the requirements of the WORK. The plant and equipment shall be in satisfactory operating condition and capable of safely and efficiently performing the WORK as set forth in the specifications and the plant shall be subject to access by the COUNTY and ENGINEER at all times. The Plant and Equipment to be utilized by the CONTRACTOR shall be submitted by the CONTRACTOR with their Bid. The

Plant listed on the Plant and Equipment Schedule is the minimum which the CONTRACTOR agrees to place on the job unless otherwise determined by the COUNTY and its listing thereon is not to be construed as an agreement on the part of the COUNTY that it is adequate for the performance of the

WORK. No reduction in the capacity of the Plant employed on the WORK shall be made except by written permission of the COUNTY. The measure of the "Capacity of the Plant", shall be its actual performance on the WORK to which these Specifications apply.

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CS-7.0 TRANSPORTATION FACILITIES

The CONTRACTOR shall make his own investigation of available roads or other means of conveyance for transportation, load limits for bridges, barges and roads, and other road or waterside conditions affecting the transportation of all equipment to the site.

CS-8.0 WATER, SEWER, AND ELECTRIC

The responsibility shall be upon the CONTRACTOR to provide and maintain, at his own expense, an adequate supply of water for his use for construction, and to install and maintain necessary supply connections and piping for same, and necessary portable sanitary facilities but only at such locations and in such manner as may be approved by the COUNTY and ENGINEER. In the event water is made available by the COUNTY, the CONTRACTOR shall, at his own expense, install a meter to determine the amount of water used by him and such water will be paid for by, or charged to, the CONTRACTOR at prevailing rates. All electric current required by the CONTRACTOR shall be furnished at his own expense. All temporary lines will be furnished, installed, connected, and maintained by the CONTRACTOR in a workmanlike manner satisfactory to the COUNTY and

ENGINEER and shall be removed by the CONTRACTOR in like manner at his expense prior to completion of the construction and final acceptance.

CS-9.0 BEST MANAGEMENT PRACTICES

CS-9.1 EROSION AND TURBIDITY CONTROLS

Activities shall be conducted in a manner which does not cause violations of state water quality standards. The CONTRACTOR shall implement best management practices for erosion and pollution control, including but not limited to the use of staked hay bales, turbidity barriers, and silt screens, to prevent violations of state water quality standards. Temporary erosion control shall be implemented prior to and during construction. Turbidity barriers shall be installed and maintained at all locations where the possibility of transferring suspended solids into the receiving waterbody exists due to the described WORK. Turbidity barriers shall remain in place at all locations until construction is completed and soil is stabilized, and vegetation has been established.

Thereafter the CONTRACTOR shall be responsible for the removal of the barriers. The

CONTRACTOR shall correct any erosion or shoaling that causes adverse impacts to the water resources.

Turbidity barriers shall be installed and maintained at all locations by the CONTRACTOR where the possibility of transferring suspended solids into wetlands or surface waters exists due to the authorized WORK. Turbidity barriers shall remain in place at all locations and be properly maintained until construction is completed and soils are stabilized, and vegetation has been established. All practices shall be in accordance with the guidelines and specifications described in the State of Florida Erosion and Sediment Control Designer and Reviewer Manual, FDOT, DEP

(2007), available on the Department’s website at http://www.dep.state.fl.us/water/nonpoint/docs/erosion/erosion-inspectors-manual.pdf.

Following the completion of construction, the CONTRACTOR shall be responsible for the removal of the turbidity barriers and shall correct any erosion or shoaling that has the potential to cause adverse impacts to wetlands or surface waters.

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Prior to commencement of construction, the CONTRACTOR shall place double turbidity screens around the area at the end of the canal to cut off and isolate the active excavation area from ambient waters of the remainder of the canal. The active excavation area shall be limited to the area shown on the Contract Plans while WORK is taking place. The screens shall be maintained and remain in place for the duration of the WORK to ensure that turbidity levels outside the active dredge area do not exceed 29 NTU. The CONTRACTOR shall be responsible for ensuring that turbidity control devices are inspected daily and maintained in good working order so that there are no violations of state water quality standards outside of the turbidity screens. The turbidity screens shall remain in place until all construction activities have ceased and turbidity returns to ambient background levels.

In case of repeated failure on the part of the CONTRACTOR to control erosion, pollution, or siltation, the COUNTY reserves the right to employ outside assistance. Any such costs incurred, including engineering costs, will be charged to the CONTRACTOR and appropriate deductions made from one or more monthly progress estimates.

CS-9.2 EQUIPMENT AND MATERIALS STORAGE

No storage of equipment or materials shall take place outside of the areas of impact as authorized by the project permits or within the contract documents. The CONTRACTOR shall ensure that no impacts to wetlands or other surface waters occur during all ingress and egress activities. Those properties adjacent to wetlands shall be left in their natural state. These areas shall not be used for parking, equipment storage, materials storage or as a staging area for construction.

These areas shall not be filled or cleared.

CS-9.3 MISPLACED MATERIAL

Should the CONTRACTOR, during the progress of the WORK, loose, dump, throw overboard, sink, or misplace any material, plant, or equipment, which in the opinion of the

COUNTY and ENGINEER may be dangerous to, or obstruct navigation, the CONTRACTOR shall recover and remove the same with the utmost dispatch. The CONTRACTOR shall give immediate notice, with description and location of such obstructions, to the COUNTY and

ENGINEER and when required, shall mark or buoy such obstructions until the same are removed.

In the event of refusal, neglect, or delay in compliance with the above requirements, such obstructions may be removed by the COUNTY, and the cost of such removal may be deducted from any money due or to become due to the CONTRACTOR or may be recovered under

CONTRACTOR’s bond.

CS-9.4 PROTECTION OF EXISTING STRUCTURES

The CONTRACTOR shall conduct the WORK in a manner that will protect the existing structures within the Project area. In the event the CONTRACTOR damages a structure they shall immediately report it to the COUNTY and ENGINEER. Restoration, repair or replacement of the structure shall be at the CONTRACTOR's expense to the satisfaction of the COUNTY and

ENGINEER. Final payment shall be withheld until the repairs are made and approved by the

COUNTY and ENGINEER.

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CS-10.0 EXCAVATION

CS-10.1 General

It is the primary intent of the excavation to restore pre-storm depths on the property in the area shown on the CONTRACT Plans. The construction depth is –3.0 feet NAVD88. The total area of the canal is approximately 235 square feet.

It is anticipated the WORK shall be done by an excavator from the uplands. Excavator bucket shall not be perforated in a manner that would separate the fine sediments from the spoil material to be removed. All excavation shall be performed within the limits of the dredge cut shown on the CONTRACT Plans and permits. All excavation shall be performed within the

WORK area as depicted on the CONTRACT Plans and Permits in a uniform and continuous manner so as to avoid creating multiple holes, valleys, or ridges within each WORK area. The

CONTRACTOR may set markers to delineate the limits of the portion of WORK area being utilized. Should debris be encountered during excavation, the CONTRACTOR shall remove the debris and dispose of it in accordance with local, State and Federal regulations.

CS-10.2 Nonconforming WORK

No excavation shall occur below the permitted dredging depth or outside the permitted dredging limits defined in the CONTRACT Plans and Permits. The CONTRACTOR will not be held responsible for sediment running from outside the area when they are excavating.

CS-10.3 Methodology

The method of transporting the sediments may be done by mechanical methods. A closed bucket shall transfer spoil over the seawall and silt fence onto the upland.

The CONTRACTOR is responsible for stabilization of the adjacent existing seawall during the WORK including but not limited to excavating and backfilling. Loose rock located within the authorized footprint shall be removed; however solid rock layers or rock removal resulting in excavation below the authorized depth is not required.

All spoil material shall be properly contained during operation within the project area as well as during transportation to the on-site upland disposal site in a manner that prevents return into Waters of the State. The spoil shall be placed in the on-site processing areas in accordance with the Construction Specifications.

CS-11.0 TRUCKING

All excavated sediments not suitable for fill shall be transported by the CONTRACTOR in self-contained trucks from the processing areas to the final disposal area at the local landfill. The

CONTRACTOR shall bear all responsibilities of transfer, handling, hauling, and permanent disposal of the dredged material. Material transported by vehicle must be substantially de-watered by the

CONTRACTOR prior to transport to avoid spilling haul contents on roadways and vehicles. In the event of a dispute regarding water content, the “paint filter” test will be used to determine whether

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material has been sufficiently de-watered. In all instances, trucks used to haul dredged material shall be sealed to prevent the escape of fugitive material during transport.

The CONTRACTOR shall comply with legal load restrictions when hauling materials on roads beyond the Project area. Special limits do not relieve the CONTRACTOR of liability for damages resulting from moving materials or equipment. The operation of equipment of such weight or so loaded as to cause damage to structures of the roadway or to any other type of construction is not permitted. The CONTRACTOR shall be responsible for repairing all damage done by loading and hauling equipment. The CONTRACTOR shall be responsible for maintaining a clear roadway of construction materials and debris during trucking.

CS-12.0 CONCRETE

CS-12.1 Description

Construct concrete structures and other concrete members, with the exception of incidental concrete construction (which are specified in other Sections). Refer to FDOT Section 450 for prestressed construction requirements additional to the requirements of this Section.

CS-12.2 Materials

Meet the following FDOT requirements:

Concrete .............................................................. Sections 346 and 347

Reinforcing Steel ................................................................Section 415

Curing Materials ...............................................................*Section 925

Epoxy Bonding Compounds ..............................................Section 926

Joint Materials ....................................................................Section 932

* The ENGINEER will allow clean sand and sawdust for certain curing, when and as specified.

Meet the following ASTM requirements:

Reinforcing Steel ............................................. ASTM A123 and A153

CS-12.3 Submittals

Furnish the following:

1. Complete data on the concrete mix in accordance with ASTM C94, Alternate 3.

2. Ready mix delivery tickets for each truck with the following information:

a. Name of concrete firm.

b. Serial number of ticket.

c. Date.

d. Truck number.

e. Specific class of concrete.

f. Amount of concrete.

g. Time loaded.

h. Water added.

i. Time unloaded.

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CS-12.4 Concrete Mix

A. Ready-mixed meeting ASTM C-94 and these Specifications.

B. Portland Cement: Type II with microsilica (minimum 50 pounds) and fly ash.

Minimum cement content shall be 700 pounds with a maximum water-cement ration of 0.44.

C. Mix Design:

1. Minimum Allowable 28-Day Compressive Field Strength: 5,000 psi when cured and tested in accordance with ASTM C-31 and C-39.

2. Coarse Aggregate Size: ¾ inch. Other aggregate gradations must be submitted for review and approved in writing before use on the project.

3. Slump Range: 5 inches ± 1 inch.

4. Air Entrainment: 4 percent by volume.

D. Mixing: Minimum 70 and maximum 270 revolutions of mixing drum. Nonagitating equipment is not allowed. Concrete shall be placed within 1½ hours after the cement has been added to the mix.

E. CONTRACTOR shall coordinate and schedule concrete sampling and testing with an independent testing laboratory in accordance standard FDOT test methods for each batch of concrete.

CS-12.5 Falsework

CS-12.5.1 Plans

The CONTRACTOR shall furnish detailed plans for falsework for review and approval by the COUNTY and ENGINEER. The CONTRACTOR is responsible for results obtained by using these plans.

CS-12.5.2 Design and Erection

Design and construct all falsework to provide the necessary rigidity and to support the loads without appreciable settlement or deformation. Use screw jacks or hardwood wedges to take up any settlement in the framework, either before or during the placing of concrete. If any weakness develops and the centering shows undue settlement or distortion, stop the WORK, remove any masonry affected, and strengthen the falsework before resuming WORK. Support falsework which cannot be founded on a satisfactory footing on piling. Space, drive, and remove the piling in an approved manner.

CS-12.5.3 Camber

Provide camber to correct for settlement and deflection of falsework.

CS-12.6 Forms

CS-12.6.1 General

Provide forms, either of wood or metal, as follows: (a) externally secured and braced where feasible; (b) substantial and unyielding; (c) of adequate strength to contain the concrete without bulging between supports and without apparent deviation from the neat lines, contours, and shapes

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shown in the plans. Design forms to withstand the additional forces of vibration without apparent deviation from the desired shape or position. Assemble forms to be mortar tight. If using lumber forms, construct them of dressed wood of uniform thickness. Use form liners on wooden forms where FDOT Class 3 surface finish is specified. Construct assembled forms to render a concrete surface of smooth, uniform finish. Make provisions to remove forms without injury to concrete surfaces. Remove blocks and bracing with the forms, and do not leave any portion of the forms in the concrete.

CS-12.6.2 Inspection and Approval

Do not place concrete in a form until the form has been inspected and approved by

ENGINEER. Although the ENGINEER inspects and approves the forms, the CONTRACTOR is responsible for obtaining satisfactory concrete surfaces, free from warping, bulging, or other objectionable defects. Pay special attention to the ties and bracing. Where the forms appear to be insufficiently braced or unsatisfactorily built, stop and correct defects to the satisfaction of the

ENGINEER.

CS-12.6.3 Non-metallic Form Materials

Lumber: For all surfaces, use lumber that is not less than ¾ inches in thickness, dressed, and free of knot holes, loose knots, cracks, splits, warps, and other defects. Proportion the spacing of studs, joists, and wales to exclude warps and bulges and to produce true and accurate concrete surfaces. Only use structurally sound lumber.

Form Liners: Use form liners of durable, abrasion resistant materials that are unaffected by water. Use liners with a hard surface texture capable of rendering concrete surfaces of a smooth, uniform texture, without grain marks, patterns, or blemishes. Use form liner material of sufficient thickness to eliminate the reflection of irregularities, undesirable patterns, and marks from the forms to the surfaces. Replace liners as necessary to produce a consistent concrete surface texture.

Use form liners in large sheets and with true, tight-fitted joints. Obtain the ENGINEER's approval of the layout of sheets. Do not use patch WORK and do not illogically locate the joints. Use liner material of the same stock throughout.

Plywood: The CONTRACTOR may use plywood of not less than 5/8 inches in thickness manufactured with waterproof glue or protected with an approved impervious coating. Do not use pieces with bulged plies or raveled, untrue edges.

CS-12.6.4 Special Requirements

Re-entrant Angles: Use chamfered forms for re-entrant angles and use filleted forms for corners. Use chamfers and fillets that are 3/4 inch by 3/4 inch and are mill-dressed on all sides to uniform dimensions.

CS-12.6.5 Form Alignment, Bracing, and Ties

Construct forms in such manner that they may be adequately secured for alignment, shape, and grade. Use bracing systems, ties, and anchorages that are substantial and sufficient to ensure against apparent deviation from shape, alignment, and grade. Do not drive nails into existing concrete. Do not use bracing systems, ties, and anchorages which unnecessarily deface or mark, or have an injurious or undesirable effect on surfaces that will be a part of the finished surface.

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If metal ties and anchorages are to remain in the concrete, construct them so as to permit the removal of metal to at least 2 inches beneath the finished surface of concrete. Use accessories for metal ties and anchorages that allow the removal of metal to the prescribed depth while leaving the smallest possible repairable cavity.

When using wire ties, cut them back from the finished surface of the concrete a minimum of 1 1/2 inches deep. Do not use internal ties of wire when forming surfaces exposed to view.

CS-12.6.6 Preparation and Cleaning

Meet the following requirements for the condition of forms at the time of beginning concrete casting:

(a) Treat all forms with an approved form-release agent before placing concrete. Do not use material which adheres to or discolors the concrete.

(b) Clean forms of all dirt, sawdust, shavings, and other debris.

(c) Close and secure all inspection and clean-out holes.

CS-12.7 Weep Holes

Provide 1½-inch diameter weep holes not more than 5 feet apart. Place the outlet ends of the weep holes just above the high water elevation as shown on the CONTRACT Plans. PVC well points shall be inserted into the weep holes as shown on the CONTRACT Plans.

CS-12.8 Placing Concrete

CS-12.8.1 Temperature Restrictions

CS-12.8.1.1 Concreting in Cold Weather: Do not place concrete when the temperature of the concrete at placement is below 7° C .

Meet the air temperature requirements for mixing and placing concrete in cold weather as specified in FDOT Sections 346 and 347.

The CONTRACTOR is responsible for all risks connected with the placing and curing of concrete. Although the ENGINEER may give him permission to place concrete, the

CONTRACTOR is responsible for satisfactory results.

CS-13.8.1.2 Concreting in Hot Weather: Meet the temperature requirements and special measures for mixing and placing concrete in hot weather as specified in FDOT Section 346.

When the temperature of the concrete as placed exceeds 24° C, incorporate in the concrete mix a water-reducing retarder or water reducer if allowed by FDOT Section 346.

Spray deck slab forms and reinforcing steel with cool fresh water just prior to placing the concrete.

The CONTRACTOR is responsible for all risks connected with the placing and curing of concrete. Although the ENGINEER may give him permission to place concrete, the

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CONTRACTOR is responsible for satisfactory results. Should concrete the CONTRACTOR places prove unsatisfactory, the CONTRACTOR shall remove, dispose of, and replace the concrete at no expense to the COUNTY.

CS-12.8.2 Inspections before Placing Concrete

Do not place concrete until the depth and character of the foundation and the adequacy of the forms and falsework have been approved by the ENGINEER. Do not deposit any concrete until all reinforcement is in place and has been inspected and approved by the ENGINEER. The

CONTRACTOR shall notify the COUNTY and ENGINEER a minimum of 48 hours prior to placing the concrete so that the ENGINEER may inspect the steel.

CS-12.8.3 General Requirements for Placing Concrete

Deposit concrete as nearly as possible in its final position. Do not deposit large quantities at one point and then run or WORK it along the forms. Take special care to fill each part of the forms, to WORK coarse aggregate back from the face, and to force concrete under and around reinforcing bars without displacing them.

Use a method and manner of placing concrete that avoids the possibility of segregation or separation of aggregates. If the ENGINEER determines that the quality of concrete as it reaches its final position is unsatisfactory, remove it and discontinue or adjust the method of placing until the ENGINEER determines that the quality of the concrete as placed is satisfactory.

Use metal or metal-lined open troughs or chutes. Where steep slopes are required, use chutes that are equipped with baffles or are in short lengths that reverse the direction of movement.

Where placing operations would involve dripping the concrete freely more than 3 feet, deposit it through pipes, troughs, or chutes of sheet metal or other approved material. Keep all troughs, chutes, and pipes clean and free from coatings of hardened concrete by thoroughly flushing them with water after each run or more often if necessary.

CS-12.8.4 Placing Concrete by Pumping

In general, use concrete pumping equipment that is suitable in kind and adequate in capacity for the WORK proposed. Use a pump discharge line that has a minimum diameter of 2.5 inches. Use a pump and discharge lines that are constructed so that no aluminum surfaces are in contact with the concrete being pumped. Operate the pump to produce a continuous stream of concrete, without air pockets. When using cement slurry or similar material to lubricate the discharge line when pumping begins, collect such material at the point of discharge. The

CONTRACTOR shall dispose of the collected slurry in areas provided by the CONTRACTOR.

Control the pump discharge locations so that the placement locations of the various lots of concrete represented by strength test cylinders can be identified in the event the test cylinders indicate deficient strength. When concrete is placed by pumping, take all test samples of concrete at the end of the discharge line, except in accordance with the provisions of the FDOT Standard

Operating Procedures for Quality Control Concrete.

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CS-12.8.5 Consolidation

Consolidate the concrete by continuous working with a suitable tool in an acceptable manner, or by vibrating as set forth in CS-13.8.8. When not using vibrators, thoroughly WORK and compact all thin section WORK with a steel slicing rod. Spade all faces and flush the mortar to the surface by continuous working with a concrete spading implement.

CS-12.8.6 Obstructions

In cases where, because of obstructions, difficulty is encountered in puddling the concrete adjacent to the forms, bring the mortar content of the mix into contact with the interior surfaces by vibrating the forms. Produce the vibrations by striking the outside surfaces of the forms with wooden mallets or by other satisfactory means. In placing concrete around steel shapes place it only on one side of the shape until it flushes up over the bottom flange of the shape on the opposite side, after which place it on both sides to completion. After the concrete has taken its initial set, exercise care to avoid jarring the forms or placing any strain on the ends of projecting reinforcing bars.

CS-12.8.7 Requirements for Successive Layers

Generally, place concrete in continuous horizontal layers, approximately 12 inches thick.

In any given layer, follow each separate batch with the next so closely, place and consolidate each one before the preceding one has taken initial set, in order that there will be no plane of separation between the batches. Do not allow the time before placing the next successive layer to exceed 20 minutes, unless the ENGINEER determines that initial set has not yet occurred. Generally, leave each layer of concrete unfinished to secure efficient bonding with the overlying layer. Consolidate a succeeding layer placed before the underlying layer has become set in a manner that will avoid completely the tendency to produce a construction joint between the layers. To avoid visible joints as far as possible on exposed faces, finish the top surface of the concrete immediately adjacent to the forms of the exposed face, smoothing with a plaster mason's trowel. Form, by inset form work, horizontal layers so located as to produce a construction joint wherein a "featheredge" might be produced in the succeeding layer such that the succeeding layer will end in a body of concrete not less than 6 inches thick. Conduct the operation of depositing and consolidating the concrete so as to form a dense, impervious mass of uniform texture with smooth faces on exposed surfaces.

Remove, dispose of, and replace defective concrete as directed by the ENGINEER and at no expense to the COUNTY.

CS-12.8.8 Vibration of Concrete

CS-12.8.8.1 Where Required: Consolidate all concrete except seal, culvert floors, steel pile jackets, and concrete for incidental construction by the use of mechanical vibrators.

CS-12.8.8.2 Vibrators: Provide adequate vibrators on the project that are approved by the

ENGINEER before beginning concrete work. Generally, provide vibrators of the internal type. For thin sections, where the forms are especially designed to resist vibration, the CONTRACTOR may use external vibrators. Use a vibrating frequency that is not less than 4500 impulses per minute and is of sufficient intensity and duration to cause complete consolidation of the concrete. Do not continue vibration until it causes segregation of the materials. For vibrating thin, heavy reinforced

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sections, use heads of such size to secure proper vibration of the concrete without disturbance of either the reinforcing steel or the forms.

CS-12.8.8.3 Number of Vibrators Required: Use a sufficient number of vibrators to secure the compaction of each batch before the next batch is delivered, without delaying the delivery. In order to avoid delays due to breakdowns, provide at least one stand-by vibrator, with an appropriate power source.

CS-12.8.8.4 Method of Vibration: Use vibrators to consolidate properly placed concrete. Do not use them to move concrete about in the forms. Insert the vibrators in the surface of concrete at points spaced to ensure uniform vibration of the entire mass of the concrete. Insert the vibrator at points that are no further apart than the radius over which the vibrator is visibly effective. Allow the vibrator to sink into the concrete by its own weight, and allow it to penetrate into the underlying layer sufficiently so that the two layers are thoroughly consolidated together. After thoroughly consolidating the concrete, withdraw the vibrator slowly to avoid formation of holes.

CS-12.8.8.5 Hand Spading: When necessary, in order to secure well-filled forms, free from aggregate pockets, honeycomb, bubbles, etc., spade the concrete by hand, along the surfaces of the forms and in all corners, following the vibration.

CS-12.9 Seals

CS-12.9.1 General

Wherever practicable, dewater all foundation excavations, and deposit the concrete in the dry as defined in FDOT Section 455-15.2. Where conditions are encountered which render it impracticable to dewater the foundation before placing concrete, the ENGINEER may authorize the construction of a concrete foundation seal of the required size. Then, dewater the foundation, and place the balance of the concrete in the dry.

When required to place a seal concrete, the CONTRACTOR is responsible for the satisfactory performance of the seal in providing a watertight excavation for placing structural concrete. The CONTRACTOR will provide and pay for the seal concrete as an aid to the construction of the structure. Repair seal concrete as necessary to perform its required function at no expense to the COUNTY.

CS-12.9.2 Method of Placing

Carefully place concrete deposited under water in the space in which it is to remain by means of a tremie or other approved method. Do not disturb the concrete after depositing it.

Deposit all seal concrete in one continuous placement. Do not place any concrete in running water and ensure that all formwork designed to retain concrete under water is watertight.

CS-12.9.3 Use of Tremie

Use a tremie consisting of a tube having a minimum inside diameter of 6 inches, constructed in sections having watertight joints. Do not allow any aluminum parts to have contact with the concrete. Ensure that the discharge end is entirely seated at all times, and keep the tremie tube full to the bottom of the hopper. When dumping a batch into the hopper, keep the tremie

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slightly raised (but not out of the concrete at the bottom) until the batch discharges to the bottom of the hopper. Stop the flow by lowering the tremie. Support the tremie such as to permit the free movement of the discharge end over the entire top surface of the WORK and to permit its being lowered rapidly when necessary to choke off or retard the flow. Provide a continuous, uninterrupted flow until completing the work. Exercise special care to maintain still water at the point of deposit.

CS-12.9.4 Use of Bottom-dump Bucket

When placing the concrete by means of a bottom-dump bucket, lower the bucket gradually and carefully until it rests upon the concrete already placed. Raise the bucket very slowly during the discharge travel, the intent being to maintain, as nearly as possible, still water at the point of discharge and to avoid agitating the mixture. Do not use aluminum buckets.

CS-12.9.5 Time of Beginning Pumping

Do not commence pumping to dewater a sealed cofferdam until the seal has set sufficiently to withstand the hydrostatic pressure, and in no case earlier than 24 hours after placement of the concrete.

CS-12.10 Construction Joints

CS-12.10.1 Location

Make construction joints only at locations shown in the CONTRACT Plans or in the placement schedule, unless otherwise approved in writing.

CS-12.10.2 Preparations of Surfaces

Before depositing new concrete on or against concrete which has hardened, re-tighten the forms. Roughen the surface of the hardened concrete in a manner that will not leave loosened particles, aggregate, or damaged concrete at the surface. Thoroughly clean the surface of foreign matter and laitance, and saturate it with water.

CS-12.10.3 Placing Concrete

Continuously place concrete from joint to joint. Carefully finish the face edges of all joints which are exposed to view true to line and elevation.

CS-12.10.4 Joints in Sea Water or Brackish Water

For concrete placed in seawater or brackish water, do not place any construction joints between points 2 feet below extreme low tide and 2.5 feet above extreme high tide.

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CS-12.11 Expansion Joints

CS-12.11.1 General

Construct expansion joints so as to permit absolute freedom of movement. Carefully remove all loose or thin shells of mortar likely to cause a spall with movement at a joint from all expansion joints as soon as possible.

CS-12.11.2 Filling Joints

Fill expansion joints with a preformed joint filler. Cut the filler to conform to the cross-section of the structure, and furnish it in as few pieces as practicable, using only a single piece in each curb section. Do not use small pieces that will tend to come loose.

CS-12.11.3 Sealing Joints

Prepare joints to be sealed and apply the sealer in accordance with approved manufacturer's directions.

CS-12.11.4 Anchor Bolts and Dowels

Set anchor bolts and dowels as provided in FDOT 460-30. Galvanize all anchor bolts as specified in FDOT 460-30.

CS-12.11.5 Epoxy Bonding Compounds

Where epoxy bonding compounds for bonding concrete are specified or required, apply the epoxy bonding materials only to clean, dry, structurally sound concrete surfaces. Provide surface preparation, application, and curing of epoxy bonding compound in strict accordance with the manufacturer's recommendations for each particular application.

CS-12.12 Finishing Concrete

CS-12.12.1 General Surface Finish (Required for All Surfaces)

After placing and consolidating the concrete, strike-off all exposed surfaces to the lines and grades indicated in the plans in a manner that will leave a surface of uniform texture free of undesirable surface. After removing excess mortar and concrete and while the concrete is still in a workable state, carefully tool all construction and expansion joints. Leave joint filler exposed for its full length with clean edges. Ensure that finished WORK in addition to that specified above is compatible and complementary to the class of surface finish required.

Immediately after removing forms from any exposed concrete surface, remove all fins and irregular projections flush with the surface. Clean, saturate with water, and carefully point with mortar all holes, material tie cavities, honeycomb, chips, and spalls.

In the event the CONTRACTOR obtains unsatisfactory surfaces, the CONTRACTOR shall repair them by methods approved by the COUNTY or the ENGINEER will reject the affected

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concrete. The CONTRACTOR shall repair any surface or remove rejected concrete at no expense to the COUNTY.

For pointing, use mortar that is a blended mixture of cement and fine aggregates, finished and composed of materials from the same source as used in the class of concrete being placed. To prevent shrinkage, allow the mortar to take its initial set, then rework and apply it without adding water. Carefully roughen and clean cavities to be filled with mortar to provide a mechanical bond.

Exercise care during the roughening process to prevent additional defacement and damage to the formed surface.

CS-12.12.2 Surface Finishes

In addition to the general surface WORK specified for all exposed concrete surfaces, the

ENGINEER may require a specific surface finish as indicated on the CONTRACT Plans. For all such exposed surfaces, begin finish WORK for the applicable class specified, along with the general finish work, immediately after removal of the forms. In order to further ensure the required quality of the finish, remove forms no later than the minimum time specified for the forms to remain in place. Satisfactorily repair finished concrete surfaces which are subsequently disfigured or discolored at no expense to the COUNTY.

CS-12.13.1 Curing General

CS-12.13.1.1 Curing Time

Remove forms after concrete has obtained 70% of the specified 28-day strength or approval is obtained in writing from ENGINEER.

Remove forms with care to prevent scarring and damaging the concrete surfaces. The

CONTRACTOR shall have on site slump tests performed and test cylinders taken and tested by a testing laboratory approved by the COUNTY and ENGINEER as follows. The number of tests shall be determined mutually by the COUNTY and CONTRACTOR and depend upon the performance and demonstration that the CONTRACTOR is meeting the Specifications for compressive strength of the concrete.

When using the percent of required strength, cast test cylinders from representative concrete for compressive strength determination. A minimum of three cylinder breaks, established at different curing times and concrete strength, will be used to develop a curve relating curing time to concrete strength. Cure such test cylinders as nearly as practical in the same manner as the concrete in the corresponding structural component, and test them in accordance with AASHO T

22 and AASHTO T 23. Perform casting, curing, and testing at no expense to the COUNTY as a basis for form removal. When concrete strength tests indicate a compressive strength equal to or greater than the indicated percentage of specified strength, the CONTRACTOR may remove the forms. The CONTRACTOR may continue to use curing periods established so long as the ambient temperature is equal to or greater than the temperature existing during the curing of the test cylinders. When the temperature falls 8° C or more below the ambient temperature existing during the test cylinder curing period, repeat the test procedure outlined above, and establish a different curing period for the different ambient temperature.

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Do not remove forms at any time…