24-8295_-_Exhibit_-_J_-_Contract_Documents_Robert's_Ranch_May_24_2024_Signed_and_Sealed_Rev.1.pdf

Immokalee Pioneer

Museum at Robert’s Ranch

For:

Collier County Museums

3331 Tamiami Trail E, Naples, FL 34112

Engineer:

LJA Engineering, Inc.

7400 Trail Blvd. Ste. 200

Naples, FL 34108

LJA PN: 22-0157

August 2024 bguillot Model

SITEWORK TECHNICAL SPECIFICATIONS

FOR

Immokalee Pioneer

Museum at Robert’s Ranch

LJA PN: 22-0157

August 27th, 2024

TABLE OF CONTENTS

SECTION TITLE

01011 Project Summary and General Requirements

01025 Measurement and Payment

01400 Quality Control

01410 Testing Services

02245 Stabilized Subgrade

02270 Erosion and Sedimentation Control

02510 Asphaltic Concrete Paving

02511 Concrete Sidewalk

02520 Concrete Paving

03101 Concrete Formwork – Sitework Concrete

03201 Concrete Reinforcement – Sitework Concrete

03301 Concrete for Sitework

01011 - 1

SECTION 01011

PROJECT SUMMARY AND GENERAL REQUIREMENTS

PART 1 GENERAL

1.1. SECTION INCLUDES

A. Project - Work covered by Contract Documents for this project.

B. General Requirements.

1.2. PROJECT DESCRIPTION

A. The Immokalee Pioneer Museum at Robert’s Ranch project generally consists of the construction of an accessible pathway, two chickees, citrus grove, raised planters, kitchen garden, and automatic irrigation system.

1.3. SITE INVESTIGATION AND CONDITIONS EFFECTING THE WORK

A. The contractor shall acknowledge that it has taken all reasonably necessary steps to ascertain the nature and location of the work, and that it has investigated and satisfied itself as to the general and local conditions which can affect the work or its cost. The contractor also acknowledges that it has satisfied itself as to the character, quality, and quantity of surface and subsurface materials or obstacles to be encountered insofar as this information is reasonably ascertainable from inspection of the site, as well as from the drawings and specifications.

2. Prior to the start of construction, the contractor shall check and verify the accuracy of the existing conditions shown on the drawings. The contractor shall notify the

Engineer of any discrepancies between the existing site conditions and the drawings.

1.4. LAYING OUT THE WORK

A. Prior to the start of construction, the Engineer will have established adequate vertical and horizontal control on the site to facilitate the proper layout of the work. The contractor shall provide the construction survey. All construction staking shall be provided by the contractor. The contractor shall preserve all reference points and benchmarks provided for layout of the work. In the event that reference points, benchmarks, control points or any other construction staking is destroyed or disturbed, the stakes or points shall be reset at the sole expense of the contractor.

01011 - 2

1.5. CARE OF TREES AND SHRUBS

A. The contractor shall be fully responsible for maintaining in good condition all cultivated grass plots, trees and shrubs. Where maintained shrubbery, grass strips or area must be removed or destroyed incident to the construction operation, the contractor shall, after completion of the work, replace or restore to the original condition all destroyed or damaged shrubbery or grass area. Tree limbs which interfere with equipment operation that are approved for pruning shall be neatly trimmed and the tree cut coated with a tree paint.

1.6. OBSTRUCTIONS

A. All water pipes, storm drains, force mains, gas or other pipe, telephone or power cables or conduits, curbs, sidewalks, all house services and all other obstructions, whether or not shown, shall be temporarily removed from or supported across utility line excavations. The contractor shall uncover these pipes, ducts, cables, etc.

carefully, by hand, prior to installing new utility lines.

B. The contractor shall be responsible for and make good all damage to pavement, buildings, telephone or other cables, water pipes, sanitary pipes, or other structures that may be encountered, whether or not shown on the drawings. The information shown on the drawings regarding the location of existing utilities has been prepared from the most reliable data available to the Engineer. This information is not guaranteed, and it is the contractor’s responsibility to determine the location, character and depth of any existing utilities.

1.9 NOTIFICATION OF UTILITY COMPANIES

A. The contractor shall comply with Florida Statute 553.851 regarding notification to existing gas and oil pipeline companies and shall also notify Call Sunshine at 800- 432-4770, prior to excavating.

1.10 RECORD DRAWINGS

A. During the entire construction operation, the contractor shall maintain records of all deviations from the drawings and specifications and shall utilize such records to prepare “record drawings” showing correctly and accurately the work as it was actually constructed. Record drawings for the gravity sanitary sewer, waters 7 drainage systems shall show the locations of all improvements as actually surveyed upon completion of construction and shall include the rim and invert elevations at all sanitary manholes and storm inlets. The contractor shall submit two sets of completed record drawings to the Engineer prior to release of final payment. Record drawings shall be neat and legible and shall conform to recognized drafting standards.

1.11 UTILITY SERVICE DURING CONSTRUCTION

01011 - 3

A. The owner will not provide any utilities for use by the contractor during construction.

The contractor shall obtain any and all necessary utility services required for the construction by making application for such utility services and paying such fees and charges required by the utility provider.

1.12 MAINTENANCE OF TRAFFIC

A. The Contractor shall conduct the work in such a manner and in such sequence as to insure the least practical interference with traffic. The contractor’s vehicles and equipment shall be operated in such a manner that they will not be a hazard or hindrance to the traveling public. Materials stored along the roadway shall be placed so as to minimize obstructions to the traveling public. All traffic control and maintenance of traffic measures and procedures shall comply with FDOT requirements and standards and the requirements of the local agencies having jurisdiction over the work.

B. Traffic shall be maintained at all times, where practical. No traffic shall be detoured without prior knowledge and approval of the Engineer. The contractor shall notify the Engineer and affected tenants at least 48 hours in advance of any proposed traffic detours.

C. Traffic control signs, devices, barricades, flashers, etc., for the protection of the traveling public and workmen as well as to safeguard the work area in general, shall be furnished and maintained by the contractor. Unless otherwise noted, maintenance of traffic measures are included as part of the contract work.

1.13 BARRICADES AND PROTECTION OF WORK

A. The contractor shall protect his work throughout its length by the erection of suitable barricades where required. The contractor shall further indicate this work at night by the maintenance of suitable lights or flares, especially along or across thoroughfares.

Wherever it is necessary to cross a public walk, he shall provide a suitable safe walkway. He shall also comply with all laws or ordinances covering the protection of such work and the safety measures to be employed therein. The contractor shall carry out his work so as not to deny access to private property. All utility access manholes, valves, fire hydrants and letter boxes shall be kept accessible at all times.

01011 - 4

1.14 ADJUSTMENTS OF UTILITY COVERS, CASTING, FRAMES AND BOXES

A. The contractor is responsible for the adjustment of all existing and proposed utility castings, frames, and covers, including valve boxes, junction boxes, manholes, pull boxes inlets and similar structures. The contractor shall adjust the covers, frames and boxes so that the tops are flush with the surface of the finished work grades.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION 01011

01025 - 1

SECTION 01025

MEASUREMENT AND PAYMENT

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Measurement and payment criteria applicable to the Work performed under a unit price payment method.

B. Defect assessment and non-payment for rejected work.

1.2 AUTHORITY

A. Measurement methods and the units delineated in the Proposal Bid Form complement the criteria of this section. Lump Sum items on the Proposal Bid Form will be paid on a percent complete basis.

B. The contractor will take all measurements and compute quantities. The Engineer will verify measurements and quantities.

1.3 UNIT QUANTITIES SPECIFIED

A. Quantities indicated in the Bid Form are for bidding and contract purposes only.

Quantities and measurements supplied or placed in the Work and verified by the Engineer will determine payment.

B. If the actual Work requires more or fewer quantities than those quantities indicated, provide the required quantities at the unit sum/prices contracted.

1.4 MEASUREMENT OF QUANTITIES

A. Measurement by Weight: Concrete reinforcing steel, rolled or formed steel or other metal shapes will be measured by handbook weights. Welded assemblies will be measured by handbook or scale weight.

B. Measurement by Volume: Measured by cubic dimension using mean length, width and height or thickness.

C. Measurement by Area: Measured by square dimension using mean length and width or radius.

D. Linear Measurement: Measured by linear dimension, at the item centerline or mean chord.

01025 - 2

E. Stipulated Sum/Price Measurement: Items measured by weight, volume, area, or linear means or combination, as appropriate, as a completed item or unit of the Work.

1.5 PAYMENT

A. Payment Includes: Full compensation for all required labor, Products, tools, equipment, plant, transportation, services and incidentals; erection, application or installation of an item of the Work; overhead and profit.

B. Final payment for Work governed by unit prices will be made on the basis of the actual measurements and quantities accepted by the Engineer multiplied by the unit sum/price for Work which is incorporated in or made necessary by the Work.

1.6 DEFECT ASSESSMENT

A. Replace the Work, or portions of the Work, not conforming to specified requirements.

B. If, in the opinion of the Engineer, it is not practical to remove and replace the Work, the Engineer will direct one of the following remedies:

1. The defective Work may remain, but the unit sum/price will be adjusted to a new sum/price at the discretion of the Engineer.

2. The defective Work will be partially repaired to the instructions of the Engineer, and the unit sum/price will be adjusted to a new sum/price at the discretion of the Engineer.

C. The individual specification sections may modify these options or may identify a specific formula or percentage sum/price reduction.

D. The authority of the Engineer to assess the defect and identify payment adjustment, is final.

1.7 NON-PAYMENT FOR REJECTED PRODUCTS

A. Payment will not be made for any of the following:

1. Products wasted or disposed of in a manner that is not acceptable.

2. Products determined as unacceptable before or after placement.

3. Products not completely unloaded from the transporting vehicle.

4. Products placed beyond the lines and levels of the required Work.

5. Products remaining on hand after completion of the Work.

6. Loading, hauling, and disposing of rejected Products.

PART 2 PRODUCTS

01025 - 3

PART 3 EXECUTION

END OF SECTION 01025

01400 - 1

SECTION 01400

QUALITY CONTROL

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Quality assurance - control of installation.

B. Inspecting and testing laboratory services.

1.2 RELATED SECTIONS

A. Section 02210 - Earthwork and Site Preparation.

B. Section 02225 - Earthwork For Utilities.

C. Section 02231 - Limerock Base Course.

D. Section 02245 - Stabilized Subgrade.

E. Section 02510 - Asphaltic Concrete Paving.

F. Section 03301 - Concrete For Sitework

1.3 QUALITY ASSURANCE - CONTROL OF INSTALLATION

A. Monitor quality control over suppliers, manufacturers, Products, services, site conditions, and workmanship, to produce Work of specified quality.

B. Comply with manufacturers' instructions, including each step in sequence.

C. Should manufacturers' instructions conflict with Contract Documents, request clarification from the Engineer before proceeding.

D. Comply with specified standards as minimum quality for the Work except where more stringent tolerances, codes, or specified requirements indicate higher standards or more precise workmanship.

E. Perform Work by persons qualified to produce required and specified quality.

F. Verify that field measurements are as indicated on shop drawings or as instructed by the manufacturer.

01400 - 2

1.4 TESTING SERVICES

A. Owner will appoint, employ, and pay for specified services of an independent testing laboratory firm to perform testing.

B. Reports will be submitted by the independent firm to the Engineer and Contractor indicating observations and results of tests and indicating compliance or non-compliance with Contract Documents.

C. Cooperate with independent firm; furnish samples of materials, design mix, equipment, tools, storage, safe access, and assistance by incidental labor as requested.

1. Notify Engineer and independent testing firm 24 hours prior to expected time for operations requiring services.

2. Make arrangements with independent firm and pay for additional samples and tests required for Contractor's use.

D. Testing does not relieve Contractor to perform Work to contract requirements.

E. Re-testing required because of non-conformance to specified requirements shall be performed by the same independent firm on instructions by the Engineer. Payment for re-testing will be charged to the Contractor by deducting testing charges from the Contract Sum/Price.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify that existing site conditions and substrate surfaces are acceptable for subsequent Work. Beginning new Work means acceptance of existing conditions.

B. Examine and verify specific conditions described in individual specification sections.

C. Verify that utility services are available, of the correct characteristics, and in the correct locations.

END OF SECTION 01400

01410 - 1

** Copyright 1994, Construction Sciences Research Foundation **

Issued July 1994

SECTION 01410

TESTING SERVICES

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Selection and payment.

B. Contractor submittals.

C. Agency responsibilities.

D. Agency reports.

E. Limits on testing authority.

F. Contractor responsibilities.

G. Schedule of tests.

1.2 REFERENCES

A. ASTM C802 - Practice for Conducting an Interlaboratory Test Program to Determine the Precision of Test Methods for Construction.

B. ASTM C1021 - Practice for Laboratories Engaged in the Testing of Building Sealants.

C. ASTM C1077 - Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation.

D. ASTM C1093 - Practice for Accreditation of Testing Agencies for Unit Masonry.

E. ASTM D290 - Recommended Practice for Bituminous Mixing Plant Inspection.

F. ASTM D3740 - Practice for Evaluation of Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction.

01410 - 2

G. ASTM D4561 - Practice for Quality Control Systems for an Inspection and Testing Agency for Bituminous Paving Materials.

H. ASTM E329 - Practice for Use in the Evaluation of Inspection and Testing Agencies as Used in Construction.

I. ASTM E543 - Practice for Determining the Qualification of Nondestructive Testing Agencies.

J. ASTM E548 - Practice for Preparation of Criteria for Use in the Evaluation of Testing Laboratories and Inspection Bodies.

K. ASTM E699 - Practice for Criteria for Evaluation of Agencies Involved in Testing, Quality Assurance, and Evaluating Building Components in Accordance with Test Methods Promulgated by ASTM Committee E6.

1.3 SELECTION AND PAYMENT

A. Owner will employ and pay for services of an independent testing agency or laboratory to perform specified testing.

B. Employment of testing agency or laboratory in no way relieves Contractor of obligation to perform Work in accordance with requirements of Contract Documents.

1.4 QUALITY ASSURANCE

A. Comply with requirements of ASTM C802, ASTM C1021, ASTM C1077, ASTM

C1093, ASTM D290, ASTM D3740, ASTM D4561, ASTM E329, ASTM E543,

ASTM E548, and ASTM E699.

B. Laboratory: Authorized to operate in State in which Project is located.

C. Laboratory Staff: Maintain a full time registered Engineer on staff to review services.

D. Testing Equipment: Calibrated at reasonable intervals with devices of an accuracy traceable to either National Bureau of Standards or accepted values of natural physical constants.

1.5 CONTRACTOR SUBMITTALS

A. Prior to start of Work, submit testing laboratory name, address, and telephone number, and names of full time registered Engineer and responsible officer.

01410 - 3

B. Submit copy of report of laboratory facilities inspection made by Materials Reference Laboratory of National Bureau of Standards during most recent inspection, with memorandum of remedies of any deficiencies reported by the inspection.

1.6 AGENCY RESPONSIBILITIES

A. Test samples of mixes submitted by Contractor.

B. Provide qualified personnel at site. Cooperate with Engineer and Contractor in performance of services.

C. Perform specified sampling and testing of Products in accordance with specified standards.

D. Ascertain compliance of materials and mixes with requirements of Contract Documents.

E. Promptly notify Engineer and Contractor of observed irregularities or non-conformance of Work or Products.

F. Perform additional tests required by Engineer.

1.7 AGENCY REPORTS

A. After each test, promptly submit two copies of report to Engineer and to Contractor.

B. Include:

1. Date issued.

2. Project title and number.

3. Name of inspector.

4. Date and time of sampling or inspection.

5. Identification of product and specifications section.

6. Location in the Project.

7. Type of inspection or test.

8. Date of test.

9. Results of tests.

10. Conformance with Contract Documents.

C. When requested by Engineer, provide interpretation of test results.

01410 - 4

1.8 LIMITS ON TESTING AUTHORITY

A. Agency or laboratory may not release, revoke, alter, or enlarge on requirements of Contract Documents.

B. Agency or laboratory may not approve or accept any portion of the Work.

C. Agency or laboratory may not assume any duties of Contractor.

D. Agency or laboratory has no authority to stop the Work.

1.9 CONTRACTOR RESPONSIBILITIES

A. Deliver to agency or laboratory at designated location, adequate samples of materials proposed to be used which require testing, along with proposed mix designs.

B. Cooperate with laboratory personnel, and provide access to the Work.

C. Provide incidental labor and facilities:

1. To provide access to Work to be tested.

2. To obtain and handle samples at the site or at source of Products to be tested.

3. To facilitate tests.

4. To provide storage and curing of test samples.

D. Notify Engineer and laboratory 24 hours prior to expected time for operations requiring testing services.

E. Arrange with laboratory and pay for additional samples and tests required by Contractor beyond specified requirements.

1.10 SCHEDULE OF TESTS

A. Individual Specification Sections: Tests required and standards for testing.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

END OF SECTION 01410

02210 - 1

SECTION 02210

EARTHWORK AND SITE PREPARATION

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Removal of topsoil and subsoil, clearing and grubbing, and the removal of existing pavement, slabs, foundations, structures, debris and rubble.

B. Cutting, grading, filling, rough contouring, and compacting, the site for roads, drives, structures, building pads, paved areas and open site areas.

1.2 RELATED SECTIONS

A. Section 01400 - Quality Control: Testing fill compaction and soil materials.

B. Section 02231 - Limerock Base Course.

C. Section 02245 - Stabilized Subgrade.

D. Section 02225 - Earthwork for Utilities: Trenching and backfilling for utilities.

1.3 REFERENCES

A. AASHTO T180 - Moisture-Density Relations of Soils Using a 10 lb (4.54 kg) Rammer and an 18-in. (457 mm) Drop.

B. AASHTO M145 - Classification of Soils and Soil-Aggregate Mixtures for Highway

Construction Purposes.

C. ASTM C136 - Method For Sieve Analysis of Fine and Coarse Aggregates.

D. ASTM D1556 - Test Method for Density of Soil in Place by the Sand-Cone Method.

E. ASTM D2167 - Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method.

F. ASTM D2419 - Test Method For Sand Equivalent Value of Soils and Fine Aggregate.

G. ASTM D2434 - Test Method For Permeability of Granular Soils (Constant Head).

H. ASTM D2922 - Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).

02210 - 2

I. ASTM D3017 - Test Methods for Moisture Content of Soil and Soil-Aggregate Mixtures.

1.4 QUALITY ASSURANCE

A. Soil material that is proposed to be used as fill material and natural soil materials that will be used in the work shall be tested by the Geotechnical Engineer or testing laboratory to verify conformance with the requirements of this specification.

PART 2 PRODUCTS

2.1 MATERIALS

A. Suitable Material: Suitable material for fill and existing natural soil - Classification A-1, A-3, or A-2-4 as per AASHTO Designation M 145. Suitable materials shall be free of organic material and vegetation. Suitable material may include a trace of organic material in the form of roots, at the discretion of the Geotechnical Engineer.

B. Suitable Material For Placement In Water: Suitable material for placement in water - Classification A-1 or A-3 as per AASHTO Designation M 145.

C. Unsuitable Material: Unsuitable material - Classification A-2-5, A-2-6, A-2-7, A-4, A-5, A-6, A-7, and A-8 as per AASHTO Designation M 145.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify site conditions as indicated in the General Provisions and as indicated on the drawings.

B. Verify that survey benchmark and intended elevations for the Work are as indicated.

3.2 PREPARATION

A. Identify required lines, levels, contours, and datum.

B. Stake and flag locations of known utilities.

C. Protect plant life, lawns, and other features remaining as a portion of final landscaping. Tree protection for existing trees and natural areas that are to be preserved shall comply with the requirements of Collier County.

3.3 CLEARING AND GRUBBING

02210 - 3

A. Remove and dispose of all trees, stumps, shrubs, brush, roots, weeds, grasses, debris, ruble on or projecting through the ground surface and the surface of excavated areas at all areas that are shown or specified for clearing or excavation.

B. Unless otherwise indicated on the drawings, all areas within road rights of way shall be cleared and grubbed. All areas specified for site grading shall be cleared and grubbed except areas specified for preservation or selective clearing as shown on the drawings.

C. Within roadway, paved areas and building pad areas all stumps, roots, debris, etc.

shall be removed to a depth of at least two feet below the graded subgrade or excavated surface. Areas that are over excavated to remove stumps, roots, and debris shall be backfilled with compacted suitable fill. Within other site areas stumps, roots, debris, etc. shall be removed to a depth of at least one foot below the graded subgrade or excavated surface.

D. Remove and dispose of all clearing and grubbing debris. All clearing and grubbing shall be removed from the project site unless otherwise approved by the Engineer.

The contractor shall be responsible for removal of clearing and grubbing debris.

3.4 EXCAVATION

A. Excavations shall conform to the lines and limits shown on the plans or as specified herein. Excavation work includes grading, shaping, digging, sloping and other activities required to bring the earthwork to the required grade, alignment and cross section.

B. To the greatest practical extent, suitable soil material removed from excavations shall be used for berms, embankments, subgrade fills, building pads and at other site areas as directed by the Engineer. Unsuitable soil material shall be removed to the depth directed by the engineer and replaced with suitable material in accordance with the Engineer=s directions.

C. Excess excavated material is the property of the Owner and shall be disposed of as directed by the Engineer. Excess unsuitable material shall be disposed by the contractor off the project site.

02210 - 4

3.5 FILLING

A. Fill areas to contours and elevations with suitable fill materials.

B. Place fill material in continuous layers not more than eight inches thick, measured loose, and compact with rollers and/or vibratory compaction equipment. The thickness of fill layers may be increased if equipment and construction methods are capable of achieving specified compaction results as verified by field density testing and as approved by the Engineer.

C. Maintain optimum moisture content of fill materials to attain required compaction density. Compact fills within roadway areas, paved areas and building pad areas to at least 95 percent of the optimum maximum density as determined by AASHTO T 180.

Compact fills in open areas and other site areas to at least 90 percent of the optimum maximum density as determined by AASHTO T 180.

D. Rocks larger than twelve inches in diameter shall not be placed in backfill and the maximum size of rocks placed in a fill layer shall not be more than the thickness of the fill layer. Rocks 12 inches in diameter or smaller may be placed in backfill in the zone from 2 feet below the surface of the completed fill. Rocks larger than six inches in diameter shall not be placed within the top 12 inches of the surface of completed fills. Rocks larger than three inches in diameter shall not be placed within the top 6 inches of the surface of completed fills. In no case shall rocks be clustered in trenches.

E. Construct roadway and parking lot subgrade areas in accordance with the requirements of this section and Section 02245. The top 12 inches of roadway and parking lot subgrade areas shall be compacted to at least 98% of the optimum maximum density of the subgrade material as determined by AASHTO T180.

F. Make grade changes gradual. Blend slope into level areas.

3.6 TOLERANCES

A. Top Surface of Subgrade: Plus or minus 0.01 foot from required elevation.

3.7 FIELD QUALITY CONTROL

A. Field testing shall be performed as required in Section 01400 and as specified herein.

B. Testing: Test the field density/compaction of fill material in accordance with ASTM D1556 or ASTM D2167 or ASTM D2922; and ASTM D3017, if applicable. Fill shall be compacted to the density specified herein. The maximum optimum density of soil material shall be determined in accordance with AASHTO T 180.

02210 - 5

C. If tests indicate Work does not meet specified requirements, remove Work, replace and retest.

D. Frequency of Tests: Perform at least -

1. One field density/compaction test for each 12 inch thick layer (or fraction thereof) of fill at building pads,

2. One field density/compaction test for each 12 inch thick layer (or fraction thereof) of fill for each 300 linear feet of two lane roadway,

3. One field density/compaction tests for each 12 inch thick layer (or fraction thereof) of fill for each one half (2) acre of parking lot.

END OF SECTION 02210

02245 - 1

SECTION 02245

STABILIZED SUBGRADE

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Excavating, filling, mixing and placement of stabilized subgrade for roadways, parking lots, and other areas as shown and specified on the drawings. The requirements specified herein for stabilized subgrade are applicable for all areas of stabilized subgrade as shown on the drawings.

1.2 RELATED SECTIONS

A. Section 01400 - Quality Control: Testing stabilized subgrade compaction.

B. Section 02210 - Earthwork and Site Preparation : Preparation of site for stabilized subgrade.

C. Section 02225 - Earthwork for Utilities: Backfilling of utility trenches.

D. Section 03301 - Concrete For Sitework: Concrete materials.

1.3 REFERENCES

A. AASHTO T180 - Moisture - Density Relations of Soils Using a 10-lb (4.54 kg) Rammer and an 18-in. (457 mm) Drop.

B. FM 5-515 - Florida Test Method for Limerock Bearing Ratio.

C. ASTM D1556 - Test Method for Density of Soil in Place by the Sand Cone Method.

D. ASTM D2922 - Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).

E. ASTM D3017 - Test Methods for Moisture Content of Soil and Soil Aggregate Mixtures.

F. State of Florida Department of Transportation Standard Specification for Road and Bridge Construction.

02245 - 2

1.4 SUBMITTALS FOR REVIEW

A. Submit LBR Test Reports and Modified Proctor Density Test Reports as the work is performed to show compliance with Specification requirements.

1.5 QUALITY ASSURANCE

A. Soil material that is proposed to be used for stabilized subgrade and natural soil material that will be used in the work shall be tested by the Geotechnical Engineer or testing laboratory to verify compliance with this specification.

B. Provide samples of stabilized subgrade material for LBR Determination Testing. At least one LBR test shall be performed for each 1,000 linear feet of two lane roadway and one LBR test shall be performed for each one half acre of parking lot. Additional LBR tests shall be performed if field density testing indicates that the LBR and optimum density test values are not representative of the material being used in the work.

C. Perform Work in accordance with State of Florida Department of Transportation (FDOT) Standard Specifications for Road and Bridge Construction standards.

PART 2 PRODUCTS

2.1 MATERIALS

A. General. Stabilizing shall be FDOT Type B as specified in the Florida Department of Transportation Standard Specifications for Road and Bridge Construction and as described herein. The required LBR bearing value shall be obtained by constructing the stabilized subgrade from materials from the roadway or parking area and borrow areas, or by stabilizing the subgrade material by the addition and mixing of suitable stabilizing materials.

B. Use of Materials From Existing Base: When the utilization of material from an existing base is called for, (as all, or as a portion, of the stabilizing additives) the Engineer shall designate and direct the locations, placing and distribution of such materials and this work shall be done prior to the spreading of any additional commercial or local materials. The utilization of materials from an existing base may be specified in combination with the designated type of stabilizing.

C. Commercial Materials: Commercial materials for stabilizing may be limerock, limerock overburden, or crushed shell.

1. The percentage of carbonates of calcium and magnesium for limerock and limerock overburden shall be at least 70% and the plasticity index for limerock and limerock overburden shall be 10 or less. At least 97% of

02245 - 3 commercial limerock or limerock overburden materials shall pass through a one inch sieve.

2. Crushed shell shall be mollusk shell and steamed shell will not be permitted for use. At least 97% by weight of the total crushed shell material shall pass through a 3 inch screen and at least 50% by weight of the total crushed shell material shall be retained on a No. 4 sieve. Not more than 20 % by weight of the total crushed shell material shall pass a No. 200 sieve after washing the sample over the No. 200 sieve.

D. Local Material: Local materials used for stabilizing may be high-bearing value soils or sand-clay material. The material passing the 40 mesh sieve shall have a liquid limit not greater than 30 and a plasticity index not greater than 10. No blending of materials to meet these requirements will be permitted unless approved by the Engineer. When blending is permitted, the blended material will be tested and approved prior to spreading on the roadway.

2.2 TYPE B STABILIZATION

A. Compliance with the bearing value requirements shall be determined by the Limerock Bearing Ratio Method, (LBR).

B. The type of materials, commercial or local is at the contractor’s option and no separate payment will be made for stabilizing materials.

C. It is the contractor’s responsibility that the finished roadbed section meets the bearing value requirements, regardless of the quantity of stabilizing materials necessary to be added. After the roadbed grading operations have been substantially completed, the contractor shall make his own determination as to the quantity (if any) of stabilizing material, of the type selected by him, necessary for compliance with the bearing value requirements.

PART 3 EXECUTION

3.1 EXAMINATION

A. Do not place fill over soft or spongy subgrade surfaces.

3.2 PREPARATION

A. Prior to the beginning of stabilizing operations, the area to be stabilized shall have been constructed to an elevation such that upon completion of stabilizing operations the completed stabilized subgrade will conform to the lines, grades and cross section shown on the plans. Prior to the spreading of any additive stabilizing material, the surface of the roadbed shall be brought to a plane approximately parallel to the plane

02245 - 4 of the proposed finished surface. The subgrade to be stabilized may be processed in one course, unless the equipment and methods being used do not provide the required uniformity, particle size limitations, compaction and other desired results, in which case the Engineer will direct that the processing be done in more than one course.

3.3 APPLICATION AND MIXING OF STABILIZING MATERIAL

A. When additive stabilizing materials are required, the designated quantity shall be spread uniformly over the area to be stabilized. When materials from an existing base are to be utilized in the stabilizing at a particular location, all of such materials shall be placed and spread prior to the addition of other stabilizing additives.

B. Commercial stabilizing material shall be spread by the use of mechanical material spreaders except that where use of such equipment is not practicable other means of spreading may be used, if such means and methods are approved by the Engineer.

C. Mixing shall be done with rotary tillers, or other equipment meeting the approval of the Engineer. The area to be stabilized shall be thoroughly mixed throughout the entire depth and width of the stabilizing limits. The mixing operations, as specified, will be required regardless of whether the existing soil, or any select soils placed within the limits of the stabilized sections, have the required bearing value without the addition of stabilizing materials.

D. As an exception to the above mixing requirements, where the subgrade is of rock, the Engineer may direct that the mixing operations and the work of stabilizing be waived and No payment for stabilization will be made for such sections of the roadway.

3.4 OTHER CONSTRUCTION REQUIREMENTS

A. Maximum Particle Size of Mixed Materials. At the completion of mixing, all particles of material within the limits of the area to be stabilized shall pass a 32 inch ring. Any particles not meeting this requirement shall be removed from the stabilized area or shall be broken down so as to meet this requirement.

B. Compaction. After the mixing operations have been completed and the requirements for bearing value, uniformity and particle size have been satisfied the stabilized area shall be compacted to a density of not less than 98% of the optimum maximum density of the material as determined in accordance with AASHTO T180. Compact stabilized subgrade with rollers and/or vibratory compaction equipment. The material shall be compacted at a moisture content permitting the specified compaction.

C. Finish Grading. The completed stabilized subgrade shall be shaped to conform with the finished lines, grades and cross section indicated on the plans. The subgrade shall be checked by the use of elevation stakes or other means approved by the Engineer.

02245 - 5

D. Condition of Completed Subgrade. After the stabilizing and compacting operations have been completed the subgrade shall be firm and substantially unyielding, to the extent that it will support construction equipment and will have the bearing value specified on the plans and in this specification. All soft and yielding material and any other portion of the subgrade which will not compact readily, shall be removed and replaced with suitable material and the whole subgrade brought to line and grade, with proper allowance for subsequent compaction.

E. Maintenance of Completed Subgrade. After the subgrade has been completed as specified above, the contractor shall maintain the subgrade and keep it free of ruts, depressions and any damage resulting from the hauling and handling of materials, equipment, tools, etc. It is the contractors responsibility to maintain the required density until the subsequent base or pavement is in place. The contractor’s responsibility includes any repairs, replacement, etc. of curb and gutter, sidewalk, etc.

which might become necessary in order to recompact the subgrade in the event of underwash or other damage occurring to the previously compacted subgrade. Any such work required for recompaction shall be at the contractor’s expense. Ditches and drains shall be constructed and maintained along the completed subgrade section.

F. Compact stabilized subgrade to at least 98 percent of the maximum optimum density as determined by AASHTO T180.

3.5 BEARING VALUE REQUIREMENTS

A. Bearing value samples will be obtained and tested by the Geotechnical Engineer or the testing laboratory at completion of satisfactory mixing of the stabilized area. For any area where the bearing value is deficient from the value specified on the plans or the specifications, additional stabilizing material shall be spread and mixed in accordance with the requirements of this specification. This reprocessing shall be done for the full width of the roadway being stabilized and longitudinally for a distance of 50 feet beyond the limits of the area in which the bearing value is deficient.

B. The minimum LBR Bearing Value for completed stabilized subgrade shall be 40 as determined in accordance with FM 5-515.

3.6 FIELD QUALITY CONTROL

A. Field testing will be performed under the provisions of Section 01400 and as specified herein.

B. Testing: Test field density/compaction of stabilized subgrade in accordance ASTM D1556, ASTM D2167 or ASTM D2922; and ASTM D3017, if applicable. Stabilized subgrade shall be compacted to the density specified herein. The maximum optimum

02245 - 6 density of stabilized subgrade material shall be determined in accordance with

AASHTO T180.

C. If tests indicate Work does not meet specified requirements, remove Work, replace and retest.

D. Frequency of Tests: Perform at least -

1. One field density/compaction test for each 12 inch thick layer (or fraction thereof) of stabilized subgrade at building pads,

2. One field density/compaction test for each 12 inch thick layer (or fraction thereof) of stabilized subgrade for each 300 linear feet of two lane roadway,

3. One field density/compaction test for each 12 inch thick layer (or fraction thereof) of stabilized subgrade for each one half acre of parking lot.

END OF SECTION

02270-1

SECTION 02270

EROSION AND SEDIMENTATION CONTROL

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. Temporary and permanent erosion and sediment control as required by appropriate government agency permits, the plans and as noted in this specification.

1.2 Related Sections

A. Section 02210 - Earthwork and Site Preparation: Excavation, clearing, grubbing, backfilling and site grading.

B. Section 02060 - Structures Demolition: Demolition and removal of existing structures and appurtenances.

1.3 QUALITY ASSURANCE

A. Submit manufacturer’s product data showing that the proposed material meets the specified requirements for the following products/materials:

1. Geotextile Fabrics.

2. Floating Turbidity Barriers.

PART 2- PRODUCTS

2.1 GEOTEXTILE MATERIALS

A. Geotextile fabrics for erosion control shall be woven or non-woven fabrics which allow the passage of water. Geotextile fabric for erosion control shall comply with the requirements of the FDOT Standard Specification for Road and Bridge Construction, Section 985.

2.2 WIRE FENCE

A. Wire fence reinforcement for fabric silt fences (if required) shall be a minimum of 30 inches in height, a minimum of 14 gauge and shall have a maximum mesh spacing of 6 inches.

The wire fence reinforcement shall be used with all filter fabrics except those approved for use without reinforcement.

02270-2

2.3 POSTS

A. Posts shall be of wood or steel and a minimum of 5 feet 6 inches long for wood and 4 feet 6 inches long for steel. Wood posts shall be at least 4 inches in diameter, or nominal 2 x 4 inches. Steel posts shall be round or U. T. or C. shaped with a minimum weight of 1.3 pounds per foot, and have projections for fastening the wire to the fence.

2.4 WIRE STAPLES

A. Wire staples for attaching filter fabric to wooden posts shall be No. 9 gauge and shall be at least one inch long or as specified by the filter fabric manufacturer.

2.5 BALED HAY OR STRAW

A. All baled hay or straw used for erosion control shall comply with the provisions of Section 981-3.1 (Dry mulch) of the FDOT Standard Specification for Road and Bridge Construction.

2.6 FLOATING TURBIDITY BARRIER

A. All floating turbidity barriers shall comply with the requirements shown and specified in FDOT Standard Index No. 103 of the FDOT Roadway and Traffic Design Standards.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Install temporary erosion and sediment control items prior to clearing and commencing earthwork or as soon as practical as site work progresses.

B. Install a fabric silt fence as shown on drawings and in accordance with the manufacturer’s written instructions. Space posts a maximum of 6 feet apart at the barrier location and securely install with a least 2 feet (steel) or 3 feet (wood) in the ground. Excavate a trench approximately 4 inches wide and 4 inches deep along the line of posts and up slope from the barrier. Attach the filter fabric directly to the posts, as required, by wire, staples, or other means accepted by the engineer. The filter fabric shall be installed in such a manner that 8 inches of fabric is extended into the bottom of the trench. Do not staple filter fabric to existing trees. Do not use filter fabric if it has defects, rips, holes, flaws, deterioration, or other damage. Backfill the trench and compact the soil over the filter fabric as installed.

C. Install sediment barriers along open drainage swales within the project limits upstream from culverts. A temporary sediment barrier shall consist of a row of entrenched and anchored hay or straw bales. All bales shall be either wire-bound or string-tied. Install bales so that bindings are oriented around the sides rather than along the tops and bottoms of the bales in order to prevent deterioration of the bindings. Entrench and backfill the barrier.

Excavate a trench the width of the bale and the length of the proposed barrier to a

02270-3 minimum depth of 4 inches. Place bales in the trench and fill the gaps between bales with loose straw to prevent water from escaping between the bales. Anchor each bale by at least two stakes or re-bars driven through the bale. Drive the first stake in each bale toward the previously laid bale to force the bales together. Drive stakes or re-bars deep enough into the ground to securely anchor the bales. After the bales are staked ad chinked, the excavated soil shall be backfilled against the barrier. Backfill soil shall conform to the ground level on the downhill side and shall be built up to 4 inches against the uphill side of the barrier.

D. Install floating turbidity barriers across the channel in accordance with the manufacturer’s written instructions and as shown on the drawings. Securely fasten and anchor the ends of floating turbidity barriers.

3.2 PROTECTION

A. Stabilization of Denuded Areas: No disturbed area may be denuded for more than thirty (30) calendar days, (excluding rights-of-way) unless otherwise authorized by the Owner’s Representative, and/or Construction Manager, and/or the Architect/Engineer. During construction, denuded areas shall be covered by mulches such as straw, hay, filter, seed and mulch, sod or some other permanent vegetation. Within sixty (60) calendar days after final grade is established on any portion of a project site, that portion of the site shall be provided with established permanent soil stabilization measures per the original site plan, whether by impervious surface or landscaping.

B. Protection and Stabilization of Stockpiles: Fill material stockpiles shall be protected at all times by on-site drainage controls which prevent erosion of the stockpiled material.

Control of dust from such stockpiles may be required, depending upon their location and the expected length of time, the stockpiles will be present. In no case shall an unstabilized stockpile remain after thirty (30) calendar days.

C. Protection of Existing Storm Sewer Systems: During construction, all storm sewer inlets shall be protected by approved sediment traps such as secured hay bales, sod, stone, etc., which shall be maintained and modified as required by construction progress, and which must be approved by the Owner’s Representative, and/or Construction Manager, and/or the Architect/Engineer.

D. Sediment Trapping Measures: Sediment basins and traps, perimeter berms, filter fences, berms, sediment barriers (hay bales), vegetative buffers and other measures intended to trap sediment and/or prevent the transportation of sediment onto adjacent properties, or into existing water bodies, must be installed, constructed or, in case of vegetative buffers, protected from disturbance, as a first step in the land alteration process.

E. Working in or Crossing Waterways or Water bodies: Land alteration and construction shall be minimized in both permanent and intermittent waterways and the immediately adjacent buffer of 25 feet from top of bank of the waterways and the buffer area whenever possible, and barriers shall be used to prevent access. Where in channel work cannot be avoided, precautions must be taken to stabilized within three (3) calendar days after the in channel work is completed.

02270-4

F. Silt curtains or other filter/siltation reduction devices must be installed on the downstream side of the in channel alteration activity to eliminate impacts due to increased turbidity.

Whenever stream crossings are required, properly sized temporary culverts shall be provided by the Contractor and removed when construction completed. The area of the crossing shall be restored to a condition as nearly as possible equal to that which existed prior to any construction activity.

G. Swales, Ditches and Channels: All swales, ditches and channel leading from the site shall be sodded within three (3) days of excavation. All other interior swales, etc., including detention areas will be sodded prior to issuance of as Certificate of Occupancy.

H. Underground Utility Construction: The construction of underground utility lines and other structures shall be done in accordance with the following standards:

1. No more than 500 lineal feet of trench shall be open at any time;

2. Wherever consistent with safety and space consideration, excavated material shall be cast to the uphill side of trenches. Trench material shall not be cast into or onto the slope of any stream, channel, road ditch or waterway.

3.3 PERFORMANCE

A. Maintenance: All erosion and siltation control devices shall be checked regularly, especially after each rainfall and will be cleaned out and/or repaired as required.

B. Compliance: Failure to comply with the aforementioned requirements may result in a fine and/or more stringent enforcement procedures such as, but not limited to, issuance of a “Stop Work Order.”

02511 - 1

SECTION 02511

CONCRETE SIDEWALK

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Concrete sidewalk construction.

1.2 RELATED SECTIONS

A. Section 02210 - Earthwork and Site Preparation: Preparation of subgrade for sidewalks.

B. Section 03301 - Concrete For Sitework: Concrete materials and concrete reinforcement.

1.3 REFERENCES

A. ASTM A185 - Welded Steel Wire Fabric for Concrete Reinforcement.

B. ASTM A615 - Deformed and Plain Billet Steel Bars for Concrete Reinforcement.

C. ASTM C94 - Ready Mixed Concrete.

D. ASTM D1751 - Preformed Joint Filler.

1.4 SUBMITTALS FOR REVIEW

A. Submit certified test reports performed by a certified testing laboratory for: fine aggregate - gradation, course aggregate - gradation.

B. Product Data: Provide manufacturer’s product data showing that the proposed materials comply with specification requirements for: cement, admixtures, preformed joint filler, welded wire fabric reinforcement, and membrane curing compound.

C. Concrete Mix Design: Submit a concrete mix design showing the proportions and amounts of all materials and admixtures in the concrete that is proposed for use.

02511 - 2

PART 2 PRODUCTS

2.1 MATERIALS

A. Concrete: Concrete shall be Class B as specified in Section 03301.

B. Concrete Reinforcement: Welded wire fabric and reinforcing bar reinforcement shall comply with the requirements specified in Section 03201.

C. Preformed Joint Filler: Preformed joint filler shall be non-extruding, resilient bituminous type complying with ASTM D 1751.

D. Curing Compound: Curing compound shall be clear liquid membrane forming type with a fugitive dye conforming to ASTM C309.

2.3 ACCESSORIES

A. Welded Wire Reinforcing Mesh: ASTM A185 formed from cold drawn wire;

provide the type and sizes shown on the drawings.

B. Forms: Forms shall be wood, steel or other approved material.

PART 3 EXECUTION

3.1 EXAMINATION

A. The finished subgrade for concrete sidewalk shall be level, smooth, and compacted to a density of at least 95% of the optimum maximum density as determined by AASHTO T180. The subgrade shall be moist when the concrete is placed. Large boulders, rocks greater than 3 inches in diameter, and other obstructions shall be removed to a depth of 6 inches below the top of the finished subgrade.