City of Milton CDBG Infrastructure Improvement Project:

Broad Street, Quinn Street, and Okaloosa Street

TECHNICAL SPECIFICATIONS

TABLE OF CONTENTS

02 41 19 Demolition..................................................................................................2; 1-3

31 00 00 Earthwork................................................................................................5; 1-10

32 11 23 Graded Aggregate Base Course...............................................................15; 1-3

32 16 13 Concrete Sidewalks and Curbs & Gutters.................................................18; 1-6

32 12 16 Superpave Asphalt Concrete...................................................................24; 1-11

33 11 00 Water Distribution……………………………….……………………..……..36; 1-11

33 40 00 Storm Drainage Utilities.……………………….……………………..……....47 1-7

Prepared for City of Milton

02 41 19 DEMOLITION PAGE | 1

SECTION 02 41 19 – DEMOLITION

PART 1 ‐ GENERAL

1.1 REFERENCES

1.1.1 The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. The publications shall be the most current issue.

1.1.2 AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)

1.1.3 ANSI A10.6 Demolition Operations

1.2 GENERAL REQUIREMENTS

1.2.1 Do not begin demolition until authorization is received from the Owner/Engineer. Remove rubbish and debris from the project site. Store materials that cannot be removed daily in areas specified by the Owner/Engineer.

1.3 DEFINITIONS

1.3.1 (Not Used)

1.4 SUBMITTALS

1.4.1 Submit proposed demolition and removal procedures to the Owner/Engineer for approval before work is started.

1.5 REGULATORY AND SAFETY REQUIREMENTS

1.5.1 Comply with federal, state, and local hauling and disposal regulations. Safety requirements shall conform to ANSI A10.6.

1.6 DUST AND DEBRIS CONTROL

1.6.1 Prevent the spread of dust and debris and avoid the creation of a nuisance or hazard in the surrounding area. Sweep pavements as often as necessary to control the spread of debris.

1.7 PROTECTION

1.7.1 Traffic Control Signs

1.7.1.1 Where pedestrian and driver safety is endangered in the area of removal work, use traffic signs and/or barricades with flashing lights. Notify the Owner/Engineer prior to beginning such work. All traffic control devices to be in compliance with current FDOT requirements for traffic control through work zones.

1.7.2 Existing Work

1.7.2.1 Protect existing work which is to remain in place, be reused, or remain the property of the Owner. Repair items which are to remain and which are damaged during performance of the work to their original condition, or replace with new. Provide new supports and reinforcement for existing construction weakened by demolition or removal work. Repairs, reinforcement, or structural replacement must have Owner/Engineer approval.

1.7.3 Trees

02 41 19 DEMOLITION PAGE | 2

1.7.3.1 Protect all trees which are not shown to be removed from damage.

1.7.4 Facilities

1.7.4.1 Protect electrical and water/sewer services and utilities. Where removal of existing utilities and pavement is specified or indicated, provide approved barricades, temporary covering of exposed areas, and temporary services or connections for electrical and mechanical utilities.

1.8 BURNING

1.8.1 Burning will not be permitted.

1.9 Required Data

1.9.1 Demolition plan shall include procedures for maintaining access to homes and for minimization of driveway closure times.

PART 2 ‐ PRODUCTS

2.1.1 Not used.

PART 3 ‐ EXECUTION

3.1 EXISTING FACILITIES TO BE REMOVED

3.1.1 Utilities and Related Equipment

3.1.1.1 Remove existing stormwater, water, and gas utilities as indicated. Utility removal is to be coordinated with new construction to ensure that interruption of utility services are minimized to the greatest extent possible. Any disruptions to service must be coordinated with the utility provider. Night time work should be anticipated as necessary to minimize inconvenience to utility users. If utility lines are encountered that are not shown on drawings, contact the Owner/Engineer for further instructions.

3.1.2 Paving and Slabs

3.1.2.1 Remove sawcut concrete and asphaltic concrete paving and slabs as indicated. Provide neat sawcuts at limits of pavement removal as indicated.

3.1.3 Concrete

3.1.3.1 Saw concrete along straight lines to a depth of not less than 2 inches. Break out the remainder of the concrete provided that the broken area is concealed in the finished work, and the remaining concrete is sound. At locations where the broken face cannot be concealed, grind smooth or saw cut entirely through the concrete.

3.1.4 Patching

3.1.4.1 Where removals leave holes and damaged surfaces exposed in the finished work, patch and repair these holes and damaged surfaces to match adjacent finished surfaces. Where new work is to be applied to existing surfaces, perform removals and patching in a manner to produce surfaces suitable for receiving new work. Finished surfaces of patched area shall be flush with the adjacent existing surface and shall match the existing adjacent surface as closely as possible as to texture and finish. Patching shall be as specified and indicated.

3.2 DISPOSITION OF MATERIAL

02 41 19 DEMOLITION PAGE | 3

3.2.1 Title to Materials

3.2.1.1 Except where specified in other sections, all materials and equipment removed, and not reused, shall become the property of the Contractor and shall be removed from Owner property. Title to materials resulting from demolition, and materials and equipment to be removed, is vested in the Contractor upon approval by the Owner/Engineer of the Contractor's demolition and removal procedures, and authorization by the Owner/Engineer to begin demolition. The Owner will not be responsible for the condition or loss of, or damage to, such property after contract award. Materials and equipment shall not be viewed by prospective purchasers or sold on the site.

3.3 CLEANUP

3.3.1 Debris and Rubbish

3.3.1.1 Remove and transport debris and rubbish in a manner that will prevent spillage on pavements, streets or adjacent areas. Clean up spillage from pavements, streets and adjacent areas.

END OF SECTION

31 00 00 EARTHWORK PAGE | 1

SECTION 31 00 00 – EARTHWORK

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

1.1.1 Drawings and general provisions of the Contract, including General and Supplementary Conditions apply to this Section.

1.1.2 Project-specific Geotechnical Investigative Report.

1.2 SUMMARY

1.2.1 This Section includes the following:

1.2.1.1 Preparing and grading subgrades for slabs-on-grade, walks, pavements, and landscaping.

1.2.1.2 Excavating and backfilling for buildings and structures.

1.2.1.3 Base course for walks and pavements.

1.2.1.4 Subsurface drainage backfill for walls and trenches.

1.2.1.5 Excavating and backfilling trenches within building lines.

1.2.1.6 Excavating and backfilling for underground mechanical and electrical utilities and appurtenances.

1.2.2 Related Sections: The following Sections contain requirements that relate to this Section.

1.3 DEFINITIONS

1.3.1 Excavation consists of the removal of material encountered to subgrade elevations and the reuse or disposal of materials removed.

1.3.2 Subgrade: The uppermost surface of an excavation or the top surface of a fill or backfill immediately below base, drainage fill, or topsoil materials.

1.3.3 Borrow: Soil material obtained off-site when sufficient approved soil material is not available from excavations.

1.3.4 Base Course: The layer placed between the subbase and surface pavement in a paving system.

1.3.5 Unauthorized excavation consists of removing materials beyond indicated subgrade elevations or dimensions without direction by A/E or Owner. Unauthorized excavation, as well as remedial work directed by A/E or Owner, shall be at the Contractor's expense.

1.3.6 Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs, mechanical and electrical appurtenances, or other man-made stationary features constructed above or below ground surface.

1.3.7 Utilities include on-site underground pipes, conduits, ducts, and cables, as well as underground services within building lines.

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1.4 SUBMITTALS

1.4.1 General: Submit the following according to the Conditions of the Contract and as well as the site-specific Geotechnical Report.

1.4.2 Test Reports: In addition to test reports required under field quality control, submit the following:

1.4.2.1 Laboratory analysis of each soil material proposed for fill and backfill from on-site and borrow sources.

1.4.2.2 One optimum moisture-maximum density curve for each soil material.

1.4.2.3 Report of actual unconfined compressive strength and/or results of bearing tests of each stratum tested.

1.5 QUALITY ASSURANCE

1.5.1 Codes and Standards: Perform earthwork complying with requirements of authorities having jurisdiction.

1.5.2 Testing and Inspection Service: Employ a qualified independent geotechnical engineering testing agency to classify proposed on-site and borrow soils to verify that soils comply with specified requirements and to perform required field and laboratory testing. Should any work or materials fail to meet the requirements set forth in the plans, specifications, or Geotechnical Report, the Contractor shall pay for retesting of same.

1.6 PROJECT CONDITIONS

1.6.1 Site Information: Data in subsurface investigation reports was used for the basis of the design and are available to the Contractor for information only. Conditions are not intended as representations or warranties of accuracy or continuity between soil borings. It is expressly understood the Engineer/Architect will not be responsible for interpretations or conclusions drawn there from by the Contractor. Data is made available to the Contractor.

1.6.2 Existing Utilities: Do not interrupt existing utilities except when permitted in writing by the Owner and then only after acceptable temporary utility services have been provided.

1.6.2.1 Provide a minimum 48-hour notice to Owner and receive written notice to proceed before interrupting any utility.

1.6.3 Demolish and completely remove from site existing underground utilities indicated to be removed. Coordinate with utility companies to shutoff services if lines are active.

1.6.4 Protection of Persons and Property: Barricade open excavations occurring as part of this work and post with warning lights.

1.6.4.1 Operate warning lights as recommended by authorities having jurisdiction.

1.6.4.2 Protect structures, utilities, sidewalks, pavements, and facilities from damage caused by settlement, lateral movement, undermining, washout and other hazards created by earthwork operations.

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PART 2 - PRODUCTS

2.1 SOIL MATERIALS

2.1.1 General: Provide approved borrow soil materials from off-site when sufficient approved soil materials are not available from excavations.

2.1.2 Satisfactory Soil Materials: ASTM D 2487 USCS soil classification groups GW, GP, GM, SW, SP, and P-SM; and SP-SC free of rock or gravel larger than 2 inches in any dimension, debris, waste, frozen materials, vegetation and other deleterious matter. The fill material shall have a Modified Proctor (ASTM D1557) maximum Dry Density of at least 100 pcf, contain less than 10% fines passing the No. 200 sieve, and be Non-Plastic (NP). Materials not meeting these specifications shall not be used as structural fill.

2.1.3 Unsatisfactory Soil Materials: ASTM D 2487 USCS soil classification groups GC, SC, ML, MH, CL, CH, OL, OH, and PT.

2.1.4 Backfill and Fill Materials: Satisfactory soil materials.

2.1.5 Base Material: Graded Aggregate Base per FDOT Specification 204, Standard Specifications for Road and Bridge Construction, latest edition.

2.1.6 Engineered Fill: Base materials.

2.1.7 Bedding Material: Base materials with 100 percent passing a 1-inch sieve and not more than 8 percent passing a No. 200 sieve.

2.1.8 Filtering Material: For stormwater filter applications filter material is to be clean or washed sand with Uniformity Coefficient 1.5 – 4.0, grain size 0.2 – 0.55 mm, coefficient of permeability 2.0 to 5.0 feet per hour.

2.1.9 Impervious Fill: Clayey gravel and sand mixture capable of compacting to a dense state.

PART 3 - EXECUTION

3.1 PREPARATION

3.1.1 The site shall be stripped of existing structures, all organic materials, all vegetation, root systems, organic topsoil, debris, and any other deleterious material, in phases, so as to prevent and impede erosion and sedimentation. The exposed sub-grade shall be compacted to a minimum soil density of 95% of the Modified Proctor Density (ASTM D1557) with large traffic-sized non-vibratory equipment. Any areas of unsuitable or compressible material shall be removed or undercut to a stable sub-grade material or if a stable sub-grade is not encountered a minimum of three feet below the compacted sub-grade. The undercut area should then be backfilled with clean course sand fill materials and compacted to 95% of the Modified Proctor Test (ASTM D1557). The site can be filled, by placing and mechanically compacting 6-8 inch lifts with large traffic-sized non-vibratory equipment. Each lift should be compacted to a minimum soil density of 95% of the Modified Proctor Test unless specified otherwise, prior to placement of successive lifts. The top 12 inches of sub-grade should be compacted to a minimum soil density of 95% of the Modified Proctor Test, unless specified otherwise. See Geotechnical Report for additional information and recommendations.

3.1.2 Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations.

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3.1.3 Protect subgrades and foundation soils against freezing temperatures or frost. Provide protective insulating materials as necessary.

3.1.4 Provide erosion control measures to prevent erosion or displacement of soils and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways.

3.2 DEWATERING

3.2.1 Prevent surface water and subsurface or groundwater from entering excavations, from ponding on prepared subgrades, and from flooding Project site and surrounding area.

3.2.2 Protect subgrades and foundation soils from softening and damage by rain or water accumulation.

3.2.3 The Contractor shall prevent the accumulation of water in the excavated areas, and shall remove by pumping or other means, any water that accumulates in the excavation. The Contractor shall prevent the accumulation of water in both structural and trench excavations and shall remove by well point system or by other means, water which accumulates in the excavation. The Contractor shall provide, install, operate and maintain pumps, well points, sumps, suction and discharge lines, and other de-watering system components necessary to convey water away from excavations.

3.2.3.1 Establish and maintain temporary drainage ditches and other diversions outside excavation limits to convey rainwater and water removed from excavations to collecting or runoff areas. Do not use trench excavations as temporary drainage ditches.

3.2.3.2 No sanitary sewer shall be used for disposal of water in either trench or structural excavations.

3.2.4 The Contractor shall be responsible for and ensure all effluent water from the de-watering operations meets or exceeds FDEP and ACOE water quality standards prior to entering jurisdictional water bodies. If required, the Contractor shall be responsible for securing and FDEP permits necessary for the discharge of produced groundwater from dewatering operations.

3.3 EXCAVATION

3.3.1 Explosives: Do not use explosives.

3.3.2 Unclassified Excavation: Excavation is unclassified and includes excavation to required subgrade elevations regardless of the character of materials and obstructions encountered.

3.4 STABILITY OF EXCAVATIONS

3.4.1 Comply with local codes, ordinances, and requirements of authorities having jurisdiction to maintain stable excavations. Comply with all OSHA trench safety requirements.

3.5 EXCAVATION FOR STRUCTURES

3.5.1 Excavate to indicated elevations and dimensions within a tolerance of plus or minus 1.2 inches. Extend excavations a sufficient distance from structures for placing and removing concrete formwork, installing services and other construction, and for inspections. Follow the guidelines provided in the project specific Geotechnical Report.

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3.5.1.1 Excavations for Footings and Foundations: The bottom of all the perimeter footing excavations and the interior stepdown stem wall footing excavations shall undercut the width of the footing minus one foot. The width of the undercut excavation shall be the depth of the undercut plus the width of the footing. The bottom of the undercut should be mechanically compacted for a minimum depth of 12 inches to a minimum of 95% of the soil's maximum density as determined by the Modified Proctor Test (ASTM D1557).

Dry soils should be wetted prior to compaction operations. Backfill for footing undercuts should be the native undercut soils at or near optimum moisture content compacted in lifts as noted in the project-specific Geotechnical Report. The compaction of the bottom of the undercut excavations, the undercut backfill, and the bottom of the interior footing excavations should be checked by the Geotechnical Engineer of Record using in place density testing at a frequency of one test per 75 linear feet of wall footing and one test in every other column footing. See Geotechnical Report for additional information and recommendations.

3.6 EXCAVATION FOR WALKS AND PAVEMENTS

3.6.1 Excavate surfaces under walks and pavements to indicated cross sections, elevations, and grades.

3.7 EXCAVATION FOR UTILITY TRENCHES

3.7.1 Method of excavation at Contractor's option subject to the approval of the Engineer.

3.7.2 The Contractor will use caution when excavating under tree roots and under and around structures and utilities. Excavate by hand when necessary or appropriate.

3.7.3 Excavate trenches to indicated slopes, lines, depths, and invert elevations.

3.7.3.1 Beyond building perimeter, excavate trenches to allow installation of top of pipe below frost line.

3.7.4 Excavate trenches to uniform widths as narrow as possible and yet provide a working clearance on each side of pipe or conduit. Excavate trench walls vertically from trench bottom to 12 inches higher than top of pipe or conduit, unless otherwise indicated.

3.7.4.1 Clearance: As indicated

3.7.5 Trench Bottoms: Excavate and shape trench bottoms to provide uniform bearing and support of pipes and conduit. Shape subgrade to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits. Remove stones and sharp objects to avoid point loading.

3.7.5.1 For pipes or conduit less than 6 inches in nominal diameter and flat-bottomed, multiple-duct conduit units, hand-excavate trench bottoms and support pipe and conduit on an undisturbed subgrade.

3.7.5.2 For pipes and conduit 6 inches or larger in nominal diameter, shape bottom of trench to support bottom 90 degrees of pipe circumference. Fill depressions with tamped sand backfill.

3.8 SHEETING, SHORING AND BRACING

3.8.1 Provide as necessary, to hold walls of excavation, prevent damage to adjacent structures, and to protect workmen and property.

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3.8.2 Leave sheeting and shoring in place where removal might cause damage to work or as otherwise indicated on drawings.

3.8.3 When moveable trench shield is used below spring line of pipe, it shall be lifted prior to any forward movement to avoid pipe displacement.

3.9 APPROVAL OF SUBGRADE

3.9.1 Notify A/E and Owner of any subgrade conditions which appear unsatisfactory.

3.9.2 When A/E and Owner determine that unforeseen unsatisfactory soil is present, continue excavation and replace with compacted backfill or fill material as directed.

3.9.2.1 Unforeseen additional excavation and replacement material will be paid according to the Contract provisions for changes in Work.

3.9.3 Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water, or construction activities, as directed by A/E and Owner.

3.10 UNAUTHORIZED EXCAVATION

3.10.1 Fill unauthorized excavation under foundations or wall footings by extending indicated bottom elevation of concrete foundation or footing to excavation bottom, without altering required top elevation. Lean concrete fill may be used to bring elevations to proper position when acceptable to A/E and Owner.

3.10.1.1 Fill unauthorized excavations under other construction as directed by A/E and Owner.

3.10.2 Where indicated widths of utility trenches are exceeded, provide stronger pipe, or special installation procedures, as required by A/E and Owner.

3.11 STORAGE OF SOIL MATERIALS

3.11.1 Stockpile excavated materials acceptable for backfill and fill soil materials, including acceptable borrow materials. Stockpile soil materials without intermixing. Place, grade, and shape stockpiles to drain surface water. Cover to prevent wind-blown dust.

3.11.1.1 Stockpile soil materials away from edge of excavations. Do not store within drip line of remaining trees.

3.12 BACKFILL

3.12.1 Backfill excavations promptly, but not before completing the following:

3.12.1.1 Acceptance of construction below finish grade including, where applicable, dampproofing, waterproofing, and perimeter insulation.

3.12.1.2 Surveying locations of underground utilities for record documents.

3.12.1.3 Testing, inspecting, and approval of underground utilities.

3.12.1.4 Concrete formwork removal.

3.12.1.5 Removal of trash and debris from excavation.

3.13 UTILITY TRENCH BACKFILL

3.13.1 Place and compact bedding course after bottom of trench has been excavated to proper depth and grade. Shape bedding course to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits.

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3.13.2 Concrete backfill trenches that carry below or pass under footings and that are excavated within 18 inches of footings. Place concrete to level of bottom of footings.

3.13.3 Place and compact initial backfill of satisfactory soil material or subbase material, free of particles larger than 1 inch, to a height of 12 inches over the utility pipe or conduit.

3.13.3.1 Carefully compact material under pipe haunches and bring backfill evenly up on both sides and along the full length of utility piping or conduit to avoid damage or displacement of utility system.

3.13.4 Coordinate backfilling with utilities testing.

3.13.5 Area under pavement and walks or within buildings shall be mechanically compacted to the top of the subgrade in 8-inch lifts to a minimum of 98 percent of the Modified Proctor Test.

3.13.6 Place and compact final backfill of satisfactory soil material to final subgrade.

3.13.7 Install warning tape directly above utilities, 12 inches below finished grade, except 6 inches below subgrade under pavements and slabs.

3.13.8 No trench shall be open overnight.

3.14 FILL

3.14.1 Preparation: Remove vegetation, topsoil, debris, wet, and unsatisfactory soil materials, obstructions, and deleterious materials from ground surface prior to placing fills.

3.14.1.1 Plow strip, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so fill material will bond with existing surface.

3.14.2 Place fill material in layers to required elevations for each location listed below.

3.14.2.1 Under grass, use satisfactory excavated or borrow soil material.

3.14.2.2 Under walks and pavements, use base material, or satisfactory excavated or borrow soil material.

3.14.2.2.1 Fill soils beneath walks and pavements shall be compacted to a minimum soil density of 95% of the Modified Proctor Test.

3.14.2.3 Under steps and ramps, use base material.

3.14.2.3.1 Fill soils beneath walks and pavements shall be compacted to a minimum soil density of 95% of the Modified Proctor Test.

3.14.2.4 Under footings and foundations, use engineered fill. See Geotechnical Report for additional requirements.

3.14.2.4.1 Buildings: Prior to placing fill soils, the top 12 inches of ground surface shall be compacted with non-vibratory traffic-sized equipment to a minimum soil density of 98% of the Modified Proctor Test. Structural fill soils should be placed in maximum 8-inch lifts compacted to a minimum soil density of 98% of the Modified Proctor Test. The top 8 inches of the building pad shall be compacted to a minimum soil density of 98% of the Modified Proctor Test.

3.14.2.4.2 Footings: The soil immediately beneath footings shall be compacted with a large mechanical plate tamper or jumping jack to a minimum soil density of 98% of the Modified Proctor Test. If moisture conditions are elevated and pumping is encountered, 31 00 00 EARTHWORK PAGE | 8 the footings shall be undercut and backfilled with compacted soils. The depth of the undercutting will depend on the width of the footings, and the conditions present at the time of construction. If these conditions are encountered, the Contractor shall contact the geotechnical engineer for the conditions to be evaluated and a recommendation made.

3.15 MOISTURE CONTROL

3.15.1 Uniformly moisten or aerate subgrade and each subsequent fill or backfill layer before compaction to within 2 percent of optimum moisture content.

3.15.1.1 Do not place backfill or fill material on surfaces that are muddy, frozen, or contain frost or ice.

3.15.1.2 Remove and replace, or scarify and air-dry satisfactory soil material that is too wet to compact to specified density. Only suitable material free from excessive moisture shall be used for fill or backfill.

3.15.1.2.1 Stockpile or spread and dry removed wet satisfactory soil material.

3.16 COMPACTION

3.16.1 Place backfill and fill materials in layers not more than 8 inches in loose depth for material compacted by heavy non – vibratory compaction equipment, and not more than 4 inches in loose depth for material compacted by hand-operated tampers.

3.16.2 Place backfill and fill materials evenly on all sides of structures to required elevations. Place backfill and fill uniformly along the full length of each structure.

3.16.3 Percentage of Maximum Dry Density Requirements: Compact soil to not less than the following percentages of maximum dry density according to ASTM D 1557:

3.16.3.1 Under structures, building slabs, steps, and pavements, compact the top 12 inches below subgrade and each layer of backfill or fill material at 98 percent maximum dry density.

3.16.3.2 Under walkways, compact the top 6 inches below subgrade and each layer of backfill or fill material at 95 percent maximum dry density.

3.17 GRADING

3.17.1 General: Uniformly grade areas to a smooth surface, free from irregular surface changes.

Comply with compaction requirements and grade to cross sections, lines, and elevations indicated.

3.17.1.1 Provide a smooth transition between existing adjacent grades and new grades.

3.17.1.2 Cut out soft spots, fill low spots, and trim high spots to conform to required surface tolerances.

3.17.2 Site Grading: Slope grades to direct water away from buildings and to prevent ponding.

Finish subgrades to required elevations within the following tolerances:

3.17.2.1 Lawn or Unpaved Areas: Plus or minus 1.2 inches.

3.17.2.2 Walks: Plus or minus 1/2 inch.

3.17.2.3 Pavements: Plus or minus 1/2 inch.

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3.17.3 Grading Inside Building Lines: Finish subgrade to a tolerance of 1/2 inch when tested with a 10-foot straightedge.

3.17.4 The finish floor elevation of concrete floor slabs on fill shall be at least 8 inches above the finish grade elevation at its highest elevation at any point around the building.

3.18 BASE COURSES

3.18.1 Under pavements and walks, place base course material on prepared subgrades.

3.18.1.1 Compact base courses at optimum moisture content to required grades, lines, cross sections and thickness to not less than 100 percent of ASTM D 1557 relative density.

3.18.1.2 Shape base to required crown elevations and cross-slope grades.

3.18.1.3 When thickness of compacted base course is 8 inches or less, place materials in a single layer.

3.19 FIELD QUALITY CONTROL

3.19.1 Testing Agency Services: Allow testing agency to inspect and test each subgrade and each fill or backfill layer. Do not proceed until test results for previously completed work verify compliance with requirements.

3.19.1.1 Perform field in-place density tests according to ASTM D 1556 (sand cone method), ASTM D 2167 (rubber balloon method), or ASTM D 2937 (drive cylinder method), as applicable.

3.19.1.1.1 Field in-place density tests may also be performed by the nuclear method according to ASTM D 2922, provided that calibration curves are periodically checked and adjusted to correlate to tests performed using ASTM D 1556. With each density calibration check, check the calibration curves furnished with the moisture gages according to ASTM D 3017.

3.19.1.1.2 When field in-place density tests are performed using nuclear methods, make calibration checks of both density and moisture gages at beginning of work, on each different type of material encountered, and at intervals as directed by the Engineer.

3.19.1.2 Footing Subgrade: At footing subgrades, perform at least one test of each soil stratum to verify design-bearing capacities. Subsequent verification and approval of other footing subgrades may be based on a visual comparison of each subgrade with related tested strata when acceptable to A/E and Owner.

3.19.1.3 Paved and Building Slab Areas: At subgrade and at each compacted fill and backfill layer, perform at least one field in-place density test for every 5,000 sq. ft. or less of paved area or building slab, but in no case fewer than three tests.

3.19.1.4 Foundation Wall Backfill: In each compacted backfill layer, perform at least one field in-place density test for each 100 feet or less of wall length, but no fewer than two tests along a wall face.

3.19.1.5 Trench Backfill: In each compacted initial and final backfill layer, perform at least one field in-place density test for each 300 feet or less of trench, but no fewer than two tests.

3.19.2 When testing agency reports that subgrades, fills, or backfills are below specified density, scarify and moisten or aerate, or remove and replace soil to the depth required, recompact and retest until required density is obtained.

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3.20 PROTECTION

3.20.1 Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion.

Keep free of trash and debris.

3.20.2 Repair and re-establish grades to specified tolerances where completed or partially completed surfaces become eroded, rutted, settled, or lose compaction due to subsequent construction operations or weather conditions.

3.20.2.1 Scarify or remove and replace material to depth directed by the Engineer; reshape and recompact at optimum moisture content to the required density.

3.20.3 Settling: Where settling occurs during the Project correction period, remove finished surfacing, backfill with additional approved material, compact, and reconstruct surfacing.

3.20.3.1 Restore appearance, quality, and condition of finished surfacing to match adjacent work, and eliminate evidence of restoration to the greatest extent possible.

3.20.4 Erosion control: The Contractor shall be responsible for the prevention of erosion from the site, the control of turbidity generated on site and for maintaining graded surfaces, for the duration of the project. The Contractor shall take whatever steps necessary to prevent erosion and will be responsible for any damages that might occur to down-land properties as a result of increased run-off from the site during construction. Erosion control methods shall be in accordance with requirements of authorities having jurisdiction.

3.21 DISPOSAL OF SURPLUS AND WASTE MATERIALS

3.21.1 Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory soil, trash, and debris, and legally dispose of it off the Owner's property.

32 11 23 GRADED AGGREGATE BASE COURSE PAGE | 1

SECTION 32 11 23 – GRADED AGGREGATE BASE COURSE

PART 1 ‐ GENERAL

1.1 REFERENCES

1.1.1 The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. The publications shall be the most current issue.

1.1.2 FLORIDA DEPARTMENT OF TRANSPORTATION (FDOT)

1.1.3 FDOT SPECIFICATION 204

1.1.4 AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

1.1.4.1 ASTM C 117 Materials Finer than 75‐Micrometer (No. 200) Sieve in Mineral Aggregates by Washing

1.1.4.2 ASTM C 136 Sieve Analysis of Fine and Coarse Aggregates

1.1.4.3 ASTM D 75 Sampling Aggregates

1.1.4.4 ASTM D 1556 Density and Unit Weight of Soil in Place by the Sand‐Cone Method

1.1.4.5 ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft‐lbf/ft)

1.2 SUBMITTALS

1.2.1 Submit the following test reports: Materials sieve and particle size analysis

1.3 QUALITY ASSURANCE

1.3.1 Codes and Standards: Comply with FDOT Standard Specifications, latest edition, and with local governing regulations if more stringent than herein specified.

1.3.2 Testing and Inspection Service: Employ, at the Contractor’s expense, a testing laboratory, acceptable to the Architect/Engineer, to perform testing and inspection service for quality control testing during base course placement operations. Contractor shall replace materials removed for testing purposes. Should any work of materials fail to meet the requirements set forth in the plans and specifications, Contractor shall pay for re‐testing of same.

PART 2 ‐ PRODUCTS

2.1 GRADED AGGREGATE

2.1.1 Clean, sound durable particles of crushed stone conforming to FDOT SPEC 204.

PART 3 ‐ EXECUTION

3.1 SURFACE PREPARATION

3.1.1 Clean underlying surface of foreign substances. Provide adequate grade and line stakes for accurate placement and completion of the base course. Surface shall be of the specified line, grade, smoothness and compaction immediately before placement of base materials.

3.2 PLACEMENT AND PROCESSING

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3.2.1 Place materials in layers of uniform thickness with an approved spreader. When the compacted thickness is specified as 6” or less, the material shall be placed in a single layer.

3.3 COMPACTING AND FINISHING

3.3.1 Compact each layer of base course through full depth to at least 98 percent of the maximum laboratory density obtained in accordance with The Modified Proctor Test (ASTM D 1557, Method B or D). Determine in‐place density in accordance with ASTM D 1556. Surface shall be smooth, free from waves, and shall not deviate by more than 1/4 inch when tested with a 10 foot straightedge. Correct nonconforming areas before applying the next course. Place earth, or other approved materials, along the exposed edges of each course to the same height and for a width of at least one foot and compact with each course.

3.3.1.1 Layer Thickness: A. When the specified compacted thickness of the course is greater than 6 inches, construct the course in two or more layers. When the specified compacted thickness is 6 inches or less, one course construction may be used.

3.3.1.2 Maintenance: Perform additional reworking, mixing, shaping, and compacting necessitated by damage from atmospheric conditions, traffic, or other causes. Ensure that the true grade and cross section are maintained, with no rutting or other distortion, and that the base meets all requirements at the time the subsequent base course is applied. Base shall be properly drained at all times.

3.4 FIELD QUALITY CONTROL

3.4.1 Supply samples of coarse aggregate and binder material. Obtain approval for materials and select sources well in advance of the time when materials shall be required in the work.

3.4.1.1 Testing

3.4.1.1.1 Sieve Analysis: Make sieve and particle size analysis from each sample collected during the course of the project. Tests shall include an analysis of each grade of material and an analysis of the combined material representing the blend or mixture.

3.4.1.1.2 Smoothness Test: Perform smoothness test with a 10 foot straightedge applied parallel with and at right angles to the center line of the finished surface. Correct surface deviations in excess of 1/4 inch by loosening, adding or removing material, reshaping, watering, and compacting. When base course is constructed in more than one layer, smoothness requirements apply only to the top layer.

3.4.1.1.3 Field Density Tests: ASTM D 1556. Perform one field density test for each 500 square yards of each layer of base course.

3.4.1.1.4 Laboratory Density Tests: ASTM D 1557, Method B or D, for all material.

3.4.1.1.5 Thickness Tests: Take at least one depth measurement for each 500 square yards of completed base course. Make depth measurements by test holes, at least 3 inches in diameter, through the course. Where thickness deficiency exceeds 1/2 inch, correct by scarifying, adding mixture of proper gradation, reblading, and recompacting. Where measured thickness exceeds 1/2 inch thicker than shown, it shall be considered as the indicated or specified thickness plus 1/2 inch for determining the average. Average thickness shall be the average of the depth measurements and shall not underrun the thickness shown by more than 1/4 inch.

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3.4.1.1.6 Contamination of Base Material: If at anytime, the subgrade material should become mixed with the base course materials, the Contractor shall, without additional compensation, dig out and remove the mixture, reshape and compact the subgrade and replace the materials removed with clean base material, which shall be shaped and compacted as specified.

3.4.1.1.7 Cracks and Checks: If cracks or checks appear in the base, either before or after priming, which, in the opinion of the Engineer, would impair the structural efficiency of the base, the Contractor shall remove the cracks or checks by rescarifying, reshaping, adding base material where necessary and recompacting.

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SECTION 32 16 13 – CONCRETE SIDEWALKS AND CURBS & GUTTERS

PART 1 ‐ GENERAL

1.1 DESCRIPTION

1.1.1 The work specified in this Section consists of the construction of Portland cement concrete curb and gutter, concrete traffic separator, valley gutter, special concrete gutter, sidewalks and any other types of concrete curb not specified in other Sections. The various items shall be constructed in accordance with these specifications and in conformity with the lines, grades, dimensions and notes shown in the plans.

PART 2 ‐ PRODUCTS

2.1 MATERIALS

2.1.1 Concrete: All work under this section and any exterior concrete shall be of 4,000 psi concrete as specified in section 347 of the Florida Department of Transportation specifications for road and bridge construction, latest edition, hereinafter referred to as FDOT specifications.

(Disregard mention of 2500 psi concrete in FDOT specification).

2.1.2 Reinforcement: Any steel reinforcement required by the plans shall conform to the requirements of Section 415 of the F.D.O.T. Specifications.

2.1.3 Joint Materials: Joint materials for the various items shall be in accordance with Section 932 of the F.D.O.T. Specifications. Submit to Engineer for approval.

2.1.4 Concrete Mix, Design, and Testing:

2.1.4.1 Design Mix to produce normal‐weight concrete consisting of Portland cement, aggregate, water‐reducing or high‐range water‐reducing admixture (superplasticizer), air‐entraining admixture, and water to produce the flowing properties:

2.1.4.1.1 Compressive Strength: 4000 psi, minimum at 28 days, unless otherwise indicated. W/C ratio 0.58 maximum (non air‐entrained), 0.46 maximum (air‐entrained).

2.1.4.1.2 Slump Range: Not more than 8" after addition of HRWR admixture (superplasticizer) to verified 2"‐3" slump; not more than 3" for ramps, slabs and sloping surfaces; not more than 4" for other concrete.

2.1.4.1.3 Air Content: 5 to 8 percent.

2.1.4.2 All sampling and testing shall be conducted by a geotechnical engineer registered in the State of Florida. Submit test results directly to the Engineer. The following test shall be taken:

2.1.4.2.1 28‐day compressive test of concrete, minimum of 3 test cylinders per 50 cubic yards of concrete poured. If less than 50 cubic yards is poured, then a minimum of three test cylinders per day.

2.1.4.2.2 Air content, minimum one test for each day's pour.

2.1.4.2.3 Slump test, minimum three tests per 50 cubic yards of concrete poured. If less than 50 cubic yards is poured, then a minimum of three tests per day.

2.1.4.2.4 Contractor shall replace materials removed for testing purposes.

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2.1.4.2.5 Should any work or material fail to meet the requirements set forth in the plans and specification, Contractor shall pay for retesting of same.

2.1.4.2.6 Contractor shall notify the testing laboratory 24 hours prior to work being ready for testing. Contractor shall coordinate with and assist testing laboratory.

2.2 FORMS

2.2.1 Form Materials: Forms for this work shall be made of either wood or metal. They shall be straight, free from warp or bends and of sufficient strength, when staked, to resist the pressure of the concrete without deviation from line and grade. For all items constructed on a radius, the Contractor will be required to use flexible spring steel forms or laminated boards, unless otherwise permitted by the Engineer. Coat forms with a non‐staining form release agent that will not discolor or deface surface of concrete.

2.2.2 Depth of Forms: Forms shall have a depth equal to the plan dimensions for the depth of concrete being deposited against them.

2.2.3 Machine Placement: Placing of these items by machine methods may be allowed with the approval of the Engineer provided that an acceptable finished product, true to line, grade and cross‐section, is consistently produced.

PART 3 ‐ EXECUTION

3.1 SURFACE PREPARATION

3.1.1 Remove all loose material from compacted sub‐grade surface immediately before placing concrete.

3.1.2 The sub‐grade shall be uniformly graded, compacted and thoroughly dampened. There shall not be any soft or muddy spots, or free‐standing water on the sub‐grade.

3.2 EXCAVATION

3.2.1 Excavation shall be to the required depth, and the foundation material upon which these items are to be placed shall be compacted as specified in Section 120‐9 of the F.D.O.T.

Specifications.

3.3 FORM CONSTRUCTION

3.3.1 Set forms to the required grades and lines, braced and secured. Install forms to allow continuous progress of work and so that forms can remain in place at least 24 hours after concrete placement.

3.3.2 Check complete formwork for grade and alignment to following tolerances:

3.3.3 Top of forms not more than 1/8 inch in 10 feet.

3.3.4 Vertical face on longitudinal axis, not more than 1/4 inch in 10 feet.

3.3.5 Clean forms after each use and coat with form release agent as required to ensure separation from concrete without damage.

3.4 REINFORCEMENT

3.4.1 Clean reinforcement of loose rust and mill, scale, earth, ice, and other materials that reduce or destroy bond with concrete.

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3.4.2 Accurately position, support and secure reinforcement against displacement by formwork, construction, or concrete placement operations. Locate and support reinforcing by metal chairs, runner, bolsters, spacers and hangers, as required.

3.4.3 Place reinforcement to obtain at least the minimum coverage for concrete protection.

Arrange, space and securely tie bars and bar supports to hold reinforcement in position during concrete placement operation. Set wire ties so ends are directed into concrete, not toward exposed concrete surfaces.

3.5 CONCRETE PLACEMENT

3.5.1 Do not place concrete until subgrade and forms have been checked for line and grade.

Moisten sub‐grade if required to provide a uniform dampened condition at time concrete is placed. Do not place concrete around manholes or other structures until they are at required finish elevation and alignment.

3.5.2 Place concrete by methods that prevent segregation of mix. Consolidate concrete along face of form and adjacent to transverse joints with internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side forms. Use only square‐faced shovels for hand spreading and consolidation. Consolidate with care to prevent dislocation of reinforcing, dowels, and joint devices.

3.5.3 Use bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.

3.5.4 Deposit and spread concrete in a continuous operation between transverse joins or in layers of such thickness that no concrete will be placed on concrete that has hardened sufficiently to cause the formation of seams or planes of weakness. If interrupted for more than 1/2‐ hour, place a construction joint. Deposit concrete as nearly as practical to its final location to avoid segregation.

3.5.5 When adjacent pavement lanes are placed in separate pours, do not operate equipment on concrete until pavement has attained sufficient strength to carry loads without injury.

3.5.6 Fabricated Bar Mats: Keep mats clean and free from excessive rust, and handle units to keep them flat and free of distortions. Straighten bends, kinks, and other irregularities or replace units as required before placement. Set mats for a minimum 2‐inch overlap to adjacent mats.

3.5.7 Place concrete in 2 operations; strike off initial pour for entire width of placement and to the required depth below finish surface. Lay fabricated bar mats immediately in final position.

Place top layer of concrete, strike off and screed.

3.5.8 Remove and replace portions of bottom layer of concrete that have been placed more than 15 minutes without being covered by top layer or use bonding agent if acceptable to Engineer.

3.5.9 Curbs and Gutters: Automatic machines may be used for curb and gutter placement at Contractor's option. If machine placement is to be used, submit revised mix design and laboratory test results that meet or exceed minimums specified. Machine placement must produce curbs and gutters to required cross‐sections, line, grades, finish and jointing as specified for formed concrete. If results are not acceptable, remove and replace with formed concrete as specified.

3.6 JOINTS

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3.6.1 Expansion Joints: Provide pre‐molded joint filler for expansion joints abutting concrete curbs, valve boxes, manholes, structures, walks and other fixed objects, unless otherwise indicated.

Extend joint fillers full width and depth of joint, not less than 1/2 inch or more than 1 inch below finished surface where joint sealer is indicated. If no joint sealer, place top of joint filler flush with finished concrete surface. Furnish joint fillers in one‐piece lengths for full width being placed wherever possible. Where more than one length is required, lace or clip joint filler sections together. Protect top edge of joint filler during concrete placement with a metal cap or other temporary material Remove protection after concrete has been placed on both sides of joint. Locate expansion joints at a distance equal to the width of the walk/slab.

3.6.1.1 For curb, locate expansion joints every 20', at end of a run, at all inlets and radius points and at other locations indicated on plans.

3.6.2 Filler and Sealants: Sonolastic SL2 sealant or approved equal, submit specifications to Engineer for approval.

3.6.3 Construction Joints: Place construction joints at end of placements and at locations where placement operations are stopped for more than 1/2 hour, except where such placements terminate at expansion joints. Located and install construction joints so as not to impair strength and appearance of the structure, as acceptable to Engineer.

3.6.4 Isolation Joints in Slabs‐on‐Ground: Construct isolation joints in slabs‐on‐ground at points of contact between slabs on ground and vertical surfaces.

3.6.5 Control Joints: At intervals not greater than half the width of the walk/slab (see plans), the concrete shall be scored or saw‐cut to a depth equal to one‐third (1/3) the total depth of the concrete.

3.7 CONCRETE FINISHING

3.7.1 After striking‐off and consolidating concrete, smooth surface by screeding and floating. Use hand methods only where mechanical floating is not possible. Adjust floating to compact surface and produce uniform texture.

3.7.2 After floating, test surface for trueness with a 10‐ft. straightedge. Distribute concrete as required to remove surface irregularities, and re‐float repaired areas to provide a continuous smooth finish.

3.7.3 Work edges of slabs, gutters, back top edge of curb, and formed joints with an edging tool, and round to 1/2‐inch radius, unless otherwise indicated. Eliminate tool marks on concrete surface.

3.7.4 After completion of floating and when excess moisture or surface sheen has disappeared, complete troweling and finish surface as follows:

3.7.4.1 Broom finish by drawing a fine‐hair broom across concrete surface perpendicular to line of traffic. Repeat operation if required to provide a fine line texture acceptable to Engineer. Wash broom clean of excess and dried concrete as necessary during finishing operations.

3.7.4.2 On inclined slab surfaces, provide a coarse, non‐slip finish by scoring surface with a stiff‐ bristled broom, perpendicular to line of traffic. Wash broom clean of excess and dried concrete as necessary during finishing operations.

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3.7.4.3 Burlap finish by dragging a seamless strip of damp burlap across concrete, perpendicular to line of traffic. Repeat operation to provide a gritty texture acceptable to Engineer.

3.7.5 Do not remove forms for 24 hours after concrete has been placed. After form removal, clean ends of joints and point up any minor honeycombed…