TECHNICAL DOCUMENTS

FOR

THE VILLAGES AT

CARTER MANOR

PREPARED FOR:

CHATHAM COUNTY COMMISSION

J –32265.0001

SEPTEMBER 2025

thomasandhutton.com

Z:\32265\32265.0001\Documents\Construction\Specifications\00 1 - Contents.docx

TABLE OF CONTENTS

PAGE NUMBERS

TECHNICAL PROVISIONS

02 30 00 Subsurface Investigation 02 30 00–1 – 02 30 00–1

02 41 13 Selective Site Demolition 02 41 13–1 – 02 41 13–4

03 00 00 Concrete 03 00 00–1 – 03 00 00–11

10 14 53 Traffic Signage 10 14 53-1 – 10 14 53-3

31 00 00 Earthwork 31 00 00–1 – 31 00 00–6

31 10 00 Site Clearing 31 10 00–1 – 31 10 00–4

31 25 00GA Erosion and Sedimentation Controls (GA) 31 25 00GA–1 – 31 25 00GA–15

31 37 00 Rip–Rap 31 37 00–1 – 31 37 00–3

32 11 23 Aggregate Base Courses 32 11 23–1 – 32 11 23–5

32 12 16GA Asphalt Paving 32 12 16GA–1 – 32 12 16GA–6

32 17 23.43 Thermoplastic Pavement Markings 32 17 23.43–1 – 32 17 23.43–6

32 90 00 Planting 32 90 00–1 – 32 90 00–7

32 92 00 Turf and Grasses 32 92 00–1 – 32 92 00–8

33 10 00 Water Utilities 33 10 00–1 – 33 10 00–21

33 30 00 Sanitary Sewerage Utilities 33 30 00–1 – 33 30 00–28

33 40 00 Storm Drainage Utilities 33 40 00–1 – 33 40 00–16

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SECTION 02 30 00

SUBSURFACE INVESTIGATION

Paragraph Title Page

PART 1 – GENERAL

1.1 Description 02 30 00-1

1.2 Soil Investigation Data 02 30 00-1

PART 2 – PRODUCTS

See attached report.

PART 3 – EXECUTION

None in this Section

02 30 00-1

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SECTION 02 30 00

SUBSURFACE INVESTIGATION

1.1 DESCRIPTION

A. This section includes subsurface data logs for information only.

1.2 SOIL INVESTIGATION DATA

A. Subsurface data logs are available for information only. Actual conditions may vary. If bidders are not satisfied with accuracy and completeness of all available data, they are at liberty to make borings or perform soil investigation work for their own use at its expense. If Contractor chooses to perform their own investigation, work shall be coordinated with the Engineer. Any results from Contractor’s investigation shall be shared promptly with the Engineer. Owner reserves the right to share Contractor’s investigation data with other potential bidders if information could affect bidding process.

B. The boring logs and test results are for information of the Contractor. Owner and

Engineer assume no responsibility for the information.

See attached report.

None this Section.

END OF SECTION

Z:\32265\32265.0001\Documents\Construction\Specifications\02 41 13 Selective Site Demolition.docx

INDEX TO

SECTION 02 41 13 – SELECTIVE SITE DEMOLITION

1.1 Related Documents 02 41 13–1

1.2 Description of Work 02 41 13–1

1.3 Submittals 02 41 13–1

1.4 Job Conditions 02 41 13–1

1.5 Damages 02 41 13–1

1.6 Traffic 02 41 13–1

1.7 Explosives 02 41 13–2

1.8 Utility Services 02 41 13–2

1.9 Environmental Controls 02 41 13–2

1.10 Measurement and Payment 02 41 13–2

None this Section

3.1 Preparation 02 41 13–2

3.2 Demolition 02 41 13–3

3.3 Salvage Materials 02 41 13–3

3.4 Disposal of Demolished Materials 02 41 13–3

3.5 Clean–up and Repair 02 41 13–3

02 41 13–1

SECTION 02 41 13

SELECTIVE SITE DEMOLITION

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of Contract, including General and Supplementary

Conditions apply to work of this section.

1.2 DESCRIPTION OF WORK

A. Extent of selective demolition work is indicated on drawings.

1.3 SUBMITTALS

A. Schedule: Submit schedule indicating proposed methods and sequence of operations for selective demolition work to Owner's representative for review prior to commencement of work. Include coordination for shut–off, capping, and continuation of utility services as required, together with details for dust and noise control protection. Include schedule and location for return of items identified on plans to be delivered to Owner of property.

1.4 JOB CONDITIONS

A. Condition of Structures: Owner assumes no responsibility for actual condition of items to be demolished.

B. Partial Demolition and Removal: Items indicated to be removed but of value to

Contractor may be removed as work progresses. Transport salvaged items from site as they are removed.

Storage or sale of removed items on site will not be permitted.

C. Protections: Provide temporary barricades and other forms of protection as required to protect Owner's personnel and general public from injury due to selective demolition work.

Protect from damage existing finish work to remain in place and becomes exposed during demolition operations. Remove protections at completion of work.

1.5 DAMAGES

A. Promptly repair damages caused to adjacent facilities by demolition work at no cost to Owner.

1.6 TRAFFIC

A. Conduct selective demolition operations and debris removal in a manner to ensure minimum interference with roads, streets, walks, and other adjacent occupied or used facilities.

02 41 13–2

Do not close, block or otherwise obstruct streets, walks, or other occupied or used facilities without written permission from authorities having jurisdiction. Provide alternate routes around closed or obstructed traffic ways.

1.7 EXPLOSIVES

A. Use of explosives will not be permitted.

1.8 UTILITY SERVICES

A. Maintain existing utilities indicated to remain, keep in service, and protect against damage during demolition operations.

Do not interrupt existing utilities serving occupied or used facilities, except when authorized in writing by authorities having jurisdiction. Provide temporary services during interruptions to existing utilities, as acceptable to governing authorities.

1.9 ENVIRONMENTAL CONTROLS

A. Use water sprinkling, temporary enclosures, and other suitable methods to limit dust and dirt rising and scattering in air to lowest practical level. Comply with governing regulations pertaining to environmental protection.

Do not use water when it may create hazardous or objectionable conditions such as ice, flooding, and pollution.

1.10 MEASUREMENT AND PAYMENT

A. There will be no measurement for selective demolition. Payment will be made at the contract lump sum price. Payment will include equipment, labor, materials, protection, clean–up, disposal, and all work necessary to complete the selective demolition shown on the construction drawings.

None in this section

3.1 PREPARATION

A. Prior to commencement of selective demolition work, check areas in which work will be performed. Photograph or video existing conditions of surfaces, equipment, or surrounding properties that could be misconstrued as damage resulting from selective demolition work. File with Owner's representative prior to starting work.

B. Cover and protect equipment and fixtures to remain from soiling or damage when demolition work is performed in areas from which such items have not been removed.

02 41 13–3

3.2 DEMOLITION

A. Perform selective demolition work in a systematic manner. Use such methods as required to complete work indicated on drawings in accordance with demolition schedule and governing regulations.

Demolish concrete in small sections. Cut concrete at junctures with construction to remain using power–driven masonry saw or hand tools. Do not use power–driven impact tools.

Completely fill below–grade areas and voids resulting from demolition work. Provide fill consisting of approved earth, gravel and sand, free of trash and debris, stones over 2" diameter, roots or other organic matter.

If unanticipated mechanical, electrical, or structural elements, which conflict with intended function or design, are encountered, investigate and measure both nature and extent of the conflict. Submit report to Owner's representative in written, accurate detail. Pending receipt of directive from Owner's representative, rearrange selective demolition schedule as necessary to continue overall job progress without delay.

3.3 SALVAGE MATERIALS

A. All equipment and materials desired by Owner shall be delivered to a designated location, not further than 2 miles from the job site.

Any articles of historic significance will remain the property of the Owner. Notify

Owner’s representative if such items are encountered and obtain acceptance regarding method of removal and salvage for Owner.

3.4 DISPOSAL OF DEMOLISHED MATERIALS

A. Remove debris, rubbish and other materials resulting from demolition operations from site. Transport and legally dispose of materials off site.

If hazardous materials are encountered during demolition operations, comply with applicable regulations, laws, and ordinances concerning removal, handling, and protection against exposure or environmental pollution.

Burning of removed materials is not permitted on project site.

3.5 CLEAN–UP AND REPAIR

A. Upon completion of demolition work, remove tools, equipment and demolished materials from site. Remove protections and leave site clean.

Repair demolition performed in excess of required work. Return structures and surfaces to remain to the condition existing prior to commencement of selective demolition work. Repair adjacent construction or surfaces soiled or damaged by selective demolition work.

02 41 13–4

Fill in all voids created by selective demolition and grade site to drain. Grass all disturbed areas for erosion control.

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SECTION 03 00 00 – CONCRETE

1.1 Section Includes 03 00 00–1

1.2 Related Sections 03 00 00–1

1.3 Measurement and Payment 03 00 00–1

1.4 References (Latest Revision) 03 00 00–1

1.5 Submittals for Review 03 00 00–3

1.6 Quality Assurance 03 00 00–3

1.7 Regulatory Requirements 03 00 00–5

1.8 Environmental Requirements 03 00 00–5

1.9 Guarantee 03 00 00–5

1.10 Testing 03 00 00–5

2.1 Form Materials 03 00 00–5

2.2 Reinforcement 03 00 00–5

2.3 Concrete Materials 03 00 00–6

2.4 Accessories 03 00 00–6

2.5 Concrete Mix – By Performance Criteria 03 00 00–6

2.6 Source Quality Control and Tests 03 00 00–6

3.1 Examination 03 00 00–7

3.2 Construction Observation 03 00 00–7

3.3 Subgrade 03 00 00–7

3.4 Preparation for Placing 03 00 00–7

3.5 Forming 03 00 00–8

3.6 Reinforcement 03 00 00–8

3.7 Placing Concrete 03 00 00–8

3.8 Joints 03 00 00–8

3.9 Finishing 03 00 00–9

3.10 Joint Sealing 03 00 00–9

3.11 Tolerances 03 00 00–9

3.12 Curb and Gutter Sections 03 00 00–9

3.13 Concrete Curing 03 00 00–10

3.14 Field Quality Control 03 00 00–11

3.15 Protection 03 00 00–11

03 00 00–1

SECTION 03 00 00

CONCRETE

1.1 SECTION INCLUDES

A. Concrete sidewalks, curbs, and gutters.

1.2 RELATED SECTIONS

A. Section 31 00 00 – Earthwork.

B. Section 32 11 23 – Aggregate Base Courses.

1.3 MEASUREMENT AND PAYMENT

A. Concrete pavement and sidewalk, regardless of thickness, will be measured by the square yard of finished surface complete in place and accepted.

B. Curb and Gutter – Payment for concrete curb and gutter sections will be made at the unit price per linear foot for amount actually installed and accepted.

Measurement will be along the centerline of completed and accepted curb.

C. Payment shall constitute full compensation for furnishing all materials, plant, equipment, tools, forms, inserts, and for all labor and incidentals necessary to complete the work required by these specifications. No payment will be made for any material wasted, used for convenience of the Contractor, unused or rejected.

1.4 REFERENCES (LATEST REVISION)

A. ACI 211.1 – Selecting Proportions for Normal, Heavyweight, and Mass Concrete.

B. ACI 211.2 – Selecting Proportions for Structural Lightweight Concrete.

C. ACI 301 – Specifications for Structural Concrete.

D. ACI 302.1R – Guide for Concrete Floor and Slab Construction.

E. ACI 304R – Guide for Measuring, Mixing, Transporting and Placing Concrete.

F. ACI 305R – Hot Weather Concreting.

G. ACI 306R – Cold Weather Concreting.

H. ACI 308R – Guide to Curing Concrete.

I. ACI 318 – Building Code Requirements for Structural Concrete.

03 00 00–2

J. ACI 347 – Guide to Formwork for Concrete.

K. ASTM A185 – Steel Welded Wire Reinforcement, Plain, for Concrete.

L. ASTM A615 – Deformed and Plain Carbon – Steel Bars for Concrete

Reinforcement.

M. ASTM A 775/A 775M – Epoxy Coated Steel Reinforcing Bars.

N. ASTM B 221 – Aluminum and Aluminum–Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes.

O. ASTM C 33 – Concrete Aggregates.

P. ASTM C 39 – Compressive Strength of Cylindrical Concrete Specimens.

Q. ASTM C 42 – Test Method for Obtaining and Testing Drilled Cores and Sawed

Beams of Concrete.

R. ASTM C 94 – Ready–Mixed Concrete.

S. ASTM C 150 – Portland Cement.

T. ASTM C 172 – Practice for Sampling Freshly Mixed Concrete.

U. ASTM C 231 – Test Method for Air Content of Freshly Mixed Concrete by the

Pressure Method.

V. ASTM C 260 – Air–Entraining Admixtures for Concrete.

W. ASTM C 309 – Liquid Membrane–Forming Compounds for Curing Concrete.

X. ASTM C 330 – Light Weight Aggregates for Structural Concrete.

Y. ASTM C 494 – Chemical Admixtures for Concrete.

Z. ASTM C 618 – Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in

Concrete.

AA. ASTM C 920 – Elastomeric Joint Sealants.

BB. ASTM C 1116 – Fiber – Reinforced Concrete.

CC. ASTM D 994 – Preformed Expansion Joint Filler for Concrete (Bituminous Type).

DD. ASTM D 1751 – Preformed Expansion Joint Filler for Concrete Paving and Structural

Construction (Non–extruding and Resilient Bituminous Types).

EE. ASTM D 2103 – Polyethylene Film and Sheeting.

FF. ASTM D 3740 – Minimum Requirements for Agencies Engaged in Testing and/or

Inspection of Soil and Rock as Used in Engineering Design and Construction.

03 00 00–3

GG. ASTM E 329 – Agencies Engaged in Construction Inspection, Testing, or Special

Inspection.

1.5 SUBMITTALS FOR REVIEW

A. Section 01 33 00 – Procedures for Submittals.

B. Product Data: Provide data on joint filler, admixtures, and curing compounds.

C. Concrete Design Mix.

1.6 QUALITY ASSURANCE

A. Perform work in accordance with ACI 301, ACI 318, and ACI 330R.

B. Obtain cementitious materials from same source throughout.

C. Conform to ACI 117 – Specifications for Tolerances for Concrete Construction and

Materials.

D. Contractor to measure for accessible route with a 24" digital smart–level will be used to measure points along the accessible route. Line of measurement shall be parallel to the long edge of ramp or accessible route, whether straight or curved.

Longitudinal measurement lines shall be spaced 3 feet apart, but in no case, shall fewer than two lines be used. The horizontal measurement cross–slope will be measured every 6 feet. Engineer may request additional measurements if further investigation is necessary. The 24” Smart–level slope readings greater than specified tolerance within contract documents will be identified as non– compliant and not accepted.

E. Engineer reserves the right to mark and reject portions of concrete not within tolerance as specified.

F. Accessible Route Tolerance by measuring Floor Flatness and Levelness. Traffic floors All Accessible Routes shall conform to the following surface profile tolerances:

a. Floor Designation: All floor areas not specified to be part of the "defined traffic floor" Accessible Routes shall be part of a "random traffic floor" Non– accessible Route. Any floor slab comprising part of the traffic floor shall be designated a “traffic slab" Accessible Route.

b. Flatness and Levelness Tolerances: A traffic floor shall conform to the following surface profile tolerances:

Floor Flatness Number: FF

Specified Overall Value = 38

Minimum Local Value = 25

Floor Levelness Number: FL

Specified Overall Value = 25

Minimum Local Value = 17

03 00 00–4

c. Floor Tolerance Measurements: FF and FL tolerances shall be tested in accordance with ASTM E 1155. Actual overall F–numbers shall be calculated using the inferior / superior area method.

d. Timeliness of Floor Profile Tests & Reports: All floor tolerance measurements shall be made within 48 hours after slab installation. In all cases, tolerance measurements shall precede the removal of shores and forms. Results of all floor profile tests (including a running tabulation of overall FF and FL values for all traffic slabs installed to date) shall be provided to the

Contractor within 72 hours after each slab installation.

e. Remedy for Out–of–Tolerance Work: For purposes of flatness and levelness control, minimum floor section boundaries shall coincide with the control joints. Profile test compliance requirements apply to the time period specified above only. Contractor shall remedy any floor section measuring below either the minimum local FF, or FL number. Any floor section measuring at or above both the minimum local FF and FL number shall be accepted. If actual overall FF or FL number for entire random– traffic floor installation measures less than its specified value, then

Contractor shall undertake remedial measures acceptable to the

Engineer.

G. Defined random traffic floors Non–accessible Routes shall conform to the following surface profile tolerances:

a. Floor Designation: All floor areas specified as “defined random traffic floor" include only the Non–accessible route.

b. Flatness and Levelness Tolerances: The defined traffic floor shall conform to the following surface profile tolerances: Fmin = 25

c. Floor Tolerance Measurements: Fmin tolerances shall be tested in accordance with ASTM E 1486.

d. Timeliness of Floor Profile Tests & Reports: All floor tolerance measurements shall be made by the Contractor within 24 hours after slab installation and before saw cutting of control joints. In all cases, tolerance measurements shall precede the removal of shores and forms. Results of all floor profile tests including a running tabulation of overall Fmin values for all of defined– traffic slabs installed to date shall be provided to the Contractor within 48 hours after each slab installation.

H. Remedy for Out–of–Tolerance Work: For purposes of flatness and levelness control, minimum floor section boundaries shall coincide with the construction joints. Profile test compliance requirements apply to time period specified above only. Contractor shall remedy any floor section measuring below the Fmin number, in accordance with recommendations of the Engineer. Any floor section measuring at or above the Fmin number shall be accepted. If actual overall Fmin number entire defined–traffic floor installation measures less than its specified value, then Contractor shall undertake remedial measures acceptable to the

03 00 00–5

If a portion of a floor does not meet specified F–number, the following remedies are recommended:

a. Local value is out of spec – grind or replace floor.

b. Overall value is out of spec – Contractor shall pay the Owner per square foot for portion of floor not meeting F–number spec. This can be obtained by specifying a figure in project specifications in conjunction with square footage obtained from reading taken in the field.

1.7 REGULATORY REQUIREMENTS

A. Conform to City and County standards for paving work on public property.

1.8 ENVIRONMENTAL REQUIREMENTS

A. Do not place concrete when base surface temperature is less than 40 degrees F, or surface is wet or frozen.

1.9 GUARANTEE

A. Contractor shall guarantee the quality of materials and workmanship for a period of 12 months after acceptance. Defects discovered during this period shall be repaired by Contractor at no cost to the Owner.

1.10 TESTING

A. Testing laboratory shall operate in accordance with ASTM D 3740 and E 329 and be acceptable to the Engineer.

B. Testing laboratory and Project Engineer/Project Representative shall be given a minimum of 48 hours notice prior to taking any tests.

C. Testing shall be the Contractor’s responsibility and shall be performed at

Contractor‘s expense by a commercial testing laboratory operating in accordance with subparagraph A above.

D. Test results shall be furnished to the Engineer prior to continuing with associated or subsequent work.

2.1 FORM MATERIALS

A. Wood or steel form material profiled to suit conditions.

B. Joint Filler: ASTM D1751 type; 1/2 inch thick.

2.2 REINFORCEMENT

A. Reinforcing Steel: ASTM A 615, Grade 60 billet steel deformed bars; uncoated finish.

03 00 00–6

B. Welded Steel Wire Fabric: Plain type, ASTM A 185; uncoated finish.

C. Fiber reinforcement: Shall conform to ASTM C 1116 as manufactured by

Fibermesh Company or equivalent. Concrete mix design shall utilize between

0.5% and 1.0% fiber content.

2.3 CONCRETE MATERIALS

A. Cement: ASTM C 150, Type I – Normal.

B. Fine and Coarse Mix Aggregates: ASTM C 33. Coarse aggregate shall consist of granite stone.

C. Water: Potable, not detrimental to concrete.

D. Air Entrainment: ASTM C 260.

E. Chemical Admixture: ASTM C 494, Type A – Water Reducing.

2.4 ACCESSORIES

A. Curing Compound: ASTM C309, clear with fugitive dye.

B. Sealant: Joints shall be sealed per detail on project drawings, conforming to

ASTM C 920, Type S or M, Grade P or NS, Class 25.

2.5 CONCRETE MIX – BY PERFORMANCE CRITERIA

A. Provide concrete to the following criteria:

1. Flexible Strength: 700 psi.

2. Compressive Strength: 3,000 psi @ 28 days.

3. Slump: 4 to 5 inches.

B. Use accelerating admixtures in cold weather only when acceptable to Engineer.

Use of admixtures will not relax cold weather placement requirements.

C. Use calcium chloride only when accepted by Engineer.

D. Use set retarding admixtures during hot weather only when accepted by

2.6 SOURCE QUALITY CONTROL AND TESTS

A. All sampling and testing services shall be performed, at Contractor’s expense, by a testing agency operating in accordance to ASTM D 3740 and E 329 latest edition and acceptable to the Engineer.

B. Contractor shall submit to the Engineer a design mix on each class of concrete proposed for use. The mix shall be prepared by an acceptable testing

03 00 00–7 laboratory. Compressive strength of at least four specimens of the design mix shall indicate 15% higher than 28 days strengths specified. During the work, Contractor shall make three test cylinders for each 50 cubic yards, or fraction thereof, of concrete placed each day. One cylinder shall be tested at 7 days and the other two at 28 days in accordance with ASTM C 39. Copies of all test reports shall be furnished to the Engineer.

3.1 EXAMINATION

A. Verify subgrade conditions under provisions of Section 31 00 00 – Earthwork.

B. Verify compacted subgrade is acceptable and ready to support concrete and imposed loads.

C. Verify slopes and elevations of subgrade are correct.

3.2 CONSTRUCTION OBSERVATION

A. Engineer or Project Representative will have the right to require any portion of work be completed in their presence and if work is covered up after such instruction, it shall be exposed by Contractor for observation. However, if

Contractor notifies the Engineer such work is scheduled, and Engineer fails to appear within 48 hours, Contractor may proceed. All work completed, and materials furnished shall be subject to review by the Engineer or Project

Representative. Improper work shall be reconstructed. All materials, which do not conform to requirements of specifications, shall be removed from the work upon notice being received from Engineer for rejection of such materials.

Engineer shall have the right to mark rejected materials to distinguish them as such.

3.3 SUBGRADE

A. Prepare subgrade in accordance with Section 31 00 00 – Earthwork.

3.4 PREPARATION FOR PLACING

A. Water shall be removed from excavations before concrete is deposited.

Hardened concrete debris and other foreign materials shall be removed from the interior of forms and inside of mixing and conveying equipment. The reinforcement shall be made secure in position and shall be subject to examination and acceptance.

B. Moisten subgrade to minimize absorption of water from fresh concrete.

C. Coat surfaces of manhole, inlet, and catch basin frames with oil to prevent bond with concrete pavement.

D. Notify Engineer minimum 48 hours prior to commencement of concreting operations.

03 00 00–8

3.5 FORMING

A. Place and secure forms to correct location, dimension, profile, and gradient.

B. Assemble formwork to permit easy stripping and dismantling without damaging concrete.

C. Place joint filler in position, in straight lines. Secure to formwork during concrete placement.

D. Forms shall be constructed to the shape, line, and grade required and shall be maintained sufficiently rigid to prevent deformation under load. Form work and details of construction joints shall conform to ACI–318, Chapter 6.

3.6 REINFORCEMENT

A. Place reinforcement as indicated.

B. Interrupt reinforcement at expansion joints.

3.7 PLACING CONCRETE

A. Placing of concrete shall conform to Chapter 5 of the American Concrete

Institute Standard A.C.I. 318. Concrete having attained initial set or having contained water for more than 45 minutes shall not be used in the work.

Concrete shall not be dropped freely more than 5 feet. Concrete shall be mixed and placed only when the temperature is at least 40 degrees F and rising.

Concrete shall be placed only upon surfaces free from frost, ice, mud and other detrimental substances or conditions. When placed on dry soil or pervious material, water proof paper or polyethylene sheeting shall be laid over surfaces to receive the concrete.

B. Ensure reinforcement, inserts, embedded parts, formed joints and forms are not disturbed during concrete placement.

C. Place concrete continuously over the full width of panel and between predetermined construction joints. Do not break or interrupt successive pours so cold joints will not occur.

D. Place concrete to elevations indicated on the contract drawings.

3.8 JOINTS

A. Place expansion joints at 50-foot intervals and radius points.

B. Place contraction joints at 10-foot intervals. Align curb, gutter, and sidewalk joints.

C. Place joint filler between paving components and building or other appurtenances. Recess top of filler 1/8 inch.

03 00 00–9

D. Saw cut contraction joints 3/16-inch wide at an optimum time after finishing. Cut

1/3 into depth of slab.

3.9 FINISHING

A. Area Paving: Light broom.

B. Sidewalk Paving: Light broom, radius and trowel joint edges.

C. Curbs and Gutters: Light broom parallel to gutter.

D. Inclined Vehicular Ramps: Broomed perpendicular to slope.

E. Place curing compound on exposed concrete surfaces immediately after finishing. Apply in accordance with manufacturer's instructions.

F. Accessible Routes: Surfaces shall be stable, firm, and slip resistant. Slab Finish

Tolerances – Unless otherwise called out in the contract documents, finishes shall be true planes within 3/16 inch in 10 feet as determined by a 10–foot straightedge placed anywhere on the slab in any direction. Maximum variation in elevation for a level slab shall not exceed quarter of an inch (1/4") over the entire slab or accessible route tolerances.

3.10 JOINT SEALING

A. Separate pavement from vertical surfaces with 1/2-inch thick joint filler.

B. Place joint filler in pavement pattern placement sequence. Set top to required elevations. Secure to resist movement by wet concrete.

C. Extend joint filler from bottom of pavement to within 1/8 inch of finished surface.

3.11 TOLERANCES

A. Section 01 45 00 – Quality Control: Tolerances.

B. General Site Concrete:

1. Maximum Variation of Surface Flatness: 1/4 inch in 10 feet.

2. Maximum Variation from True Position: 1/4 inch.

C. Accessible Routes: Variation from design elevation shall not exceed 1/4 inch;

however, accessible routes shall not exceed maximum ADA allowable slopes.

Contractor shall remove and replace any and all portions of the accessible route exceeding maximum ADA allowable slopes.

3.12 CURB AND GUTTER SECTIONS

A. Shall be constructed as shown on the drawings and in accordance with applicable details. Subgrade below the curb and gutter sections shall be compacted to 98% density. Curb and gutter sections shall be constructed in

03 00 00–10 sections of uniform length and shall not exceed 10 feet or be less than 5 feet in length. Straight edging along the edge of gutter and top of curb shall conform to those requirements for adjacent pavement but with no irregularities to exceed

1/4 inch in 10 feet.

B. If slip–form or extruded construction is used, contraction joints shall be located at intervals no greater than 10 feet by sawing hardened concrete at the proper time. Joints shall be sawed between 4 to 8 hours after placing of concrete.

Depth of saw–cut shall be one–fourth thickness of the curb and gutter section.

The maximum width of cut shall be 1/4 inch. All joints shall be sawed in succession.

C. Half inch thick premolded expansion joints shall be installed completely through the joints at spaces not to exceed 50 feet and at all structures and walks.

D. When curb forms are removed, backfill shall be immediately placed, tamped, and graded behind the new curb to help protect line and grade. Machine methods of placing and forming may be used provided finished product is satisfactory to the Engineer.

E. Contractor shall place a concrete depressed curb at all driveways shown on the drawings or where a driveway is in use.

F. Cracked curb and gutter will not be accepted.

3.13 CONCRETE CURING

A. Immediately after placement and finishing, concrete shall be protected from moisture loss for not less than 7 days. For surfaces not in contact with forms, curing compound shall be uniformly applied after water sheen disappears from the concrete. Formed surfaces shall receive an application of curing compound if forms are removed during the 7-day curing period. Curing compound shall not be applied during rainfall.

B. Curing compound shall be applied under pressure at the rate of 1 gallon per 150 square feet by mechanical sprayers. The spraying equipment shall be of the fully atomizing type. At time of use, curing compound shall be thoroughly mixed with a fugitive dye uniformly dispersed throughout the sprayer. Care shall be taken to prevent application to joints where concrete bond is required, to reinforcement steel and to joints where joint sealer is to be placed. The compound shall form a uniform continuous coherent film which will not crack or peel and shall be free from pinholes and other imperfections. Concrete surfaces subjected to heavy rainfall within 3 hours after curing compound has been applied shall be resprayed by above method and at above coverage at no additional expense to the

Owner.

C. No pedestrian or vehicular traffic shall be allowed over the surface for seven days unless surface is protected by planks, plywood, or sand. Protection shall not be placed until at least 12 hours after application of the curing compound.

D. Protect concrete by suitable methods to prevent damage by mechanical injury or excessively hot or cold temperatures.

03 00 00–11

3.14 FIELD QUALITY CONTROL

A. Section 01 45 00 – Quality Control: Field observations and testing.

B. Three concrete test cylinders will be taken for every 50 or less cubic yards of each class of concrete placed each day.

C. One additional test cylinder will be taken during cold weather and cured on site under same conditions as concrete it represents.

D. One slump test will be taken for each set of test cylinders taken.

E. Maintain records of placed concrete items. Record date, location of pour, quantity, air temperature, and test samples taken.

3.15 PROTECTION

A. Immediately after placement, protect pavement from premature moisture loss, excessive hot or cold temperatures, and mechanical injury.

B. Do not permit vehicular traffic over pavement or curb for seven days minimum after finishing. Do not permit pedestrian traffic over concrete for three days.

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SECTION 10 14 53 – TRAFFIC SIGNAGE

1.1 Work Included 10 14 53-1

1.2 References 10 14 53-1

1.3 Submittals 10 14 53-1

1.4 Quality Assurance 10 14 53-1

1.5 Guarantee 10 14 53-1

1.6 Measurement and Payment 10 14 53-1

2.1 Uniformity 10 14 53-2

2.2 Materials & Workmanship 10 14 53-2

2.3 Product Review 10 14 53-2

3.1 General 10 14 53-2

3.2 Location 10 14 53-2

3.3 Erection 10 14 53-3

10 14 53-1

SECTION 10 14 53 – TRAFFIC SIGNAGE

1.1 WORK INCLUDED

A. Signs.

B. Posts.

C. Fabricating and installing traffic signs in accordance with details shown on construction plans and the Manual on Uniform Traffic Control Devices.

1.2 REFERENCES (LATEST REVISION)

A. ASTM A 123 – Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

B. ASTM A 153 – Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

C. ASTM A 193 – Alloy-Steel and Stainless Steel Bolting for High Temperature or High

Pressure Service and Other Special Purpose Applications.

D. ASTM A 307 – Carbon Steel Bolts, Studs, and Threaded Rod, 60,000 PSI Tensile

Strength.

E. ASTM A 615 – Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

F. ASTM B 209 – Aluminum and Aluminum-Alloy Sheet and Plate.

G. ASTM B 211 – Aluminum and Aluminum-Alloy Rolled or Cold Finish Bar, Rod, and Wire.

1.3 SUBMITTALS

A. A sample of all signs and posts to be placed shall be submitted to the Engineer for review prior to ordering.

1.4 QUALITY ASSURANCE

A. Material and equipment shall be the standard product of a manufacturer who has manufactured them for a minimum of 2 years and provides published data on quality and performance.

1.5 GUARANTEE

A. Contractor shall guarantee the quality of materials and workmanship for a period of

12 months after acceptance. Defects discovered during this period shall be repaired by Contractor at no cost to the Owner.

1.6 MEASUREMENT AND PAYMENT

A. Payment for signs will include all necessary labor and materials to fabricate and install the sign. Payment will be made on a job lump sum basis.

10 14 53-2

2.1 UNIFORMITY

A. All signs shall be uniform in shape, color, dimensions, legends, and illumination or reflectorization.

2.2 MATERIALS AND WORKMANSHIP

A. Signs: Shall be aluminum 0.08 inch minimum thickness and shall conform to ASTM

B 209, Alloy 6061-T6 or 5053-H38. Finished sign shall be clear cut, the lines of all letters and details true, regular and free from waviness, unevenness, furry edges, or lines and shall be free from all scaling, cracking, blistering, pitting, dents, or blemishes of any kind.

B. Sign Posts: Shall be galvanized steel flanged "U" channel section with a minimum

(before punching or drilling) of two (2) pounds per foot and shall conform to the minimum yield point and tensile strength specified in ASTM A 615 Grade 60.

Galvanizing shall be in accordance with ASTM A 123. Length as specified on the plans. Holes may be punched or drilled 3/8 inch in diameter and spaced one (1) inch center to center beginning one (1) inch from the top and extending the full length of post.

C. Hardware: Bolts shall be 5/16 inch diameter with hexagonal heads and of sufficient length to extend at least 1/4 inch beyond the nut when installed. Nuts shall be hex nuts of the self-locking plastic insert type. The thread fit for nuts shall be ANSI, Class

2B. The washers shall be flat and 25/64 inch ID by 3/4 inch OD by 0.091 inch thick.

These washers are to be placed between head of bolt and sign face. Bolts, nuts, washers and spacers may be aluminum, stainless steel or galvanized steel.

Galvanized steel bolts and washers shall conform to ASTM A 307, galvanized in accordance with ASTM A 153. Aluminum shall conform to ASTM B 211, Alloy 2024-T4 for bolts, Alloy 2017-T4 for nuts, and ASTM B 209, Alloy 2024-T4 for washers. Stainless steel shall conform to ASTM A 193, Type B8.

2.3 PRODUCT REVIEW

A. Contractor shall provide the Engineer with a complete description of all products before ordering. The Engineer will review all products before they are ordered.

3.1 GENERAL

A. Sign posts and their foundations and sign mountings shall be constructed to hold signs in a proper and permanent position, to resist swaying in the wind or displacement by vandalism.

3.2 LOCATION

A. Signs are to be placed as shown on the plans. Signs shall conform to height and lateral locations as shown in the Manual on Uniform Traffic Control Devices.

10 14 53-3

3.3 ERECTION

A. Drive type posts may either be driven in place or placed in prepared holes. Driven posts will be limited to locations where the surrounding soil is firm and stable. When sandy or unstable soils are present, each drive post shall be placed in a prepared dry hole minimum six (6) inches in diameter. Whenever posts are placed in prepared holes, the holes shall be backfilled with a mixture of Portland Cement and sand. The resultant mixture shall be mixed with water to a moist consistency and placed around posts. All posts shall be erected in a vertical and plumb position to a depth of three (3) feet and at an angle to the roadway as shown on plans or directed by Engineer.

Z:\32265\32265.0001\Documents\Construction\Specifications\31 00 00 - Earthwork.docx

SECTION 31 00 00 – EARTHWORK

1.1 Section Includes 31 00 00–1

1.2 Related Sections 31 00 00–1

1.3 Measurement and Payment 31 00 00–1

1.4 References 31 00 00–2

1.5 Submittals 31 00 00–2

1.6 Quality Assurance 31 00 00–3

1.7 Testing 31 00 00–2

2.1 Materials 31 00 00–3

2.2 Source Quality Control 31 00 00–3

3.1 Topsoil 31 00 00–3

3.2 Excavation 31 00 00–4

3.3 Ground Surface Preparation for Fill 31 00 00–4

3.4 Fill 31 00 00–4

3.5 Finished Grading 31 00 00–5

3.6 Disposal of Waste Material 31 00 00–5

3.7 Protection 31 00 00–5

3.8 Drainage 31 00 00–5

3.9 Field Quality Control 31 00 00–6

3.10 Proof Rolling 31 00 00–6

31 00 00–1

SECTION 31 00 00

EARTHWORK

A. Grading

B. Excavation

C. Backfilling

D. Compaction

E. Remove and Replace Topsoil

F. Dressing of Shoulders and Banks

G. Stone Drainage Filter

H. Water Control

I. Testing

A. Section 31 10 00 – Site Clearing

A. Grading to subgrades, construction of ditches, dressing of disturbed areas, removing and replacing topsoil, excavating, backfilling and compacting to required elevations, testing, staking, and construction supervision shall be included in the contract lump sum price for “Grading.”

B. Unsuitable Material – Payment will be made on a contract unit price for each cubic yard removed. Payment will include excavation and disposal of unsuitable material.

C. Borrow – Payment will be made on a contract unit price for each cubic yard in place. Payment will include furnishing materials required in excess of suitable materials available on site.

D. Earthwork – All earthwork associated with the installation of bulkheads, headwalls, wingwalls, weir structures, drainage filters, rip–rap, etc. shall not be measured for direct payment. Payment for the earthwork shall be included in the item to which it pertains.

31 00 00–2

E. Dewatering – No direct payment shall be made for dewatering. Dewatering shall be included in the item to which it pertains.

F. Proof Rolling – Payment will be made at the contract unit price. Payment will include furnishing a loaded truck, truck driver, fuel and rolling the designated areas.

G. Lagoon Excavation – Payment will be made at the contract unit price for each cubic yard of soil excavated. Payment will include excavation, grading banks and underwater slopes to plan grade, disposal of material off site at the

Contractor’s expense and all equipment and labor necessary to complete the lagoon.

1.4 REFERENCES (LATEST REVISION)

A. ASTM D 448 – Sizes of Aggregate for Road and Bridge Construction.

B. ASTM D 1557 – Laboratory Compaction Characteristics of Soil Using Modified

Effort.

C. ASTM D 2487 – Classification of Soils for Engineering Purposes (Unified Soil

Classification System).

D. ASTM D 3740 – Minimum Requirements for Agencies Engaged in Testing and/or

Inspection of Soil and Rock as Used in Engineering Design and Construction.

E. ASTM D 6938 – In–Place Density and Water Content of Soil and Soil–Aggregate by

Nuclear Methods (Shallow Depth).

F. ASTM E 329 – Agencies Engaged in Construction Inspection, Testing, or Special

Inspection.

1.5 SUBMITTALS

A. Section 01 33 00 – Submittal Procedures: Procedures for submittals.

B. Materials Source: Submit gradation analysis, proctor results, and soil classification for all borrow material.

1.6 QUALITY ASSURANCE

A. Perform work in accordance with Federal, State of Georgia, County of Chatham, Municipality of Savannah, standards.

1.7 TESTING

A. Laboratory tests for moisture density relationship for fill materials shall be in accordance with ASTM D 1557, (Modified Proctor).

B. In place density tests in accordance with ASTM D 6938.

31 00 00–3

C. Testing laboratory shall operate in accordance with ASTM D 3740 and E 329 and be acceptable to the Engineer.

D. The testing laboratory and Project Engineer/Project Representative shall be given a minimum of 48 hours notice prior to taking any of the tests.

E. Testing shall be Contractor’s responsibility and performed at Contractor‘s expense by a commercial testing laboratory operating in accordance with subparagraph C above.

F. Test results shall be furnished to the Engineer prior to continuing with associated or subsequent work.

2.1 MATERIALS

A. Borrow shall consist of sand or sand–clay soils capable of being readily shaped and compacted to the required densities, and shall be reasonably free of roots, trash, rock larger than 2 inches, and other deleterious material.

B. All soils used for structural fills shall have a PI (plastic index) of less than 10, and a

LL (liquid limit) of less than 30. Fill soils shall be dried or wetted to appropriate moisture contents prior to compaction. Additionally, fill soils used for the top 2 feet of fill beneath roads and parking lots shall have no more than 15% passing the # 200 sieve. Fill soils used for house lots shall have no more than 25% passing the # 200 sieve.

C. Contractor shall furnish all borrow material.

D. Contractor shall be responsible for and bear all expenses in developing borrow sources including securing necessary permits, drying the material, haul roads, clearing, grubbing, excavating the pits, placing, compaction and restoration of pits and haul roads to a condition satisfactory to property owners and in compliance with applicable federal, state, and local laws and regulations.

2.2 SOURCE QUALITY CONTROL

A. If tests indicate materials do not meet specified requirements, change material and retest.

B. Provide materials of each type from same source throughout the Work.

3.1 TOPSOIL

A. Contractor shall strip topsoil and stockpile on site at a location determined by the

Owner at the Contractor's expense.

31 00 00–4

B. Topsoil shall be placed to a depth of 4 inches over all disturbed or proposed landscaped areas.

C. Topsoil shall be provided at Contractor’s expense if it is not available from site.

D. Any remaining topsoil will be hauled off site at the Contractors expense.

E. Do not excavate wet topsoil.

3.2 EXCAVATION

A. Excavation is unclassified and includes excavation to subgrade elevations indicated, regardless of character of materials or obstructions encountered.

B. Suitable excavation material shall be transported to and placed in fill areas within limits of the work.

C. Unsuitable material encountered in areas to be paved and under building pads, shall be excavated 2 feet below final grade and replaced with suitable material from site or borrow excavations. Contractor shall notify Engineer if more than 2 feet of excavation is needed to replace unsuitable material.

D. Unsuitable and surplus excavation material not required for fill shall be disposed of off site.

E. Proper drainage, including sediment and erosion control, shall be maintained at all times. Methods shall be in accordance with the National Pollutant Discharge

Elimination System standards and other local, state, and federal regulations.

F. Unsuitable materials as stated herein are defined as highly plastic clay soils, of the

CH and MH designation, border line soils of the SC–CH description, and organic soils of the OL and OH description based on the Unified Soils Classification System.

Further, any soils for the top two feet of pavement subbase shall have no more than 15% passing the # 200 sieve.

3.3 GROUND SURFACE PREPARATION FOR FILL

A. All vegetation, roots, brush, heavy sods, heavy growth of grass, decayed vegetable matter, rubbish, and other unsuitable material within the areas to be filled shall be stripped and removed prior to beginning the fill operation.

B. Sloped ground surfaces steeper than 1 vertical to 4 horizontal, on which fill is to be placed shall be plowed, stepped, or benched, or broken up as directed, in such a manner where fill material will bond with the existing surface.

C. Surfaces on which fill is to be placed and compacted shall be wetted or dried as may be required to obtain the specified compaction.

3.4 FILL

A. Shall be placed in successive horizontal layers 8 inches to 12 inches in loose depth for the full width of the cross–section and compacted as required.

31 00 00–5

3.5 FINISHED GRADING

A. All areas covered by the project including excavated and filled sections and adjacent transition areas shall be smooth graded and free from irregular surface changes.

B. Degree of finish shall be that ordinarily obtainable from either blade–grader or scraper operations, supplemented with hand raking and finishing, except as otherwise specified.

C. Unpaved areas to within 0.1 feet of elevations shown on the drawings provided such deviation does not create low spots that do not drain.

D. Paved Areas – Subgrade to within 0.05 feet of the drawing elevations less the compacted thickness of the base and paving.

E. Building Pads – Subgrade to within 0.05 feet of the drawing elevations less the thickness of the concrete slab.

F. Ditches and lagoon banks shall be finished graded, dressed, and seeded within

14 calendar days of work to reduce erosion and permit adequate drainage.

3.6 DISPOSAL OF WASTE MATERIAL

A. All vegetation, roots, brush, sod, broken pavements, curb and gutter, rubbish, and other unsuitable or surplus material stripped or removed from limits of construction shall be disposed of by the Contractor.

3.7 PROTECTION

A. Graded areas shall be protected from traffic, erosion, settlement, or any washing away occurring from any cause prior to acceptance.

B. Contractor shall be responsible for protection of below grade utilities shown on the drawings or indicated by the Owner at all times during earthwork operations.

C. Repair or re–establishment of graded areas prior to final acceptance shall be at the Contractors expense.

D. Site drainage shall be provided and maintained by Contractor during construction until final acceptance of the project. Drainage may be by supplemental ditching, or pumping if necessary, prior to completion of permanent site drainage.

3.8 DRAINAGE

A. Contractor shall be responsible for providing surface drainage away from all construction areas. This shall include maintenance of any existing ditches or those constructed in the immediate vicinity of the work. Contractor shall provide proper and effective measures to prevent siltation of wetlands, streams, and ditches on both the Owner’s property, and those properties downstream.

31 00 00–6

3.9 FIELD QUALITY CONTROL

A. Compaction testing shall be performed in accordance with ASTM D 6938. Where tests indicate the backfill does not meet specified requirements, the backfill shall be reworked or removed and replaced, and then retested at the Contractor’s expense.

B. Unpaved areas – at least 90% of maximum laboratory density within 2% optimum moisture content unless otherwise approved by the Engineer.

C. Paved Areas and Under Structures – top 6 inch layer of subbase to at least 98% of maximum laboratory density within 2% optimum moisture content. Layers below top 6 inches shall be compacted to 95% of maximum laboratory density within 2% optimum moisture content.

D. Rolling and compaction equipment and methods shall be subject to acceptance by the Engineer. Acceptance in no way relieves Contractor of the responsibility to perform in correct and timely means.

E. Number of Tests – Under paved areas, no less than one density test per horizontal layer per 5,000 square feet of subbase shall be made. In unpaved areas, no less than one density test per horizontal layer per 10,000 square feet of fill area shall be made. Under curb and gutter, no less than one density test per every 300 linear feet. On building pads, no less than one density test per horizontal layer per

1,500 square feet of fill area shall be made.

3.10 PROOF ROLLING

A. Shall be required on the subbase of all curb and gutter and paved areas and on the base of all paved areas where designated by the Engineer. Proof rolling shall take place after all underground utilities are installed and backfilled. The operation shall consist of rolling the subbase or base with a fully loaded 10– wheeled dump truck. A full load shall consist of 10 to 12 cubic yards of soil or rock. The dump truck shall be capable of traveling at a speed of two to five miles per hour and be in sound mechanical shape with no exhaust leaks or smoking from burning oil. The Engineer shall determine number of passes and areas rolled.

Z:\32265\32265.0001\Documents\Construction\Specifications\31 10 00 - Site Clearing.docx

SECTION 31 10 00 – SITE CLEARING

1.1 Section Includes 31 10 00–1

1.2 Related Sections 31 10 00–1

1.3 Measurement and Payment 31 10 00–1

1.4 Regulatory Requirements 31 10 00–1

2.1 Materials 31 10 00–1

3.1 Preparation 31 10 00–1

3.2 Protection 31 10 00–2

3.3 Clearing 31 10 00–2

3.4 Removal 31 10 00–3

3.5 Disposal 31 10 00–3

3.6 Grubbing 31 10 00–3

31 10 00–1

SECTION 31 10 00

SITE CLEARING

A. Removal of surface debris.

B. Removal of paving and curbs.

C. Removal of trees, shrubs, and other plant life.

D. Topsoil excavation.

A. Section 31 00 00 – Earthwork.

B. Section 02 41 13 – Selective Site Demolition.

A. Site Clearing: Clearing, grubbing and other items to be removed will be included in the lump sum price in the proposal for clearing work. Includes clearing site, removing stumps, loading and removing waste materials from site.

1.4 REGULATORY REQUIREMENTS

A. Conform to applicable code for environmental requirements, disposal of debris, burning debris on site, and use of herbicides.

B. Coordinate clearing Work with utility companies.

2.1 MATERIALS

A. Provide tree protection materials as detailed on the construction drawings.

3.1 PREPARATION

A. Verify existing plant life designated to remain is tagged or identified.

B. Identify a waste area for placing removed materials.

31 10 00–2

3.2 PROTECTION

A. All trees on site will be saved except those marked specifically by the Owner’s representative for removal during construction.