university of south florida polytechnic phase 1 part...

TECHNICAL SPECIFICATIONS

FOR

UNIVERSITY OF SOUTH FLORIDA POLYTECHNIC PHASE 1 – PART 3

NOVEMBER 2011

PREPARED FOR:

USF POLYTECHNIC 439 SOUTH FLORIDA AVENUE

SUITE 300 LAKELAND, FL 33801

PREPARED BY:

andersonlaneinc. 2750 N. McMULLEN BOOTH ROAD

SUITE 104 CLEARWATER, FLORIDA 33761

Project No. 9019

P:\9019 USFP INFRASTRUCTURE\CONSTRUCTION\SPECS\PHASE 1 PART 3\00-CIVIL SPEC INDEX.DOCX

INDEX – CIVIL ENGINEERING SITE INFRASTRUCTURE PACKAGE PHASE 1 – PART 3

01 35 26.01 TRENCH SAFETY ACT 01 41 26.01 GENERIC PERMIT FOR STORMWATER DISCHARGES 31 00 00 EARTHWORK 31 11 00 CLEARING AND GRUBBING 31 25 00 EROSION AND SEDIMENTATION CONTROLS 31 32 19.01 GEOTEXTILE FABRICS 32 11 16.01 STABILIZED SUBBASE 32 11 23.43 CRUSHED CONCRETE BASE 32 12 16 ASPHALT PAVING 32 13 13.01 PORTLAND CEMENT CONCRETE FOR SITE WORK 32 13 13.33 CONCRETE SIDEWALK 32 16 13 CONCRETE CURB AND GUTTERS 32 17 24 SIGNAGE AND PAVEMENT MARKINGS 33 47 13.13 POND LINERS

UNIVERSITY OF SOUTH FLORIDA – POLYTECHNIC Phase 1 – Part 3 Project #555/ASA-1: Site Development & Infrastructure Outline Specifications

November 11, 2011 01 35 26.01-1

01 35 26.01 – FLORIDA TRENCH SAFETY ACT

The undersigned acknowledges the requirements of the Florida Trench Safety Act., F.S. (Section 553.60 et. seq. Florida Statutes), and hereby commits the bidder to the following in the performance of the work in the event that the subject contract is awarded to and executed by said bidder. 1. The Bidder further acknowledges that the Florida Trench Act., (the Act) establishes the

Federal excavation safety standards set forth at 29 CFR part 1926, Subpart P as the Interim State Standard until such time as the State of Florida, through its Department of Labor and Employment Security, or any successor agency, adopts, updates or revises said interim standard. This State of Florida standard may be supplemented by special shoring requirements established by the State of Florida or any of its political subdivision.

2. The Bidder, as Contractor, shall comply with all applicable excavation/trench safety

standards. 3. The Contractor shall consider the geotechnical data available from the Owner, if any, the

Contractor's own sources, and all other relevant information in its design of the trench safety system to be employed on the subject Project. The Contractor acknowledges sole responsibilities for the selection of the data on which it relies in designing the safety system, as well as for the system itself.

4. The amounts that the Bidder has set forth for pipe installation includes the following

excavation/trench safety measures and the linear feet of trench excavated under each safety measure. These units, costs, and unit prices shall be disclosed solely for the purpose of compliance with procedural requirements of the Act. No adjustment to the Contract time or price shall be made for any difference in the actual number of linear feet of trench excavation, except as may be otherwise provided in these Contract Documents.

Trench Safety

Measure (Description)

Units of Measure (LF, SF)

Unit Quantity

Unit Cost Extended Cost

A.

B.

C.

D.

E.

For Information Only, Not for Payment Purposes $

Bidder may use additional sheets as necessary to extend this form. Failure to complete the above may result in the bid being declared non-responsive.


November 11, 2011 01 35 26.01-2

5. The amount disclosed as the cost of compliance with the applicable trench safety

requirements does not constitute the extent of the Contractor's obligation to comply with

said standards. Contractor shall extend additional sums at no additional cost to the

Owner, if necessary, to comply with the Act (except as may otherwise be provided).

6. Acceptance of the bid to which this certification and disclosure applies in no way

represents that the Owner or its Representative has evaluated and thereby determined

that the above costs are adequate to comply with the applicable trench safety

requirements nor does it in any way relieve the Contractor of its sole responsibility to

comply with the applicable trench safety requirements.

Company:

Name and Title:

Address:

Telephone:

END OF SECTION


November 11, 2011 01 41 26.01-1

01 41 26.01 – GENERIC PERMIT FOR STORMWATER DISCHARGES The undersigned bidder acknowledges the requirement of the State of Florida - Department of Environmental Protection which has published the rules for NPDES General Permits for stormwater discharges from construction sites and said bidder agrees to assist the owner in the preparation of forms, applications, associated plans, and to fulfill the inspection and reporting requirements of the Generic Permit. The bidder acknowledges that he has taken the permit requirements and associated construction costs into account in the preparation of his lump sum bid. These permits are mandated under Section 402(p) of the Clean Water Act for "Stormwater Discharge from Construction Activities (including clearing, grading and excavation activities) that result in the disturbance of five (5) or more acres of total land area, including areas that are part of a larger common plan of development or sale." The EPA has published summary guidance for: "Developing Pollution Prevention Plans and Best Management Practices" (EPA 833-R-92-001, October 1992). The permit format is a Notice of Intent (NOI) and is to be submitted at least 48 hours prior to the commencement of construction to the Florida Department of Environmental Protection at NPDES Stormwater Notices Center, MS #2510, Florida Department of Environmental Protection , 2600 Blair Stone Road, Tallahassee, Florida 32399-2400. The Stormwater Pollution Prevention Plan (SWPPP) must be signed by authorized representatives of the contractor and subcontractors as well as the facility Owner. Copies of the NOI and SWPPP must be provided to state and local agencies who have issued stormwater management, grading, or land alteration permits or approvals. Acceptance of the bid to which this certification and disclosure applies in no way represents the Owner or its Representative has evaluated and thereby determined that the information is adequate to comply with the applicable U.S. EPA requirements nor does it in any way relieve the contractor of its sole responsibility to comply with the applicable U.S. EPA requirements, including inspection of all control measures at least once each week and following any storm (rainfall) event of 0.25 inches or greater, maintaining reports of each inspection and all other aspects of the SWPPP and Generic Permit for Stormwater Discharges from Construction Activities that disturb five or more acres of land issued under the provisions of Section 403.0885, Florida Statutes. Bidder (Company) Name and Title Address: Telephone ( )


November 11, 2011 31 00 00.00-1

31 00 00 – EARTHWORK

PART 1 – GENERAL

Section 1.01 – Description of Work

The work included under this section consists of furnishing all necessary labor,

equipment, material and transportation necessary to bring the streets, utility easements,

building sites, paved areas and open areas to the lines and grades as shown on the

drawings. In addition, work covered shall include excavation for drainage ditches,

canals, lakes and removing of unsuitable material.

Section 1.02 – Testing Standards

Embankments within the road right-of-way, under all paved areas and on building sites

shall be compacted, the frequency of testing shall be as determined by the governing

authority having jurisdiction.

PART 2 – PRODUCTS

Not Applicable

PART 3 - EXECUTION

Section 3.01 – Excavation

A. Limits of Work: Excavation shall conform to the limits indicated on the plans or

specified herein. This work shall include shaping and sloping and other work

necessary in bringing the excavation to the required grade, alignment and cross

section.

B. Suitable Material: All suitable materials removed from the excavation shall be used

as far as practicable in the formation of the embankments, subgrades, shoulders,

building sites and other places as directed. No excavated material shall be wasted

without permission, and where necessary to waste such material it shall be disposed

of as directed by the Owner.

C. Unsuitable Materials: Materials classified as A-2-5, A-2-6, A-2-7, A-4, A-5, A-6, A-7

and A-8 in accordance with AASHTO Designation M145 are considered to be

unsuitable material. This unsuitable material shall be removed to the required depth

and replaced to the satisfaction of the Owner's Representative with suitable material.

Unsuitable material existing in open areas may remain and these open areas may be

used for disposal areas for the unsuitable material as directed by the Owner's

Representative. Open areas shall be those areas that do not include building sites,

paved areas or street right-of-ways. All waste excavated material shall be

considered property of the Owner and disposed of as directed by the Owner.


November 11, 2011 31 00 00.00-2

Section 3.02 – Fills

A. General: Suitable materials for fills shall be a classified as A-1, A-3, or A-2-4 in

accordance with AASHTO Designation M145 and shall be free from vegetation and

organic material. The Owner will designate borrow sites within the project limits for

the additional fill material required. After all so designated borrow sites are

exhausted, the Contractor shall provide the remaining necessary material from offsite

sources at the Contractors expense.

B. Lift Depth: Fills shall be formed of suitable material placed in layers of not more than

8-inches in depth measured loose and rolled and/or vibrated with suitable equipment

until compacted. Thickness of layers may be increased provided the equipment and

methods used are proven by field density testing to be capable of compacting thicker

layers to specified densities. Layer thickness shall be decreased if equipment and

methods used are proven to be incapable of compacting layers to specified

densities.

C. Rock: Rock that will not pass through a 6-inch diameter ring shall not be placed

within the top 12-inches of the surface of the completed fill. Rock that will not pass

through a 3-inch diameter ring shall not be placed within the top 4-inches of the

completed fill.

D. Fills in Water: Only fill material classified as A-1 or A-3 in accordance with AASHTO

Designation M145 may be placed in water standing at the normal water table, which

cannot be removed by gravity after ditching, and shall be spread in a uniform layer of

thickness not in excess of that necessary to support the hauling, placing and

compacting equipment. Material above this lift shall be compacted as specified

above. Where dewatering has been in effect, compaction shall begin at the bottom

of the excavation, or where filling has commenced.

E. Muck Disposal: Muck or other unsuitable material may be used in areas designated

in the drawings or as directed by the Owner. Muck material used as fill shall be

placed in layers of not more than 12-inches in depth measured loose. When dry or

as directed by the Owner, this layer shall be disked and harrowed to break up large

pieces of the material. The above density requirements shall not apply to unsuitable

material so placed.

Section 3.03 – Building Pad Elevations

Final earthwork elevations shall be within 0.0 to 0.2 feet above the proposed pad

elevations.

END OF SECTION


November 11, 2011 31 11 00 - 1

31 11 00 – CLEARING AND GRUBBING

PART 1 - GENERAL

1.01 Description of Work

The work included under this section consists of furnishing all necessary labor, equipment, material and transportation necessary to complete the removal and disposal of all trees, brush, stumps, roots, grass, weeds, rubbish and all other obstructions resting on or protruding through the surface of the existing ground and excavated areas.

1.02 Site Conditions

Selective clearing will be performed in some areas by retaining selected trees. The trees selected by the Owner for saving shall be protected from construction equipment by the Contractor in a manner approved by the Owner and meeting the criteria for such protection as required by the applicable governmental agency.

PART 2 - PRODUCTS

Not Applicable.

PART 3 - EXECUTION

3.01 Clearing and Grubbing

Unless otherwise shown on the plans, all of the right-of-way areas and adjacent utility easements for telephone, electric and cable TV distribution lines; utility easements for water, storm drainage, and sanitary sewer construction; or areas designated for site grading shall be cleared and grubbed.

Where excavation is required within the roadway area or building site areas, all stumps, roots, etc., shall be removed to a depth of not less than 1 foot below the subgrade surface or final pad grade. Where fill is required within the roadway area or building site areas all stumps shall be grubbed to a depth of 1 foot below existing grade and replaced with compacted backfill before the area is filled.

Within all other areas where clearing and grubbing is required, all stumps, roots, and other debris projecting through or appearing on the surface of the ground shall be removed to a depth of 1 foot below the completed surface.

3.02 Selective Clearing

As an exception to the above provisions, where so directed by the Owner or indicated on the plans, desirable trees shall be trimmed, protected and left standing. All trimming will be accomplished under the direction of a Certified Arborist supplied by the Contractor.

3.03 Removal of Improvements

Remove existing above ground and below grade improvements and structures necessary to permit construction, and other work as indicated.

END OF SECTION


November 11, 2011 31 25 00 - 1

31 25 00 – EROSION AND SEDIMENTATION CONTROLS PART 1 - GENERAL 1.01 Description of Work

The work included under this section consists of furnishing all necessary labor, equipment, tools and materials, and in performing all operations in connection with the installation of a staked silt barrier, of cloth or straw bales, or a floating silt barrier for the protection of open water, wetland systems or areas intended to remain undisturbed by adjoining work.

This work shall be performed in strict accordance with the requirements of all applicable sections of these specifications and in conformity with lines, grades, notes and typical sections as shown on the drawings, as directed by the Design Engineer or as directed by representatives of governmental agencies having jurisdiction over areas to be protected.

PART 2 - PRODUCTS 2.01 Staked Fabric Silt Barrier

The sediment control fabric is to be woven polypropylene meeting the following standards:

Mullen Burst Test (ASTM D-3786)200 psi (min.) Grab Elongation (ASTM D-1682)30% (max.) Slurry Flow Rate (VTM-51)0.3 gpm/sf (min.) Retention Efficiency (VTM-51)75% (min.)

The fabric is to be provided in widths adequate to provide a barrier of 30 inches in height and allow for 6 inches of fabric to be buried for toe restraint.

2.02 Floating Silt Curtain

The floating silt curtain is to be provided in pre-manufactured segments to the depth shown on the plans. Each segment is to have integral flotation, ballast and tension reinforcing. The silt curtain may be manufactured of nylon reinforced vinyl or other fabric having suitable resistance to sunlight and oils and having a minimum tensile strength of 300 pounds per inch of fabric.

PART 3 - EXECUTION 3.01 Staked Cloth Silt Barrier

The sediment control fabric is to be attached, per the manufacturer’s recommendation, to the uphill or sediment producing side of the stakes. The stakes are to be spaced at no greater than 10 feet intervals. A 4 to 6 inch trench is to be dug along the fence line and backfilled with the bottom 6 inches of fabric in place. The ends of each unit of fence are to be connected to the adjoining fence with a connector provided by the manufacturer or the fabric is to be lapped sufficiently to prevent sediment from escaping


November 11, 2011 31 25 00 - 2

3.02 Staked Straw Bales

Securely bound bales of straw may be used as a sediment barrier. The bales are to be securely bound with two strands of rope or wire. The bales are to be positioned in a 4 inch trench along the plan alignment and each bale is to be secured by driving two 2"x 2" stakes through the bale and 18" to 24" into the ground. The tops of the stakes are then to be secured by a continuous wire tie.

Deteriorated bales shall be replaced as directed by the Owner's Engineer.

3.03 Floating Silt Curtain

The floating silt curtain is to be securely fastened to solid ground at any points of contact with the shoreline and is to be anchored or restrained at intermediate locations sufficient to prevent the distortion of the curtained area due to the action of wind, waves, currents, or the effects of the work in progress.

3.04 Removal

Upon acceptance of the completed work the contractor shall be responsible for the complete removal of all silt barriers unless so directed by the Owner's Engineer. Following removal, all materials shall become the property of the contractor.

END OF SECTION


November 11, 2011 31 32 19.01 - 1

32 32 19.01 – GEOTEXTILE FABRICS

Reference Florida Department of Transportation Standard Specifications for Road and Bridge Construction, latest edition.


November 11, 2011 32 11 16.01 - 1

32 11 16.01 – STABILIZED SUBASE

PART 1 - GENERAL 1.01 Description of Work

A. The work covered by this section consists of furnishing all necessary labor, equipment, tools and materials, and in performing all operations in connection with the construction of stabilized subbase under streets, parking and other paved areas.

B. This work shall be performed in strict accordance with the requirements of all

applicable sections of these specifications and in conformity with lines, grades, notes and typical cross sections shown on the drawings or as directed by the Owner's Engineer.

1.02 Alternate Specifications

Special attention is called to the fact that certain portions of the work for this project are described by reference to the "Standard Specifications". The term "Standard Specifications" refers to "The Standard Specifications for Road and Bridge Construction", latest edition, approved and adopted by the Florida Department of Transportation. In any case, where a specific detail regarding materials or method of construction has been omitted in the specifications, such work shall be performed in accordance with the requirements of the "Standard Specifications".

1.03 Testing Standards

LBR, thickness and field density tests shall be made at an interval meeting the criteria established by the governing authority. In the roadway the tests are to be in a staggered pattern, and in the curbline the tests are to be taken at each side of the road.

PART 2 - PRODUCTS Not Applicable PART 3 - EXECUTION 3.01 General

Where called for on the drawings, a stabilized subbase shall be constructed in accordance with the specifications contained herein. The stabilized subbase shall consist of an improved earth course constructed to the depth, width and having a minimum LBR of 40. The stabilized subbase shall consist of a homogeneous blend of local and added materials, thoroughly mixed and compacted for the full width of the required section.


November 11, 2011 32 11 16.01 - 2

3.02 Stabilization

A. In areas where it is necessary to add stabilizing materials to obtain the required bearing values, such materials added shall be spread uniformly over the area and thoroughly mixed to the full depths required by the drawings.

B. Material added to the existing grade for increasing the bearing value of the soil shall be either limerock, marl, or other additive approved by the Design Engineer.

3.03 Compaction

After the stabilized subbase has been properly shaped, it shall be brought to a firm, unyielding surface, by rolling the entire area with a power roller weighing not less than 10 tons. All areas inaccessible to the roller shall be thoroughly compacted with hand tampers weighing not less than 50 pounds, the face of which shall not exceed 100 square inches in area. Unless the material at the time of rolling contains sufficient moisture to insure proper compaction, it shall be watered as necessary and then compacted. Material containing excess moisture shall be permitted to dry to the proper consistency before being compacted.

3.04 Unacceptable Materials

All soft and yielding material and other portions of the subbase or subgrade which will not compact readily shall be removed and replaced with suitable material and the whole subbase brought to line and grade and to a foundation of uniform compaction and supporting ability. All stumps, roots or other perishable matter encountered in the preparation of the subbase shall be removed to a depth of not less than 12 inches below the bottom of the base course.

END OF SECTION


November 11, 2011 32 11 23.33-1

32 11 23.33 - CRUSHED CONCRETE BASE PART 1 - GENERAL 1.01 Description of Work

The work included under this section consists of furnishing all necessary labor, equipment, tools and materials, and in performing all operations in connection with the construction of a crushed concrete base for streets, parking and other paved areas. The work shall consist of furnishing all necessary crushed concrete base material, spreading of base course materials on the prepared stabilized subbase, compacting and finishing the materials to the required lines, grades and cross sections. This work shall be performed in strict accordance with the requirements of all applicable sections of these specifications and in conformity with lines, grades, notes and typical cross sections shown on the drawings or as directed by the Design Engineer.

1.02 Alternate Specifications Special attention is called to the fact that certain portions of the work for this project are described by reference to the "Standard Specifications". The term "Standard Specifications" refers to "The Standard Specifications for Road and Bridge Construction" latest edition, approved and adopted by the Florida Department of Transportation. In any case, where a specific detail regarding materials or method of construction has been omitted in the specifications, such work shall be performed in accordance with the requirements of the "Standard Specifications".

1.03 Testing Standards Shall be per the governing authorities testing criteria. 1.04 Submittals

The contractor shall provide test results or certification for base course material and all materials shall be approved by the Design Engineer prior to use in the work.

PART 2 - PRODUCTS 2.01 Materials

Composition Base material shall conform to the following gradation:

Sieve Size Percent by Weight Passing

2" 100

1 1/2" 95-100

3/4" 65-90

3/8" 45-75

No. 4 35-60

No. 10 24-45

No. 50 5-25

No. 200 0-10


November 11, 2011 32 11 23.33-2

Material for Crushed Concrete Base shall consist only of crushed concrete and such additive materials as may be approved by the Design Engineer for the purpose of facilitating construction and achieving the desired characteristics of the finished in-place product. Material which shows a significant tendency toward adverse chemical or physical change on exposure to moisture will not be acceptable. The material shall be free of any Ferrous Metals.

2.02 Mechanical and Physical Properties The material shall not contain lumps, balls, or pockets of sand or clay material in size or quantity sufficient to be detrimental to the proper bonding, finishing or strength of the crushed concrete base. The specific mechanical and physical properties of crushed concrete aggregate and any additive materials permitted in the construction of Crushed Concrete Base shall be determined on the basis of test results as the work progresses. The finished in-place product shall provide at least an LBR of 100 or greater.

PART 3 - EXECUTION 3.01 Placement and Spreading of Material

The material shall be transported to the point where it is to be used over crushed concrete previously placed where possible and dumped at the end of the preceding spread. Hauling over the subgrade, or dumping on the subgrade for further placement operations, will be permitted only when, in the opinion of Owner’s Engineer, such procedures will not adversely affect the integrity of the completed base and subgrade. Spreading shall be accomplished by mechanical spreaders capable of producing an even distribution of the crushed concrete aggregate. Spreading by other means shall be permitted only where and as directed by the Owner’s Engineer.

3.02 Base Courses The minimum thickness of the Crushed Concrete Base constructed shall be as shown on the plans. When the specified compacted thickness of the base is greater than 6-1/2 inches, the base shall be constructed in two courses. The thickness of the first course shall be approximately one-half the total thickness of the finished base, or enough additional to bear the weight of the construction equipment without disturbing the subgrade. At no time shall more than three days' work of the first course be spread and compacted ahead of the second course except where specifically authorized by the Owner's Engineer.

3.03 Compacting and Finishing Requirements After spreading is completed the crushed concrete shall be uniformly compacted with water being added as required. During final compaction operations, if the blading of any areas is necessary to obtain the true grade and cross section, the compacting operations for such areas shall be completed prior to the performance of density tests on the finished base. In no case should thin layers of fine material be added to the top layer of the base course in order to meet the required elevation. When additional material is needed to obtain required grade, the surface shall be scarified for a distance of 100 feet in each direction from the deficient area, sufficient material added and recompacted to specified density.


November 11, 2011 32 11 23.33-3

3.04 Testing Surface and Thickness After completion of compaction, the surface of the base course shall be checked with a template cut to the required crown and the thickness shall be checked by boring's. Any surface irregularities in excess of 1/4 inch or any deficient thickness shall be corrected by scarifying and adding material after which the entire area shall be recompacted as specified above.

3.05 Priming and Maintaining The prime coat shall be applied only when the base meets the required moisture and density requirements. At the time of priming, the base shall be firm, unyielding, and in such condition that no undue distortion will occur. The Contractor will be responsible for insuring that the true crown and templet of the base are maintained, with no rutting or other distortion, and that the base meets all requirements at the time the surface course is applied. The finished base shall be covered with an application of cutback asphalt, Grade RC-70 or RC-250, meeting the requirements of AASHTO M81-75, applied at the rate of 0.15 to 0.20 gal. per sq. yard. The actual rate of application shall provide complete coverage without excessive run-off. At the time of this application, the surface of the base shall be tightly knit and free of loose material, and it shall contain sufficient moisture to prevent excessive penetration of the asphalt. If necessary to insure this, sufficient water to fill the surface voids shall be applied immediately before the asphalt is applied. The bituminous material shall be sanded, using approximately 10 pounds of clean sand per square yard, immediately after application of the bituminous material, and rolled with a traffic roller until a uniform, dense mat has been achieved. A drag broom shall be used to maintain sand coverage during the rolling phase of the work.

END OF SECTION


November 11, 2011 32 12 16-1

32 12 16 – ASPHALT PAVING Reference Florida Department of Transportation Standard Specifications for Road and Bridge Construction, latest edition.


November 11, 2011 32 13 13.01-1

32 13 13.01 – PORTLAND CEMENT CONCRETE FOR SITE WORK PART 1 - GENERAL 1.01 Description of Work

The work included under this section consists of furnishing all materials, equipment and labor required to construct all concrete work shown on the drawings or incidental to the proper execution of the work.

1.02 Submittals Prior to placing any concrete, the Contractor shall submit for the Owner's Engineer's approval, a design mix, calculated by a recognized testing laboratory, and using the approved aggregates to produce a workable mix of the desired strength, together with certified copies of 7 day and 28 day tests of cylinders taken from concrete made according to the design mix.

1.03 Alternate Specifications Special attention is called to the fact that certain portions of the work for this project are described by reference to the "Standard Specifications". The term "Standard Specifications" refers to "The Standard Specifications for Road and Bridge Construction", latest edition, approved and adopted by the Florida Department of Transportation. In any case, where a specific detail regarding materials or method of construction has been omitted in the specifications, such work shall be performed in accordance with the requirements of the "Standard Specifications".

PART 2 - PRODUCTS 2.01 Portland Cement

A. General: For general concrete construction ASTM Designation C-150 Type I or Type II,

or Federal Specifications SS-C-192 Type I or II. B. Type II Cement: For construction of sewage treatment plant, pump station structures

and sanitary sewer manhole inverts Type II cement shall be used. C. Slag Cement: Slag cement shall conform to ASTM Designation C-205 or Federal

Specification SS-C-197. Slag cement may be used in the maximum ratio of 1 part of slag cement by weight to 6 parts of total cement by weight if approval by the Design Engineer is obtained prior to use.

2.02 Fine Aggregate

A. General: Fine aggregate shall be clean, hard, strong, durable uncoated particles of

natural sand known as Lake Wales, Interlachen or approved equal. The source, composition, quality and gradation of the fine aggregate shall be subject to the approval of the Owner's Engineer. Samples of the sand shall be furnished, together with certified copies of the gradation and analysis from a recognized testing laboratory.


November 11, 2011 32 13 13.01-2

B. Deleterious Substances: The weight of extraneous or deleterious substances shall not exceed the following percentages:

Loss by decantation ............................. 3% Shale .................................................... 1% Clay lumps ........................................... 1% Coal and lignite..................................... 1%

C. Sieve Analysis: The fine aggregate shall be reasonably well graded from coarse to fine,

and when tested by means of laboratory sieves shall meet the following requirements in percent of total weight:

Total Retained On Percent

No. 4 Sieve .................................. 0 - 5 No. 10 Sieve ............................... 3 - 30 No. 30 Sieve ............................. 30 - 70

No. 50 Sieve ............................. 65 - 95 No. 100 Sieve .......................... 95 - 100

D. Deficiencies in the percentages of the fine aggregates passing the No. 50 and No. 100

sieves may be remedied by the addition of pozzolanic or cementitious materials excepting Portland cement. Such materials must meet the approval of the Owner's Engineer.

2.03 Coarse Aggregate

A. General: Coarse aggregate shall consist of hard, tough, durable components, free from

adherent coatings and vegetable matter, and shall not contain soft, friable, thin or elongated particles in quantities considered deleterious by the Engineer. Coarse aggregate shall be properly graded from fine to coarse to produce concrete of the desired strength, density, and workability. The source, composition, quality and gradation of the coarse aggregate shall be subject to the approval of the Owner's Engineer. Samples of the coarse aggregate shall be furnished together with certified copies of the gradation and analysis from a recognized testing laboratory.

B. Deleterious Substances: All coarse aggregate shall be washed and shall be free from

disintegrated pieces, salt, alkali, vegetable matter and adherent coatings. The total percentage of all deleterious substances shall not exceed 5 percent by weight. The substances designated shall not be present in excess of the following amounts:

Loss by decantation ............................... 1% Clay lumps or other soluble materials ............................... 1/4% Soft fragments ........................................ 5%


November 11, 2011 32 13 13.01-3

C. Sieve Analysis: Where the cover over reinforcing is 2" or more, the maximum size of aggregate shall be 1-1/2". Where the cover over reinforcing is less than 2", the maximum size of aggregate shall be 3/4". The maximum size of aggregate shall not exceed 1/5 of the narrowest dimension between forms nor 3/4 of the minimum clear spacing between reinforcing bars. The grading of the coarse aggregate in the concrete shall be within the following limits:

Maximum size square mesh screen ................. 97 - 100% 1/2 maximum size square mesh screen ............. 40 - 70% No. 4 Sieve ............................................................ 0 - 6%

2.04 Water

A. The water used in mixing concrete shall be fresh, clean and free from injurious amounts

of oil, acid, alkali, or organic matter. B. Water from any other source other than a municipal water supply shall be shown by test

to comply with Florida Department of Transportation requirements for mixing water.

2.05 Design Mix The mixes shall be designed to secure concrete having a minimum compressive strength at age 28 days as shown in the following table. Unless otherwise specified, Class B concrete shall be used.

Compressive Strength In Pounds Per Square Inch

Cylinder Strength Class For Design Purposes 7 Days 28 Days

A 4,200 2,500 4,000

B 3,200 1,800 3,000 C 2,700 1,500 2,500

2.06 Reinforcing Steel

A. General: The reinforcing, fabricated to shapes and dimensions shown, shall be placed

where indicated on the drawings. Before placing, all reinforcements shall be thoroughly cleaned of rust, mill scale or coatings, which would reduce or destroy the bond.

B. Reinforcing steel shall be detailed, fabricated and placed according to the methods and

standards recommended in the "Manual of Standard Practice for Detailing Reinforced Concrete Structures" of the American Concrete Institute.

C. Splices in reinforcing mats shall be staggered. Horizontal mats shall be supported on

metal chairs with all sills or pads below subgrade. Spacers shall be provided for wall and column steel and shall be removed as the concrete is placed.

D. The concrete covering over steel reinforcement shall be as shown on the plans. E. Reinforcing Bars: Reinforcing bars shall conform to the requirements of Federal

Specification QQ-S-632 and shall be as follows:


November 11, 2011 32 13 13.01-4

1. Bent: Type II (deformed), Class B40 2. Straight: Type II (deformed), Class B40 3. Column Ties: Type I (plain), Class B40

F. Wire Mesh: Wire mesh, unless otherwise shown on the drawings or specified, shall be 6" x 6" - No. 10 woven or electrically welded wire fabric conforming to the requirements of ASTM Designation A 185 Latest Revision.

PART 3 - EXECUTION 3.01 Mixing

A. General: Concrete shall be machine-mixed in standard equipment in good condition,

operated within its rated capacity. The batching plant shall be equipped with facilities for measurement of dry materials by weight, and water by weight or volume. Mixing equipment may be a portable plant (job-mix), or truck mounted (transit-mix). The use of transit-mix concrete will be limited by length of haul. Transit-mixing will be required to meet the requirements for mixing time. Batching plant and handling equipment shall be of sufficient capacity to produce and place concrete without interruption or cold joints. All equipment shall be subject to the approval of the Owner's Engineer.

B. Proportioning: All materials except water shall be proportioned into the mix by weight.

Water may be proportioned either by weight or volume. C. Delivery tickets for transit mix concrete shall show the weight of cement of each type

incorporated in the batch. D. Precise control of the proportions and amounts of all materials will be required.

Unauthorized changes in proportions or addition of water shall be sufficient cause for rejection of the batch. The proportions of the approved design mix may be changed only upon specific approval of the Design Engineer. The use of admixture to improve workability will not be approved unless such admixture is a part of the design mix. Only admixture of pozzolanic, cementious or silicious nature will be considered.

E. Slump: The amount of water used in the mix shall be kept at the minimum necessary to

produce concrete of a workable consistency. Consistency shall be measured at the time of pouring by slump tests when directed by the Owner's Engineer. The slump shall fall within the following tabulated limits:

Slump In Inches Type of Structure Minimum Maximum Massive sections, pavement and slabs on ground 1-1/2 4 Heavy slabs, beams or walls 3 5 Thin walls and columns, ordinary slabs or beams 3-1/2 6

F. Mixing Duration: The minimum time for mixing each batch after all materials are in the mixer shall be 1 minute for 1/2 to 1-1/2 cubic yard mixers, and 1-1/2 minutes for mixers over 1-1/2 cubic yard capacity. The mixer shall revolve at a uniform speed, a minimum of twelve revolutions after all materials have been placed therein. Neither the speed nor


November 11, 2011 32 13 13.01-5

the volume capacity of the mixer shall exceed those recommended by the manufacturer. Excessive over-mixing requiring addition of water to preserve the consistency will not be permitted.

3.02 Placing

A. Time Limit: Concrete shall be placed before the initial set has occurred and in no event

after it has contained its water content for more than 30 minutes. B. Placing: The concrete shall be placed by suitable equipment as nearly possible to its

final location and without any segregation of the aggregate. Any free vertical drop shall not exceed three feet. The concrete shall be compacted and worked in an approved manner into all corners and angles of the forms and around reinforcement and embedded fixtures in such a manner as to prevent segregation of the coarse aggregate.

C. Vibrator: All concrete shall be placed with the aid of mechanical vibrating equipment

supplemented by hand forking or spading. Vibration shall be transmitted directly to the concrete and not through the forms. The duration of vibration at any location in the forms shall be held to the minimum necessary to produce thorough consolidation.

D. Cold Joints: Before depositing new concrete on or against concrete which has set, the

existing surfaces shall be cleaned of all laitance, foreign matter and loose particles, and covered with a neat cement grout. Grout for horizontal construction joints shall be of cement and fine aggregate in the same proportions as in the concrete to be placed, and shall be from 1/2" to 1" thickness.

E. Finishing: Top Surfaces which are not covered by forms and which are not to be

covered by additional concrete or backfill shall be carried slightly above grade and struck off by board finish.

3.03 Slabs

No special concrete or cement mortar topping course shall be used for slab finish unless shown on the drawings. The slab shall be brought to a true and even finish by power or hand-floating. Unless otherwise specified, the surface shall be floated to a true, regular surface with a wood float and shall be steel-troweled to a smooth finish. Troweling shall be the minimum to obtain a smooth, dense surface and shall not be done until the mortar has hardened sufficiently to prevent excess fine material from being worked to the surface. All floor surfaces except those which are to be painted, shall immediately after troweling, be brushed lightly with a soft bristle janitor's push broom to produce a non-slip surface. The brushing shall be sufficient to mark the surface only, without appreciably disturbing the troweled finish.

3.04 Rubbing

Exposed formed surfaces shall be rubbed with carborundum brick or otherwise dressed to produce a smooth, true surface. Interior surfaces of tanks, wet wells, etc., shall be considered as exposed to a point 6" below low water level. Special care shall be taken in dressing circular structures to obtain a true circular surface.


November 11, 2011 32 13 13.01-6

3.05 Curing and Protecting A. Curing: All concrete shall be kept wet by covering with water or approved water

saturated covering, or by other method approved by the Owner's Engineer which will keep all surfaces continuously wet, for a period of 7 days unless otherwise directed by the Owner's Engineer.

B. Water for curing shall be clear and entirely free from any elements which might cause

staining or discoloration of the concrete. C. Where wood forms are left in place during curing, they shall be kept wet at all times to

prevent opening at the joints and drying out of the concrete. D. Weather Protection: No concrete shall be mixed or placed when the air temperature in

the shade and away from artificial heat is as low as 40 Fahrenheit, and falling. Concrete may be mixed and placed when the air temperature in the shade and away from artificial heat is 35 degrees Fahrenheit, and rising.

E. Fresh concrete shall be protected from rain, flowing water and mechanical injury and all

concrete shall be protected from injurious action by the sun.

3.06 Joints A. Water Stops: Water stops shall be installed at all expansion, contraction and

construction joints subject to water pressure and where indicated on the drawings. B. Materials for stops shall be 16 ounce copper sheets soldered into a continuous strip 6"

wide, 1/8" steel plate welded into a continuous strip, or an approved alternate material. C. Expansion Joints: Expansion joints shall be placed as indicated on the plans. Joint

material shall be installed as indicated and as directed by the Owner's Engineer. D. Construction Joints: Construction joints shall be located as shown on the plans and/or in

accordance with an approved schedule of pours. Vertical construction joints will not be allowed unless so detailed on the drawings.

3.07 Grouting and Patching

Cement for use in grouting and patching shall be non-shrinking material, free of stain-causing agents and matching the adjacent concrete in appearance.

3.08 Tests A. General: The quality of the concrete as to conformance to the specifications is the entire

responsibility of the Contractor until it is accepted in place in the structure and verified by the final cylinder tests made by the laboratory. Arrangements for field testing shall be made by the Contractor. Owner to approve geotechnical selection.

B. Compressive Strength Test: Compressive strength tests shall be made by breaking

standard 6" diameter by 12" high test specimens prepared, cured and broken in


November 11, 2011 32 13 13.01-7

accordance with the American Society for Testing Materials Standard Methods C 31 and C 39 Latest Revision. Four specimen test cylinders shall be taken from each concrete pour of five cubic yards or more. One additional test shall be taken from each 30 cubic yards or fraction thereof in each pour in excess of 30 cubic yards. Test specimens shall be taken from manhole bottom pours and other pours of less than five cubic yards as directed by the Owner's Engineer. One cylinder from each pour shall be broken at 7 days, the remainder at 28 days. Additional test cylinders may be ordered for determining the characteristics of a new design mix or changes in equipment or methods, and under adverse weather or curing conditions.

C. Slump Test: Slump test shall be made in accordance with ASTM C 143, and shall be

made whenever directed by the Owner's Engineer. D. Reports: Proper reports of all tests performed by the laboratory shall be prepared by the

laboratory and submitted promptly to the Owner's Engineer. Such reports shall be properly labeled so as to identify the portions of the project into which the materials are being placed, and the results of the test indicating whether or not the test met the requirements of these specifications.

3.09 Cause for Rejection

Should the concrete fail to conform to all the requirements of this Section, the Design Engineer may require the Contractor to remove the defective concrete and reconstruct the work as directed.

END OF SECTION


November 11, 2011 32 13 13.01-1

32 13 13.01 – CONCRETE SIDEWALK PART 1 - GENERAL 1.01 Description of Work

A. The work included under this section consists of furnishing all necessary labor,

equipment and materials in performing all operations in connection with the concrete sidewalk.

B. This work shall be performed in strict accordance with the requirements of all applicable

sections of these specifications and in conformity with lines, grades, notes, and typical cross sections shown on the drawings or as directed by the Design Engineer.


Special attention is called to the fact that certain portions of the work for this project are described by reference to the "Standard Specifications". The term "Standard Specifications" refers to "The Standard Specifications for Road and Bridge Construction" latest edition approved and adopted by the Florida Department of Transportation. In any case, where a specific detail regarding materials or method of construction has been omitted in the specifications, such work shall be performed in accordance with the requirements of the "Standard Specifications".

PART 2 - PRODUCTS 2.01 Concrete

Concrete for use in the construction of sidewalks shall be Class "B" concrete that conforms to the requirements of "Section 02520 - Portland Cement Concrete", except that membrane curing compound may be used in lieu of the wet cure method or the initial cure may be by the wet method followed by a membranes cure. Membrane curing compound shall be applied at a uniform rate of one gallon per 200 square feet.

PART 3 - EXECUTION 3.01 General

Concrete sidewalks shall have a minimum thickness of four inches except at driveways and in USF areas, which shall be six inches with 6-inch by 6-inch, #10 by #10 wire mesh (6x6-10/10 WWF).

3.02 Forms Forms for this work shall be made of either wood or metal and shall have a depth equal to the plan dimensions for the depth of concrete being deposited against them. 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. Forms shall be cleaned each time they are used and shall be oiled or saturated with water prior to placing the concrete.


November 11, 2011 32 13 13.01-2

3.03 Foundation Excavation shall be made to the required depth, and the foundation material upon which the sidewalk is to be set shall be compacted to 100% T-99, even surface, true to grade and cross section, and shall be moist at the time that the concrete is placed

3.04 Expansion Joints Sidewalk expansion joints with Bituminous Filler shall be installed at a maximum of 50-foot intervals on center.

3.05 Contraction Joints A. Open-Type Joints: Open-type contraction joints shall be spaced equidistant with walk

width and formed by staking a metal bulkhead in place and depositing the concrete on both sides. After the concrete has set sufficiently to preserve the width and shape of the joint, the bulkhead shall be removed. After the sidewalk has been finished over the joint, the slot shall be edged with a tool having a 1/2 inch radius.

B. Sawed Joints: Sawed contraction joints, shall be spaced equidistance with walk width

using a slot approximately 3/16 inch wide and not less than 1-1/2 inches deep shall be cut with a concrete saw after the concrete has set, and within the following periods of time:

Joints at not more than 30-foot intervals-within 12 hours after finishing.

Remaining joints - within 96 hours after finishing.

3.06 Placing

The concrete shall be placed in the forms and tamped and spaded to prevent honeycomb and until the top of the structure can be floated smooth and the edges rounded to the radius shown in the plans.

3.07 Finishing A. The concrete shall be struck-off by means of a wood or metal screed, used

perpendicular to the forms, in order to obtain the required grade and remove surplus water and laitance. The concrete shall be given a medium broom finish with the exception of curb at ramps. The surface variations shall not be more than 1/4 inch under a ten-foot straightedge, nor more than 1/8 inch on a five-foot transverse section. The edge of the sidewalk shall be carefully finished with an edging tool having a radius of 1/2 inch.

B. A tine finish by an approved hand method shall be applied to curb cut ramps in lieu of a

broom finish. C. The tine finish shall consist of transverse grooves which are 0.03 to 0.12 inch in width

and 0.10 to 0.15 inch in depth, spaced at approximately one-half inch center to center.

END OF SECTION


November 11, 2011 32 16 13-1

32 16 13 – CONCRETE CURB AND GUTTERS PART 1 - GENERAL 1.01 Description of Work

A. The work included under this section consists of furnishing all necessary labor,

equipment, tools and materials, and in performing all operations in connection with the construction of concrete curb, concrete valley curb, concrete swale curb, median curb, and traffic separator.

B. This work shall be performed in strict accordance with the requirements of all applicable

sections of these specifications and in conformity with lines, grades, notes and typical cross sections shown on the drawings or as directed by the Design Engineer.


Special attention is called to the fact that certain portions of the work for this project are described by reference to the "Standard Specifications". The term "Standard Specifications" refers to "The Standard Specifications for Road and Bridge Construction", latest edition, approved and adopted by the Florida Department of Transportation. In any case, where a specific detail regarding materials or method of construction has been omitted in the specifications, such work shall be performed in accordance with the requirements of the "Standard Specifications".

1.03 Testing Standards Shall be per the governing authorities criteria.

PART 2 - PRODUCTS 2.01 Concrete

Concrete for use in the construction of curbs and other miscellaneous items shall be Class "B" concrete that conforms to the requirements of "Section 02520 - Portland Cement Concrete", except that membrane curing compound may be used in lieu of the wet cure method or the initial cure may be by the wet method followed by a membrane cure. Membrane curing compound shall be applied at a uniform rate of one gallon per 200 square feet.

PART 3 - EXECUTION 3.01 General

Concrete items as required by these plans shall be constructed on a prepared smooth stabilized subgrade of uniform density. Large boulders and other obstructions shall be removed to a minimum depth of 6 inches below the finished subgrade elevation and the space shall be backfilled with sand or gravel or other suitable material which shall be thoroughly compacted by rolling or tamping. The Contractor shall furnish a template and shall thoroughly check the subgrade prior to depositing concrete.


November 11, 2011 32 16 13-2

3.02 Joints One-half inch expansion joints shall be placed through curbs at all inlet structures, at all radius points, and at other locations as may be required by the plans and specifications. Contraction joints shall be formed not later than the morning after the pour, and shall be placed in all concrete items at intervals not to exceed 10-feet. Joints may be either formed or sawed and shall extend the full perimeter of the exposed portion of the curb. Contraction joints shall be a minimum of 1-inch in depth. Joints shall be constructed for pavements or other items as required by the plans or specifications.

3.03 Backfilling After the concrete has sufficiently set (a minimum of 12 hours), the Contractor shall remove the forms and shall backfill the space on each side of the concrete. The backfill material shall be compacted and graded in a satisfactory manner.

END OF SECTION


November 11, 2011 33 47 13.13-1

33 47 13.13 – POND LINERS PART 1 - GENERAL 1.01 Description of Work

The work included under this section consists of furnishing all labor, equipment, materials and performing all operations in connection with the supply and installation of pond lining.

1.02 Manufacturer's Experience

The manufacturer of the lining material described hereunder shall have previously demonstrated his ability to produce this membrane by having successfully manufactured a minimum of ten (10) million square feet of Polyethylene Geomembrane for hydraulic lining installations. The manufacturer must be listed by the NSF (National Sanitation Foundation) Standard 54.

1.03 References

A. American Society for Testing and Materials (ASTM)

1. D1004 Test Method for Initial Tear Resistance of Plastic Film and Sheeting 2. D1238 Standard Test Method for Flow Rates of Thermoplastics by Extrusion

Plastometer 3. D1505 Test Method for Density of Plastics by the Density-Gradient Technique 4. D1603 Test Method for Carbon Black in Olefin Plastics 5. D3895 Standard Test Method for Oxidative-Induction Time of Polyolefins by

Differential Scanning Calorimetry 6. D4218 Standard Test Method for Determination of Carbon Black in Polyethylene

Compounds 7. D4833 Standard Test Method for Index Puncture Resistance of Geotextiles,

Geomembranes, and Related Products 8. D5199 Standard Test Method for Measuring Nominal Thickness of Geotextiles and

Geomembranes 9. D5397 Standard Test Method for Evaluation of Stress Crack Resistance of Polyolefin

Geomembranes Using Notched Constant Tensile Load Test 10. D5596 Standard Test Method for Microscopic Evaluation of the Dispersion of Carbon

Black in Polyolefin Geosynthetics 11. D5994 Standard Test Method for Measuring Core Thickness of Textured

Geomembranes 12. D6392 Standard Test Method for Determining the Integrity of Nonreinforced

Geomembrane Seams Produced Using Thermo-Fusion Methods 13. D6693 Standard Test Method for Determining Tensile Properties of Nonreinforced

Polyethylene and Nonreinforced Flexible Polypropylene Geomembranes 14. D7240 Standard Practice for Leak Location using Geomembranes with an Insulating

Layer in Intimate Contact with a Conductive Layer via Electrical Capacitance Technique (Conductive Geomembrane Spark Test)

1.04 Submittals

A. Furnish the following product data, in writing, to ENGINEER prior to installation of the geomembrane material:


November 11, 2011 33 47 13.13-2

1. Resin Data shall include the following.

a. Certification stating that the resin meets the specification requirements (see Table1.9B)

2. Geomembrane Roll

a. Statement certifying no recycled polymer and no more than 10% rework of the same type of material is added to the resin (product run may be recycled).

B. The INSTALLER shall furnish the following information to the ENGINEER and OWNER

prior to installation:

1. Installation layout drawings

a. Must show proposed panel layout including field seams and details b. Must be approved prior to installing the geomembrane

2. Approved drawings will be for concept only and actual panel placement will be

determined by site conditions. 3. Installer’s Geosynthetic Field Installation Quality Assurance Plan

C. The INSTALLER will submit the following to the ENGINEER upon completion of installation:

1. Certificate stating the geomembrane has been installed in accordance with the

Contract Documents 2. Material and installation warranties 3. As-built drawings showing actual geomembrane placement and seams including

typical anchor trench detail

PART 2 - PRODUCTS 2.01 Material Labeling, Delivery, Storage And Handling

A. Labeling - Each roll of geomembrane delivered to the site shall be labeled by the MANUFACTURER. The label will identify:

1. Manufacturer’s Name 2. Product Identification 3. Thickness 4. Length 5. Width 6. Roll Number

B. Delivery- Rolls of liner will be prepared to ship by appropriate means to prevent damage

to the material and to facilitate off-loading.


November 11, 2011 33 47 13.13-3

C. Storage- The on-site storage location for geomembrane material, provided by the CONTRACTOR to protect the geomembrane from punctures, abrasions and excessive dirt and Moisture, should have the following characteristics:

1. Level (no wooden pallets) 2. Smooth 3. Dry 4. Protected from theft and vandalism 5. Adjacent to the area being lined

D. Handling- Materials are to be handled so as to prevent damage.

2.02 Geomembrane Properties

A. Material shall be smooth/textured polyethylene geomembrane as shown on the drawings.

B. Resin

1. Resin shall be new, first quality, compounded and manufactured specifically for

producing Geomembrane. 2. Natural resin (without carbon black) shall meet the following requirements:

Table 1.9B: Raw Material Properties

Property Test Method HDPE LLDPE

Density (g/cm3) ASTM D 1505 >0.932 >0.915

Melt Flow Index (g/10 min) ASTM D 1238 (190/2.16) <1.0 <1.0

OIT (minutes) ASTM D 3895 (1 atm/2000C) >100 >100

C. Geomembrane Rolls

1. Do not exceed a combined maximum total of 1 percent by weight of additives other than carbon black.

2. Geomembrane shall be free of holes, pinholes as verified by on-line electrical

detection, bubbles, blisters, excessive contamination by foreign matter, and nicks and cuts on roll edges.

3. Geomembrane material is to be supplied in roll form. Each roll is to be identified with

labels indicating roll number, thickness, length, width and MANUFACTURER. 4. All liner sheets produced at the factory shall be inspected prior to shipment for

compliance with the physical property requirements listed in section 1.09 D and be tested by an acceptable method with the physical property requirements listed in section 1.09 D and be tested by an acceptable method of inspecting for pinholes. If pinholes are located, identified and indicated during manufacturing, these pinholes may be corrected during installation.


November 11, 2011 33 47 13.13-4

D. Smooth surfaced geomembrane shall meet the requirements shown in the following data sheets below:

Table 1.1: GSE HD Smooth Geomembrane

TESTED PROPERTY TEST METHOD FREQUENCY MINIMUM AVERAGE VALUE

30 mil 40 mil 60 mil 80 mil 100 mil

Thickness, (minimum average) mil (mm)

Lowest individual reading (-10%)

ASTM D 5199 every roll

30 (0.75)

27 (0.69)

40 (1.00)

36 (0.91)

60 (1.50)

54 (1.40)

80 (2.00)

72 (1.80)

100 (2.50)

90 (2.30)

Density, g/cm3 ASTM D 1505 200,000 lb 0.94 0.94 0.94 0.94 0.94

Tensile Properties (each direction)

Strength at Break, lb/in-width (N/mm)

Strength at Yield, lb/in-width (N/mm)

Elongation at Break, %

Elongation at Yield, %

ASTM D 6693, Type IV

Dumbell, 2 ipm

G.L. 2.0 in (51 mm)

G.L. 1.3 in (33 mm)

20,000 lb

120 (21)

66 (11)

700

13

152 (26)

84 (14)

700

13

243 (42)

132 (23)

700

13

327 (57)

177 (30)

700

13

410 (71)

212 (37)

700

13

Tear Resistance, lb (N) ASTM D 1004 45,000 lb 21 (93) 28 (124) 42 (186) 58 (257 ) 73 (324)

Puncture Resistance, lb (N) ASTM D 4833 45,000 lb 65 (289) 85 (378) 125 (556) 160 (711) 195 (867)

Carbon Black Content, % (Range) ASTM D1 603*/421 8 20,000 lb 2.0 - 3.0 2.0 - 3.0 2.0 - 3.0 2.0 - 3.0 2.0 - 3.0

Carbon Black Dispersion ASTM D 5596 45,000 lb Note(1)

Note(1)

Note(1)

Note(1)

Note(1)

Notched Constant Tensile Load, hr ASTM D 5397, Appdx 200,000 lb 1000 1000 1000 1000 1000

Oxidative Induction Time, min

ASTM D 3895, 200°C; O2, 1 atm

200,000 lb

>140

>140

>140

>140

>140

TYPICAL ROLL DIMENSIONS

Roll Length(2)

, ft (m) 1,120 (341)

870 (265) 560 (171) 430 (131) 340 (104)

Roll Width(2)

, ft (m) 22.5 (6.9) 22.5 (6.9) 22.5 (6.9) 22.5 (6.9) 22.5 (6.9)

Roll Area, ft2 (m

2)

25,200 (2,341)

19,575 (1,819)

12,600 (1,171)

9,675 (899)

7,650 (711)

E. Extrudate Rod or Bead

1. Extrudate material shall be made from same type resin as the geomembrane. 2. Additives shall be thoroughly dispersed. 3. Materials shall be free of contamination by moisture or foreign matter.

PART 3 - EXECUTION 3.01 Installation

A. Area Subgrade Preparation: Surfaces to be lined shall be smooth and free of all rocks, stones, sticks, roots, sharp objects, or debris of any kind. The surface should provide a firm, unyielding foundation for the membrane with no sudden, sharp or abrupt changes or break in grade. No standing water or excessive moisture shall be allowed. The installation contractor shall certify in writing that the surface on which the membrane is to be installed is acceptable before commencing work.

B. Equipment: Welding equipment and accessories shall meet the following requirements:

1. Gauges showing temperatures in apparatus such as extrusion welder or fusion welder shall be present.


November 11, 2011 33 47 13.13-5

2. An adequate number of welding apparati shall be available to avoid delaying work. 3. Power source must be capable of providing constant voltage under combined line

load. C. Deployment: Shall conform to the following requirements:

1. Assign each panel a simple and logical identifying code. The coding system shall be subject to approval and shall be determined at the job site.

2. Visually inspect the geomembrane during deployment for imperfections and mark

faulty or suspect areas. 3. Deployment of geomembrane panels shall be performed in a manner that will comply

with the following guidelines:

a. Geomembranes shall be installed according to site-specific specifications, and GSE conductive should be installed with the Conductive layer down. Note: A spark tester or ohm meter can be used to determine Conductive layer.

b. Unroll geomembrane using methods that will not damage geomembrane and will

protect underlying surface from damage (spreader bar, protected equipment bucket).

c. Place ballast (commonly sandbags) on geomembrane which will not damage

geomembrane to prevent wind uplift. d. Personnel walking on geomembrane shall not engage in activities or wear shoes

that could damage it. Smoking will not be permitted on the geomembrane. e. Do not allow heavy vehicular traffic directly on geomembrane. Rubber-tired

ATV’s and trucks are acceptable if wheel contact is less than 8 psi. f. Protect geomembrane in areas of heavy traffic by placing protective cover over

the geomembrane. 4. Sufficient material (slack) shall be provided to allow for thermal expansion and

contraction of the material. D. Field Seaming Shall conform to the following requirements:

1. To the maximum extent possible, orient seams parallel to line of slope, i.e., down and not across slope.

2. Minimize number of field seams in corners, odd-shaped geometric locations and

outside corners. 3. Slope seams (panels) shall extend a minimum of five-feet beyond the grade break

into the flat area. 4. Use a sequential seam numbering system compatible with panel numbering system

that is agreeable to the CONSULTANT and INSTALLER.


November 11, 2011 33 47 13.13-6

5. Align seam overlaps consistent with the requirements of the welding equipment being used. A 6-inch overlap is commonly suggested.

D1. During Welding Operations Shall conform to the following requirements:

1. Provide at least one Master Seamer who shall provide direct supervision over other

welders as necessary.

D2. Extrusion Welding Shall meet the following requirements:

1. Hot-air tack adjacent pieces together using procedures that do not damage the geomembrane.

2. Clean geomembrane surfaces by disc grinder or equivalent. 3. Purge welding apparatus of heat-degraded extrudate before welding.

D3. Hot Wedge Welding Shall conform to the following requirements:

1. Welding apparatus shall be a self-propelled device equipped with an electronic controller which displays applicable temperatures.

2. Clean seam area of dust, mud, moisture and debris immediately ahead of hot wedge

welder. 3. Protect against moisture build-up between sheets.

D4. Trial Welds Shall conform to the following requirements:

1. Perform trial welds on geomembrane samples to verify welding equipment is operating properly.

2. Make trial welds under the same surface and environmental conditions as the

production welds, i.e., in contact with subgrade and similar ambient temperature. 3. Minimum of two trial welds per day, per welding apparatus, one made prior to the

start of work and one completed at mid shift. 4. Cut four, one-inch wide by six-inch long test strips from the trial weld. 5. Quantitatively test specimens for peel adhesion, and then for shear strength. 6. Trial weld specimens shall pass when the results shown in the following tables for

HDPE and LLDPE are achieved in both peel and shear test. Table 1.12.6A: Minimum Weld Values for HDPE Geomembranes

Property

Test Method

30 (0.75)

40 (1.0)

60 (1.5) 80 (2.0) 100 (2.5)

120 (3.0)

Peel Strength (fusion), ppi (kN/m)

ASTM D 6392

49 (8.6)

65 (11.4)

98 (17.2)

130 (22.8)

162 (28.4)

196 (34.3)


November 11, 2011 33 47 13.13-7

Peel Strength (extrusion), ppi (kN/m)

ASTM D 6392

39 (6.8)

52 (9.1)

78 (13.7)

104 (18.2)

130 (22.8)

157 (27.5)

Shear Strength (fusion &

ext.), ppi (kN/m) ASTM D

6392 61

(10.7) 81

(14.2) 121

(21.2) 162

(28.4) 203

(35.5) 242

(42.4)

a. The break, when peel testing, occurs in the liner material itself, not through peel

separation (FTB). b. The break is ductile.

7. Repeat the trial weld, in its entirety, when any of the trial weld samples fail in either

Peel or shear. 8. No welding equipment or welder shall be allowed to perform production welds until

equipment and welders have successfully completed trial weld.

Note: Seaming shall not proceed when ambient air temperature or adverse weather conditions jeopardize the integrity of the liner installation. INSTALLER shall demonstrate that acceptable seaming can be performed by completing acceptable trial welds.

D5. Field Quality Assurance Shall conform to the following requirements.

1. MANUFACTURER and INSTALLER shall participate in and conform to all terms and

requirements of the Owner’s quality assurance program. CONTRACTOR shall be responsible for assuring this participation.

2. Quality assurance requirements are as specified in this Section and in the Field

Installation Quality Assurance Manual if it is included in the contract. 3. Field Testing.

a. Non-destructive testing may be carried out as the seaming progresses or at completion of all field seaming. Vacuum Testing: Shall be performed in accordance with ASTM D 5641, Standard Practice for Geomembrane Seam Evaluation by Vacuum Chamber. Air Pressure Testing: Shall be performed in accordance with ASTM D 5820, Standard Practice for Pressurized Air Channel Evaluation of Dual Seamed Geomembranes. Spark Testing: Shall be performed accordance with ASTM D 7240 Standard Practice for Leak Location using Geomembranes with an Insulating Layer in Intimate Contact with Conductive Layer via Electrical Capacitance Technique (Conductive Geomembrane Spark Test)


November 11, 2011 33 47 13.13-8

Other Approved Methods

b. Destructive Testing (performed by CONSULTANT with assistance from INSTALLER) Location and Frequency of Testing: 1) Collect destructive test samples at a frequency of one per every 500 lineal

feet of seam length. 2) Test locations will be determined after seaming. 3) Exercise Method of Attributes as described by GRI GM-14 (Geosynthetic

Research Institute, http://www.geosynthetic-institute.org) to minimize test samples taken.

Sampling Procedures are performed as follows: 1) INSTALLER shall cut samples at locations designated by the CONSULTANT

as the seaming progresses in order to obtain field laboratory test results before the geomembrane is covered.

2) CONSULTANT will number each sample, and the location will be noted on the installation as-built.

3) Samples shall be twelve (12) inches wide by minimal length with the seam centered lengthwise.

4) Cut a 2-inch wide strip from each end of the sample for field-testing. 5) Cut the remaining sample into two parts for distribution as follows:

i) One portion for INSTALLER, 12-inches by 12 inches ii) One portion for the Third Party laboratory, 12-inches by 18-inches iii) Additional samples may be archived if required.

6) Destructive testing shall be performed in accordance with ASTM D 6392, Standard Test Method for Determing the Integrity of Non-Reinforced Geomembrane Seams Produced Using Thermo-Fusion Methods.

7) INSTALLER shall repair all holes in the geomembrane resulting from destructive sampling.

8) Repair and test the continuity of the repair in accordance with these Specifications.

c. Failed Seam Procedures

1) If the seam fails, INSTALLER shall follow one of two options:

i) Reconstruct the seam between any two passed test locations. ii) Trace the weld to intermediate location at least 10 feet minimum or where

the seams end in both directions from the location of the failed test. 2) The next seam welded using the same welding device is required to obtain

an additional sample, i.e., if one side of the seam is less than 10 feet long. 3) If sample passes, then the seam shall be reconstructed or capped between

the test sample locations. 4) If any sample fails, the process shall be repeated to establish the zone in

which the seam shall be reconstructed. D6. Repair Procedures Shall conform to the following requirements:

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1. Remove damaged geomembrane and replace with acceptable geomembrane materials if damage cannot be satisfactorily repaired.

2. Repair any portion of unsatisfactory geomembrane or seam area failing a destructive

or non-destructive test. 3. INSTALLER shall be responsible for repair of defective areas. 4. Agreement upon the appropriate repair method shall be decided between

CONSULTANT and INSTALLER by using one of the following repair methods:

a. Patching - Used to repair large holes, tears, undispersed raw materials and contamination by foreign matter.

b. Abrading and Re-welding- Used to repair short section of a seam. c. Spot Welding- Used to repair pinholes or other minor, localized flaws or where

geomembrane thickness has been reduced. d. Capping- Used to repair long lengths of failed seams. e. Flap Welding- Used to extrusion weld the flap (excess outer portion) of a fusion

weld in lieu of a full cap. f. Remove the unacceptable seam and replace with new material.

5. The following procedures shall be observed when a repair method is used:

a. All geomembrane surfaces shall be clean and dry at the time of repair. b. Surfaces of the polyethylene which are to be repaired by extrusion welds shall be

lightly abraded to assure cleanliness. c. Extend patches or caps at least 6 inches for extrusion welds and 4 inches for

wedge welds beyond the edge of the defect, and around all corners of patch material.

6. Repair Verification

a. Number and log each patch repair (performed by CONSULTANT). b. Non-destructively test each repair using methods specified in this Specification.

D7. Pipe and Retaining Wall Tie-In: All installation methods and materials are to be per the construction plan detail.

3.02 Qualifications Shall conform to the following requirements:

A. Manufacturer

1. Geomembrane shall be manufactured by the following:


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a. GSE Lining Technology, Inc. b. approved equal

2. Manufacturer shall have manufactured a minimum of 10,000,000 square feet of

polyethylene geomembrane during the last year. B. Installer

1. Installation shall be performed by one of the following installation companies (or approved equal)

a. GSE Lining Technology, Inc. b. GSE Approved Installers

2. INSTALLER shall have installed a minimum of [ ] square feet of HDPE

geomembrane during the [ ] last years. 3. INSTALLER shall have worked in a similar capacity on at least [ ] projects similar

incomplexity to the project described in the contract documents, and with at least [ ] square feet of HDPE geomembrane installation on each project.

4. The Installation Supervisor shall have worked in a similar capacity on projects similar

in size and complexity to the project described in the Contract Documents. 5. The INSTALLER shall provide a minimum of one Master Seamer for work on the

project.

a. Must have completed a minimum of 1,000,000 square feet of geomembrane seaming work using the type of seaming apparatus proposed for the use on this Project.

3.03 Warranty and Guarantee

A. Material shall be warranted, on a pro-rata basis against Manufacturer’s defects for a period of 5 years from the date of geomembrane installation.

B. Installation shall be warranted against defects in workmanship for a period of 1 year from

the date of geomembrane completion. END OF SECTION


November 11, 2011 32 17 24-1

32 17 24 – SIGNAGE AND PAVEMENT MARKINGS Reference the State of Florida Department of Transportation Standard Specifications for Road and Bridge Construction, latest edition.