EXHIBIT B-

RFP 26-016-SN

SPECIFICATIONS

AND

DOCUMENTS

KISSIMMEE UTILITY AUTHORITY

KISSIMMEE, FLORIDA

VAN METER

SUBSTATION CONSTRUCTION

KUA PROJECT: D22F04

CONSTRUCTION SPECIFICATIONS

KUA- D22F04-CS

[D1- D22F04-CS]

TC-1

CONTENTS

Sections and articles marked "Yes" are applicable to this Contract. Sections and articles marked "No" are not applicable to this Contract.

Applicable To This Contract Yes No

DIVISION 1--GENERAL INSTRUCTIONS

CS.1 General X CS.2 Section Exclusion X CS.3 Article Exclusion X CS.4 Alternate Materials X CS.5 Article Modifications X

DIVISION 2--SITEWORK

Sections 2A Clearing, Grubbing, and Razing X 2B Earthwork X 2C Foundation Piers X 2D Drainage Piping X 2E Aggregate Surfacing X 2F Concrete Perimeter Wall X 2G Cast-in-Place Concrete X 2H Grouting X 2I Miscellaneous Metals X 2J Storage Building X 2K Limerock Base Course X 2L Asphaltic Concrete Pavement X 2M Seeding and Sodding X 2N Landscaping X 2O Masonry X

2P NOT USED X

2Q Painting X

2R NOT USED X

2S Welding X

TC-2

Applicable To This Contract Yes No

DIVISION 3--SUBSTATION CONSTRUCTION

Section 3A Contractor-Furnished Equipment and Materials X 3B Electrical Equipment Erection X 3C Modifications to Existing Facilities X 3D Grounding X 3E Raceway X 3F Conductors X 3G Heating, Ventilating, and Air Conditioning X 3H Lighting X 3I Fire Alarm and Detection System X 3J Video Surveillance System X

3K Testing and Commissioning X

CS-1

DIVISION 1--GENERAL

CS.1 GENERAL. These CONSTRUCTION SPECIFICATIONS consist of the following documents:

Division 1--General Instructions Division 2--Sitework

Division 3--Substation Construction

The standard specifications detailed in these documents are all-inclusive and shall apply to this contract in their entirety unless specifically excluded from contract as described in the following articles.

Where discrepancies exist between construction drawings and these specifications, the drawings (inclusive of any and all associated notes) shall govern.

Where a new version of a standard or code (ASTM, AASHTO, FDOT INDEX, IEEE, etc.)

required by these specifications is available, the most recently published version of the standard or code shall be utilized as the enforceable requirement for all work performed under these specifications.

CS.2 SECTION EXCLUSION. Sections listed as not being applicable to this contract in the appropriate table of contents for each division shall be considered as being excluded from this contract. These sections will be listed in the table of contents for the appropriate division but the section will not be reproduced and bound in the CONSTRUCTION SPECIFICATIONS.

CS.3 ARTICLE EXCLUSION. Articles listed as not being applicable to this contract in the appropriate table of contents for each section shall be considered as being excluded from this contract. These articles will still be reproduced in the CONSTRUCTION SPECIFICATIONS but their content can be disregarded.

CS.4 ALTERNATE MATERIALS. In those cases where the specifications describe alternate materials for a given application, the materials described on the drawings shall be furnished (e.g., aluminum versus steel, copper versus PVC, etc.). Where the drawings do not indicate a preference, the Contractor may select from the specified alternates.

[D2-D22F04-CS]

2A-1

DIVISION 2--SITEWORK

Section 2A--CLEARING, GRUBBING, AND RAZING

2A.1 GENERAL. This section covers clearing and grubbing for the substation, roads, and drainage ditches and facilities within the limits indicated on the drawings.

All excavations made by grubbing or removal of existing structures or facilities shall be backfilled with compacted earth. Backfill that will be beneath roads, railroads, or the main plant shall be placed and compacted to at least 95 per cent of maximum density at optimum moisture content as determined by ASTM D1557 (Modified Proctor Test). Backfill at other locations shall be compacted using a bulldozer for large excavations and hand tamping for small excavations.

Before clearing work is accepted, any regrowth of vegetation or tree shoots that have grown after initial cutting shall be cut and removed as specified hereinafter. Tree shoots shall be removed to the level specified for tree removal in that area. All regrowth of vegetation shall be mowed, raked, and disposed of in an acceptable manner. The cleared area at the time of final acceptance shall be completely cleared and grubbed as specified herein and as indicated on the drawings.

2A.2 CLEARING AND GRUBBING. Clearing shall include clearing and removing all trees and stumps within the construction area limits; the cutting and removal of all brush, shrubs, debris, and all vegetation to approximately flush with the ground surface; and the disposal of all cuttings and debris. Mowing will be considered adequate for the cutting of light vegetation.

Grubbing shall include the removal and disposal of all stumps and roots larger than 2 inches in diameter, including matted roots regardless of size. Grubbing shall extend to a depth of 12 inches below the natural surrounding ground surface.

The Contractor shall not remove or damage trees outside the construction area limits specified to be cleared or grubbed.

Clearing operations shall be conducted without damage to trees that are designated to remain and without blocking existing roads. Equipment utilized in the clearing and grubbing work shall be kept within the specified construction area limits.

2A.2.1 Limits of Work. The limits of the clearing and grubbing under this section shall include all areas of cut or fill within the limits of construction as indicated on the drawings including but not limited to the following:

Clearing and grubbing of areas to be occupied by structures.

Clearing and grubbing of all areas to be occupied by roads.

[D2-D22F04-CS]

2A-2

Clearing and grubbing of the entire area lying within the substation area.

Clearing and grubbing of the areas to be occupied by drainage ditches and facilities.

2A.2.2 Disposal of Waste. Logs, trees, stumps, roots, brush, tree trimmings, and other materials resulting from clearing and grubbing operations shall become the property of the Contractor and shall be removed from the site and disposed in accordance with all applicable Laws, Rules, and Ordinances. Upon completion of the disposal, the area shall be entirely void of all loose stumps, trimmings, brush, vegetation, and other debris. Onsite burning is not permitted.

2A.3 EXISTING STRUCTURES. Not applicable.

2A.4 EXISTING FENCES. Not applicable.

2A.5 EXISTING ROADS. Existing roads that are within the Owner’s property limits may be used as construction roads.

2A.6 MISCELLANEOUS UNDERGROUND FACILITIES. All miscellaneous underground facilities shall be removed within the limits of construction and disposed of as specified in the article titled Disposal of Waste.

Before removing underground tanks or lines, the Contractor shall make certain that all connections are properly closed and the tanks or lines are completely purged. It shall also be the Contractor's responsibility to take precautionary measures to comply with all governmental regulations regarding such work.

[D2- D22F04-CS]

2B-1

Section 2B—EARTHWORK

2B.1 GENERAL. This section covers general earthwork and shall include the necessary preparation of the construction areas; removal and disposal of all debris; excavation and trenching as required; the handling, storage, transportation, and disposal of all excavated material; all necessary sheeting, shoring, and protection work; preparation of subgrades;

pumping and dewatering as necessary or required; protection of adjacent construction;

backfilling; pipe embedment; construction of fills and embankments; surfacing and grading; and other appurtenant work.

2B.2 SHEETING AND SHORING. The stability of previously constructed structures and facilities shall not be impaired or endangered by excavation work. Previously constructed structures and facilities include both structures and facilities existing when this construction began and structures and facilities already provided under these specifications.

Adequate sheeting and shoring shall be provided as required to protect and maintain the stability of previously constructed structures and facilities and the sides of excavations and trenches until they are backfilled. Sheeting, bracing, and shoring shall be designed and built to withstand all loads that might be caused by earth movement or pressure, and shall maintain the shape of the excavation under all circumstances.

2B.3 REMOVAL OF WATER. The Contractor shall provide and maintain adequate dewatering equipment to remove and dispose of all surface and ground water entering excavations and other parts of the work. Each excavation shall be kept dry during subgrade preparation and continually thereafter until the construction to be provided therein is completed to the extent that no damage from hydrostatic pressure, flotation, or other cause will result. Ground water level shall be maintained at least 12 inches below the bottom of each excavation.

2B.4 BLASTING. Blasting or other use of explosives for excavation will not be permitted.

2B.5 CLASSIFICATION OF EXCAVATED MATERIALS. No classification of excavated materials will be made except for identification purposes. Excavation work shall include the removal and subsequent handling of all materials excavated or otherwise removed in performance of the contract work, regardless of the type, character, composition, or condition thereof.

2B.6 MAINTENANCE OF TRAFFIC. The Contractor shall conduct his work with as little interference as possible with the Owner's operations and the work of other contractors.

Whenever it is necessary to cross, obstruct, or close roads, driveways, parking areas, and walks, the Contractor shall provide and maintain suitable and safe bridges, detours, or other temporary expedients at his own expense. Open cut across existing asphalt roads, sidewalk, or public roadways is not permitted.

2B-2

2B.7 PROTECTION OF UNDERGROUND CONSTRUCTION. The Contractor shall locate, protect, shore, brace, support, and maintain all existing underground pipes, conduits, drains, and other underground construction which may be uncovered or otherwise affected by the work.

2B.8 PRESERVATION OF TREES. Trees shall be preserved and protected as much as possible. Unless specifically authorized by the Project Field Manager, trees shall be removed from only those areas that will be excavated, filled, or built upon. Consideration will be given to the removal of additional trees only where essential, in the opinion of the Project Field Manager, for the effective execution of the work.

Trees left standing shall be adequately protected from permanent damage by construction operations. Trimming of standing trees, where required, shall be as directed by the Project Field Manager.

2B.9 UNAUTHORIZED EXCAVATION. Except where otherwise authorized, indicated, or specified, all material excavated below the bottom of concrete structures which will be supported by the subgrade shall be replaced with concrete placed monolithic with the concrete above.

Material excavated below structures supported on piers shall be replaced with crushed rock or gravel. The crushed rock or gravel shall be compacted to a density equal to or greater than the density of the adjacent undisturbed soil.

2B.10 TESTING. All field and laboratory testing required to determine compliance with the requirements of this section shall be provided by the Contractor. All laboratory testing shall be done by an independent testing laboratory acceptable to the Engineer and retained and paid by the Contractor. Field sampling shall be done by the testing laboratory or by a qualified employee of the Contractor.

At least one field density determination shall be performed for each 50 cubic yards of compacted material. Field samples shall be taken at locations selected by the Project Field Manager. If additional field control tests are necessary, in the opinion of the Project Field Manager, such tests shall be made.

Maximum density for cohesive compacted materials shall be determined in accordance with ASTM D1557 (Modified Proctor Test). The terms "maximum density" and "optimum moisture content" shall be as defined in ASTM D1557.

Relative density for noncohesive compacted materials shall be determined in accordance with ASTM D4253 and D4254. The term "relative density" shall be as defined in ASTM D4254.

2B-3

The following tests will be required for the trenching work:

Two gradation tests for each type of granular embedment or backfill material.

Two tests for laboratory density (ASTM D698 or ASTM D4253 and D4254) for each type of embedment or backfill material proposed.

In-place field density tests at average intervals of one test per 200 feet of trench.

A copy of each test result shall be promptly furnished to the Owner and the Engineer.

2B.11 SITE PREPARATION. Major clearing and grubbing work shall be per-formed as described in Section 2A, CLEARING, GRUBBING, AND RAZING. In addition, all subgrades for permanent construction, including subgrades for fills and embankments, shall be stripped of surface vegetation, sod, debris, and organic topsoil. Surface vegetation shall be removed complete with roots to a depth of not less than 4 inches below the ground surface.

All combustible and other waste materials shall be removed from the construction areas and disposed of by and at the expense of the Contractor as specified in Section 2A, CLEARING, GRUBBING, AND RAZING.

Organic topsoil which is free of trash, vegetation, rocks, and roots shall be stockpiled for later use under these specifications.

2B.12 ROADWAY ROADBEDS. Roadway roadbed construction shall include excavation and subgrade preparation, and fills and embankments where required. Fills and embankments shall be constructed as specified hereinafter. In excavated roadbed areas, overburden shall be removed and the subgrade shall be shaped to line, grade, and cross section, and compacted to a depth of at least 6 inches to 95 percent of maximum density at optimum moisture content as determined by ASTM D1557 when that test is appropriate, or to 70 percent relative density as determined by ASTM D4253 and D4254 when those tests are appropriate. This operation shall include any scarifying, reshaping, and wetting required to obtain proper compaction. Soft, organic, and otherwise unsuitable material shall be removed from the subgrade and replaced with suitable material. Suitable material shall meet the requirements of Article 2B.16, STRUCTURE

BACK-FILL.

The subgrade shall be compacted and finished to a true surface and no depression shall be left that will hold water or prevent proper drain-age. The subgrade shall be finished to within 0.l foot of the elevation indicated on the drawings. Any deviation of the subgrade surface in excess of 1 inch as indicated by a l6 foot straightedge, or template cut to typical section, shall be corrected by loosening, adding or removing material, reshaping, and recompacting.

2B-4

Ditches and drains along the subgrade shall be maintained as required for effective drainage.

Whenever ruts of 2 inches or more in depth are formed, the subgrade shall be brought to grade, reshaped, and recompacted. Storage or stockpiling of materials on the subgrade will not be permitted.

Roadway surfacing is covered in Section 2E, AGGREGATE SURFACING.

2B.13 FILLS AND EMBANKMENTS. To the maximum extent available, suitable earth materials obtained from excavation shall be used for the construction of fills and embankments.

Suitable earth materials shall meet the requirements of Article 2B.16, STRUCTURE BACKFILL. Additional material shall be obtained from borrow pits as necessary. After preparation of the fill or embankment site, the subgrade shall be scarified, leveled, and rolled so that surface materials of the subgrade will be compact and well bonded with the first layer of the fill or embankment. All material deposited in fills and embankments shall be free from rocks or stones, brush, stumps, logs, roots, debris, and organic or other objectionable materials. Fills and embankments shall be constructed in horizontal layers not exceeding 8 inches in uncompacted thickness. Material deposited in piles or windrows by excavating and hauling equipment shall be spread and leveled prior to compaction.

Each layer shall be thoroughly compacted. The compacted density of each layer shall be at least 95 percent of the maximum density at optimum moisture content as determined by ASTM D1557 when that test is appropriate or 70 percent of relative density as determined by ASTM D4253 and D4254 when those tests are appropriate. If the material fails to meet the density specified, compaction methods shall be modified as required to attain the specified density.

2B.14 STRUCTURE EXCAVATION. Excavation for structures shall be done to lines and elevations indicated on the drawings and to the limits required to perform the construction work.

Machine excavation shall be controlled to prevent undercutting the proper subgrade elevations and shall not be used within 5 feet of permanent structures and facilities. Only hand tools shall be used for excavation around permanent structures and facilities.

Work shall be done so the construction areas will be as free as possible from obstructions and from interference with the transportation, storage, or handling of materials. Excavated materials free of trash, rocks, roots, and other foreign materials, and which meet the specified requirements, may be used as required for the fills, embankments, and backfills constructed under these specifications.

Vertical faces of excavations shall not be undercut to provide for extended footings.

2B.15 STABILIZATION. Subgrades for structures and the bottom of trenches shall be firm, dense, and thoroughly compacted to at least 95 percent of maximum density at optimum

2B-5 moisture content as determined by ASTM D1557; shall be free from mud and muck; and shall be sufficiently stable to remain firm and intact under the feet of the workmen.

Trench subgrades which run beneath roads, or pass through structural backfill, shall be compacted to 95 percent of maximum density as determined by ASTM D1557. The moisture content shall be + 2 percent of optimum.

Subgrades for structures and trench bottoms which are otherwise solid but which become mucky on top due to construction operations shall be reinforced with one or more layers of crushed rock or gravel.

The finished elevation of stabilized structure subgrades shall not be above the subgrade elevations indicated on the drawings.

Not more than l/2 inch depth of mud or muck shall be allowed to remain on stabilized trench bottoms when the pipe embedment material is placed thereon.

All stabilization work shall be performed by and at the expense of the Contractor.

2B.16 STRUCTURE BACKFILL. Backfill around and outside of structures shall be deposited in layers not to exceed 6 inches in uncompacted thickness and mechanically compacted, using acceptable compaction techniques, to at least 95 percent of maximum density at optimum moisture content as determined by ASTM D1557 when that test is appropriate, or to 70 percent relative density as determined by ASTM D4253 and D4254 when those tests are appropriate.

Compaction of structure backfill by rolling will be permitted provided the desired compaction is obtained and damage to the structure is prevented. Compaction of structure backfill by inundation with water will not be permitted.

Material for structure backfill shall be composed of earth only and shall contain no wood, grass, roots, broken concrete, stones, trash, or debris of any kind.

No tamped, rolled, or otherwise mechanically compacted backfill shall be deposited or compacted in water.

All backfill material shall consist of loose earth having a moisture content such that the required density of the compacted soil will be obtained with the compaction method used. Moisture content shall be distributed uniformly and water for correction of moisture content shall be added sufficiently in advance so proper moisture distribution and compaction will be obtained.

Granular material shall be wet, not just damp, when compacted.

Particular care shall be taken to compact structure backfill that will be beneath pipes, drives, roads, or other surface construction or structures. In addition, wherever a trench will pass through structure backfill, the structure backfill shall be placed and compacted to an elevation at least 12 inches above the top of the pipe before the trench is excavated.

2B-6

2B.17 COMPACTED ROCK FILL. Compacted rock fill shall consist of crushed rock conforming to ASTM C33, gradation 1-1/2 inch to crusher fines. The rock fill shall be placed on undisturbed subgrade and compacted to not less than 70 percent relative density as determined by ASTM D4253 and D4254. Compaction shall be performed with vibrating mechanical compactors.

Crushed rock for compacted fill shall be handled and placed in a manner that will prevent segregation of sizes. The fill material shall have the best practicable moisture content to achieve maximum density with the compaction methods used. The material shall be placed in horizontal layers not more than 6 inches in uncompacted thickness.

If concrete is to be placed on the compacted rock fill, the fill shall be finished with a thin layer of clean concrete sand to fill all voids and interstices and to obtain the required subgrade elevation.

A polyethylene film moisture barrier shall be placed over the sand as specified in Section 2G, CAST-IN-PLACE CONCRETE.

2B.18 COMPACTED SAND FILL. Compacted sand fill material shall consist of clean natural sand. The sand shall conform to ASTM C33 and not less than 75 percent shall pass a No. 4 sieve. Not more than 10 percent shall pass a No. 200 sieve.

Inundated sand fills shall be placed on a suitable subgrade and shall be placed with suitable arrangements for retention of water until compaction is completed and water is disposed of after compaction. The sand shall be deposited in, or simultaneously with the application of, clean water so that the sand is kept inundated at all times. During placement and inundation, the sand shall be compacted to 70 percent relative density as determined by ASTM D4253 and D4254 using mechanical probe type vibrators.

Tamped sand fills shall be placed on a suitable subgrade. The sand shall be wet, not just damp, when placed and moisture content shall be adjusted for maximum density. Compaction shall be performed with vibrating platform type compactors.

If concrete is to be placed on the compacted sand fill, a polyethylene film moisture barrier shall be placed over the sand as specified in 2G, CAST-IN-PLACE CONCRETE.

2B.19 CONCRETE CULVERT PIPE. – Not applicable.

2B.20 PIPE TRENCH EXCAVATION. No more trench shall be opened in advance of pipe laying than is necessary to expedite the work.

All trench excavation shall be open cut from the surface except where tunneling is required.

2B-7

2B.20.1 Alignment and Grade. The alignment and grade or elevation of each pipeline shall be fixed and determined by means of batter boards and offset stakes, laser beam equipment, or surveying instruments unless otherwise accepted. Vertical and horizontal alignment of pipes, and the maximum joint deflection used in connection therewith, shall be in conformity with requirements of the specification section covering installation of pipe.

If piping elevations are not indicated on the drawings, underground piping shall be installed with a minimum of 2 feet of cover above the top of the pipe.

2B.20.2 Limiting Trench Widths. Trenches shall be excavated to a width that will provide adequate working space and pipe clearance for proper pipe installation, jointing, and embedment.

However, the width of trench below an elevation 12 inches above the top of the pipe shall not be more than l8 inches greater than the outside diameter of the pipe unless otherwise indicated on the drawings.

Where necessary to reduce earth load on trench banks to prevent sliding and caving, banks may be cut back on slopes which shall not extend lower than 1 foot above the top of the pipe.

2B.20.3 Unauthorized Trench Widths. Where, for any reason, the width of the lower portion of the excavated trench exceeds the maximum specified, pipe of adequate strength, special pipe embedment, or arch concrete encasement, as required by loading conditions and with the concurrence of the Engineer, shall be furnished and installed by and at the expense of the Contractor.

2B.20.4 Mechanical Excavation. The use of mechanical equipment will not be permitted in locations where its operation would cause damage to trees, buildings, culverts, or other existing property, utilities, or structures above or below ground. In all such locations, hand-excavating methods shall be used.

2B.20.5 Trench Depth. Except where otherwise required for concrete encasement, rock clearance, or trench bottom stabilization, pipe trenches shall be excavated to the depth required for the installation of embedment pipe foundation material below the underside of the pipe as indicated on the drawing bound at the end of this section.

If concrete encasement is required, concrete base slabs or support pads shall be placed in the pipe trench and foundation material shall be omitted. Wedges and struts shall also be provided to bring the pipe to grade, hold alignment, and prevent flotation.

2B.20.6 Bell Holes. Bell holes shall provide adequate clearance for tools and methods used in installing pipe. No part of any bell or coupling shall be in contact with the trench bottom, trench walls, or embedment when the pipe is jointed.

2B-8

2B.21 PIPE EMBEDMENT. Embedment materials both below and above the bottom of the pipe, classes of embedment to be used, and placement and compaction of embedment materials shall conform to the requirements indicated on the drawing included at the end of this section and to the following supplementary requirements.

2B.21.1 Embedment Classes. Pipe embedment classes shall be as indicated on the drawing included at the end of this section and as specified herein.

Second-class embedment shall be used with the following piping materials:

PVC water piping from source (well, city, county) to substation control building.

Third-class embedment shall be used for all piping materials not listed hereinbefore.

Granular embedment material shall be crushed rock or gravel which shall have a gradation such that 95 percent of the material shall pass a 1/2 inch sieve and not more than 5 percent shall pass a No. 4 sieve.

Sand embedment material shall be clean sand that shall have a gradation so that 95 percent of the material shall pass a No. 4 sieve and not more than 5 percent shall pass a No. 100 sieve.

2B.21.2 Placement and Compaction. Embedment material shall be spread on the trench bottom and the surface graded to provide a uniform and continuous support beneath the pipe at all points between bell holes or pipe joints. The material shall be compacted with vibrating platform type compactors. Compactive effort and moisture content shall be adjusted to provide a firm but slightly yielding support for the pipe. It will be permissible to slightly disturb the finished subgrade surface by withdrawal of pipe slings or other lifting tackle.

After each pipe has been graded, aligned, and placed in final position on the bedding material, and shoved home, sufficient pipe embedment material shall be deposited and compacted under and around each side of the pipe and back of the bell or end thereof to hold the pipe in proper position and alignment during subsequent pipe jointing and embedment operations.

Embedment material shall be deposited and compacted uniformly and simultaneously on each side of the pipe to prevent lateral displacement. Embedment material shall be placed in layers of 8 inches or less and each layer shall be uniformly compacted. Granular embedment and sand embedment shall be compacted to 70 percent of relative density as determined by ASTM D4253 and D4254.

Embedment materials shall be placed in uniform layers and shall have a moisture content that will ensure that maximum density will be obtained with the compaction method used. Sand shall be wet, not just damp, when compacted. Vibrating compactors shall be used to compact sand, crushed rock, and gravel.

2B-9

All tools used in the placement and compaction of the embedment of coated pipe shall be selected and used so the pipe coating will not be damaged.

Second-class embedment shall extend 12 inches above the pipe. Third-class embedment shall extend not less than 1/6 of the outside diameter above the pipe bottom.

2B.22 TRENCH BACKFILL. All trench backfill above pipe embedment shall conform to the following requirements.

2B.22.1 Compacted Backfill. Compacted backfill will be required for the full depth of the trench above the embedment.

Compacted backfill material shall meet the requirements specified hereinafter. Compacted backfill material shall be either suitable job excavated material or suitable material furnished by the Contractor from his own sources.

Compacted backfill material shall be finely divided and free from debris, organic material, and stones larger than 3 inches in greatest dimension. Compacted backfill material shall be placed in uniform layers not exceeding 8 inches in uncompacted thickness. Increased layer thickness may be permitted for noncohesive material if the Contractor demonstrates to the satisfaction of the Project Field Manager that the specified compacted density will be obtained. The method of compaction and the equipment used shall be appropriate for the material to be compacted and shall not transmit damaging shocks to the pipe. Trench backfill shall be compacted to not less than 90 percent of maximum density.

Backfill for trenches traversing subgrades of roads, parking areas, underground piping, underground electrical ducts and conduit, and other facilities subject to damage by settlement shall be compacted to not less than 95 percent of maximum density. Moisture content of backfill material shall be adjusted as required to obtain the specified density with the compaction equipment used.

Cohesive backfill material shall be compacted to the densities specified hereinbefore as determined by ASTM D1557. If noncohesive material is used, compaction shall be to 70 percent relative density as determined by ASTM D4253 and D4254.

2B.23 DUCT BANK TRENCHING. Trenches for duct banks shall be dug to lines indicated on the drawings or at other locations acceptable to the Project Field Manager, and to the exact depth required for the proper grade of the ducts with encasement. Wherever possible, the trenches shall be excavated to permit the duct bank to rest on undisturbed earth or rock. Where it is necessary to trench through backfill, the earth shall be well compacted before the duct bank is installed.

2B-10

All trenches shall be wide enough to provide ample room for workmen engaged in handling and installing ducts. Where it is necessary to reduce the earth load on trench banks to prevent sliding or caving, trench banks may be cut back on slopes which shall not extend lower than 12 inches above the top of the duct bank.

Duct bank backfill shall be compacted backfill. Backfill material shall be either suitable job excavated material or suitable material furnished by the Contractor from his own sources.

Compacted backfill material shall be finely divided and free from debris, organic material, and stones larger than 3 inches in greatest dimension. Compacted backfill material shall be placed in uniform layers not exceeding 8 inches in uncompacted thickness. Increased layer thickness may be permitted for noncohesive material if the Contractor demonstrates to the satisfaction of the Project Field Manager that the specified compacted density will be obtained. The method of compaction and the equipment used shall be appropriate for the material to be compacted and shall not transmit damaging shocks to the duct bank. Trench backfill shall be compacted to not less than 90 percent of maximum density. Backfill for trenches traversing subgrades of roads, parking areas, underground piping, other underground electrical ducts and conduit, and other facilities subject to damage by settlement shall be compacted to not less than 95 percent of maximum density. Moisture content of backfill material shall be adjusted as required to obtain the specified density with the compaction equipment used.

Cohesive backfill materials shall be compacted to the densities specified hereinbefore as determined by ASTM D1557. If noncohesive material is used, compaction shall be to 70 percent relative density as determined by ASTM D4253 and D4254.

2B.24 MAINTENANCE AND RESTORATION OF FILLS, EMBANKMENTS, AND BACK-

FILLS. Fills, embankments, and backfills that settle or erode before final acceptance of the work, and pavement, structures, and other facilities damaged by such settlement or erosion, shall be repaired. The settled or eroded areas shall be refilled, compacted, and graded to conform to the elevation indicated on the drawings or to the elevation of the adjacent ground surface.

Damaged facilities shall be repaired in a manner acceptable to the Project Field Manager.

Earth slopes of the roads constructed under these specifications shall be maintained to the lines and grades indicated on the drawings until the final acceptance of the road slopes by the authorities having jurisdiction.

2B.25 FINAL GRADING. After all construction work has been completed, all ground surface areas disturbed by this construction shall be graded. The grading shall be finished to the contours and elevations indicated on the drawings or, if not indicated, to the matching contours and elevations of the original, undisturbed ground surface. The final grading shall provide smooth uniform surfacing and effective drainage of the ground areas.

2B-11

2B.26 DISPOSITION OF MATERIALS. Excavated earth material shall be used to construct fills, embankments, and backfills to the extent required. Surplus earth, if any, and materials which are not suitable for fills, embankments, and backfills shall be removed from the site by and at the expense of the Contractor.

2B.27 DUST CONTROL. Take measures to control dust. Keep earth surfaces subject to dusting moist with water, as required, during entire contract schedule. Cover materials in piles or in transit to prevent dust from blowing.

Protect buildings or operating facilities which may be affected adversely by dust. During the progress of the work, the Contractor shall conduct his operations and maintain the area of his activities, including sweeping and sprinkling to minimize creation and dispersion of dust.

2B-12

PIPE EMBEDMENT

2C-1

Section 2C—FOUNDATION PIERS

2C.1 GENERAL. This section covers foundation pier drilling and placing of concrete for piers.

2C.2 DISPOSAL OF EXCAVATED MATERIALS. The disposal of excavated material shall be as specified in the section titled EARTHWORK.

2C.3 CLASSIFICATION OF MATERIALS. No classification of excavated materials will be made except for identification purposes. Pier excavation shall include the removal and subsequent handling of all materials encountered in excavating the piers to the depth required.

2C.4 BLASTING. Blasting will not be permitted on the site.

2C.5 DRILLING. Foundation piers shall be drilled with an auger in earth and with a roller bit in rock. Casings shall be used where the sides of the excavation are unstable and may be used at all locations.

Drilling equipment shall be designed to drill straight and clean holes. The minimum acceptable size and capability of drilling equipment shall be equivalent to a Hughes "LDH" rig. Casings, if used, shall be installed as the drilling proceeds or immediately after the auger is withdrawn as required to prevent sloughing and caving of the excavation walls. The Contractor may elect to advance the excavation and facilitate the removal of cuttings by using a densified fluid.

The hole may be excavated by the drilling and slurry technique. If sufficient side wall pressure cannot be obtained, void of additives, by use of water, the Contractor shall submit for approval a drilling mud procedure proposed to be used for wet hole foundations prior to the start of foundation construction. The driller’s mud shall be brand name Super Mud manufactured by Polymer Drilling Systems. The driller’s mud shall be mixed in accordance with the manufacturer's recommendations and to the proper consistency for maintaining the sides of the hole. The Contractor may substitute attapulgite clay type driller’s mud for the Super Mud on holes where Super Mud will not provide sufficient side wall pressure to maintain the sides of the hole excavation. Substitution of the attapulgite clay will not be made without the Engineer's approval.

Under no circumstances can bentonitic or kaolinitic clay products be used.

Casings shall be of steel construction and shall be of ample strength to withstand handling and installation stresses. Casings may be removed as the concrete is placed or left in place at the Contractor's option. If removed, the casing extraction shall be facilitated by the use of a vibratory extractor. During removal the casing shall be continually plumb and the concrete surface within the casing shall be continually observed for maintenance of concrete "head"

2C-2 sufficient to offset the external water head of the casing. A minimum head of 4 to 5 feet of concrete shall be maintained above the bottom of the casing during casing extraction.

Each pier shall be accurately located, sized, and plumbed. The maximum variation of any pier from its designated location shall not be more than 2 inches at its top elevation. No pier shall be out of plumb more than 1 inch in 5 feet of height. Variation of pier location within specified limits shall not be cause for variation in anchor bolt or concrete cap location.

Each pier excavation shall be made to the depth indicated on the drawings.

2C.6 INSPECTION. It is the intent of these specifications that the Project Field Manager and Contractor will inspect all pier excavations prior to the placement of reinforcing steel and concrete. The Contractor shall provide all miscellaneous services required for the inspection in-cluding, but not limited to, checking of pier excavations for toxic gas, lighting, ventilation, and rigging and rigging operation for lowering and raising the inspectors in the holes. The Contractor shall provide a removable type casing of sufficient strength to resist shifting of the surrounding earth for use in inspection of piers not otherwise cased. The temporary casing shall be provided for the full depth of the pier excavation above the bell or under-reaming. A lifeline suitable for instant rescue and securely fastened to a shoulder harness shall be individually manned and separate from any line used to remove materials excavated from the pier excavation.

2C.7 CONCRETE. Concrete work for foundation piers shall conform to the requirements of Section 2G, CAST-IN-PLACE CONCRETE, and to these additional requirements. Unless otherwise permitted by the Project Field Manager, concrete shall be placed in the pier holes the same day the holes are drilled.

All water and loose materials shall be removed from the holes and pier dowels shall be thoroughly cleaned before any concrete is placed. Pier holes shall be dry except as specified hereinafter.

Concrete shall be placed with a tremie or funnel to prevent segregation and the top 6 feet shall be rodded or vibrated to provide a dense mass free of voids. As placed, the concrete shall have a slump between 6 and 8 inches. During the filling of the holes, if water begins to accumulate on the top of the concrete, the amount of water in succeeding batches shall be reduced. Should there be an accumulation of scum or laitance on the top of the concrete, it shall be removed and additional concrete shall be placed to bring the pier back to the proper elevation.

After the concreting is started for each pier, it shall be completed in a continuous process. A sufficient quantity of concrete to fill the pier shall be in delivery trucks at the pier site when the first concrete is placed in each pier. If the concreting of any pier is suspended for more than 30 minutes before the pier is completed, laitance and water shall be removed from the joint surface and the joint surface shall be coated with epoxy bonding compound before concreting is

2C-3 resumed. In order to provide for an emergency stoppage, bonding compound shall be at the site before the concreting of piers is started.

Piers shall be reinforced as indicated on the drawings and all reinforcements shall be installed and secured to prevent shifting during the placement of concrete. The upper portion of the piers shall be formed where indicated on the drawings. The pier surface shall have a Keyway as shown on drawings and shall be prepared in accordance with article titled "Bonding to Hardened Concrete" in Section 2G, CAST-IN-PLACE CONCRETE. Each pier shall be cured for at least 7 days by the use of membrane curing compound as specified in Section 2G, CAST-IN-PLACE

CONCRETE.

If casings are to be left in place, the void areas between the form and the excavation walls shall be filled with grout. The grout shall be placed and compacted in such a manner that the annular space is completely filled.

Records shall be kept by the Contractor indicating the exact volume of each pier excavated and this volume shall then be compared to the volume of concrete actually placed in each pier. A lesser amount of concrete placed than calculated may indicate faulty pier construction. In the event of such an occurrence, the Engineer shall be notified, and the Contractor shall then take immediate remedial action.

2C.7.1 Underwater Concrete. Concrete shall not be deposited under water except with specific permission of the Project Field Manager. For concrete deposited under water, the limiting requirements shall be adjusted to provide not more than 6 inches of slump and to increase the cement factor by one sack per cubic yard. Any extra charges for these changes by the concrete supplier shall be borne by the Contractor.

Underwater concrete shall be placed through tremies. The tremies shall be equipped with a tremie seal at the lower end and a hopper at the upper end. The tremie shall be watertight and large enough to allow a free flow of concrete. After the flow of concrete is started, the lower end of the tremie shall be kept below the surface of the deposited concrete. Agitation of the deposited concrete shall be avoided. When necessary to move laterally, the tremie shall be lifted free of the concrete and lowered vertically at the new location. The entire mass of concrete shall be placed as quickly as possible so that it will flow into place without the necessity of horizontal shifting below water.

The water shall be quiescent when concrete is deposited therein. After placing, the ground water level in the area adjacent to the pier shall be kept static until the concrete has taken its initial set.

2C-4

2C.8 PIER INSTALLATION RECORD. The Contractor shall maintain accurate records that shall contain the following information for each pier:

Contractor's name.

Drill rig operator's name.

Pier number and location.

Shaft diameter.

Ground elevation.

Top elevation of shaft.

Top elevation of rock.

Bottom elevation of shaft.

Ground water elevation.

Caving or sloughing of excavation.

Drilling difficulties.

Casing insertion, size and length, and whether or not removed.

Date and time of start and finish excavation.

Length and diameter of reinforcing bar cage.

Date and time concrete placed.

Calculated volume of excavation based on diameter of shaft and bell.

Total quantity of concrete placed.

2C.9 REINFORCEMENT. The reinforcement for the piers shall be provided and installed as shown on the drawings.

The tie requirements as shown on the drawings are ACI minimum requirements. The Contractor shall provide any additional tie reinforcement needed for constructability purposes.

2D-1

Section 2D--DRAINAGE PIPING

2D.1 GENERAL. This section covers materials, manufacture, and installation for underground drainage piping and appurtenances, as shown on the drawings.

Trenching, embedment, backfill, and other related earthwork shall be in accordance with the requirements of Section 2B, EARTHWORK.

2D.2 LAWS AND REGULATIONS. Drainage piping work shall be performed in accordance with all applicable governmental codes and ordinances and laws and regulations of the city and state which pertain to such work. In case of conflict between these specifications and any law or ordinance, the latter shall govern.

2D.3 MATERIALS. Drainage pipe and associated materials shall conform to the following requirements:

Polyvinyl chloride pipe, designated PVC on the drawings:

Pipe and fittings 4 inch through 15 inch ASTM D3034, SDR 35, Cell

Classification 12454-B or 12454-C.

18 inch through 27 inch ASTM F679, Wall T-1, Cell

Classification 12454-C.

Jointing materials Bell and spigot joints ASTM D3212, integral bell push-on type elastomeric gasket joints.

Welded joints Solvent welded in accordance with the manufacturer's recommendations.

Solvent cement ASTM D2564.

2D.4 Corrugated High Density Polyethylene (HDPE) Pipe

CHDPE pipe shall be manufactured with annular corrugations on the outside of the pipe and an integrally formed smooth waterway on the inside of the pipe. All pipe sections and fittings shall be made from virgin polyethylene compounds which conform to the AASHTO standards referenced in materials. Pipes shall be furnished in the manufacturer’s maximum standard

2D-2 lengths, except as required to complete a pipe run of non-standard length. Pipes shall have square cut ends or flared end sections where indicated on the drawings. Flared end sections shall be the manufacturer’s standard for the size and shape of the pipe provided.

All fittings, clean-outs, area drains, and other special appurtenances shall be furnished. Fittings shall neither reduce nor impair the overall integrity of the pipeline.

Pipe joint materials shall be provided in accordance with the recommendations of the manufacturer and these specifications.

Cutting shall be performed in a neat manner without damaging the pipe. Cuts shall be smooth, straight and, unless approved by the Purchaser, shall be made at right angles to the pipe axis.

Pipe shall be cut with mechanical pipe cutters unless alternate methods are approved by the Purchaser.

2D.5 HANDLING. Pipe, fittings, and accessories shall be handled in a manner that will ensure installation in sound, undamaged condition. Equipment, tools, and methods used in loading, unloading, reloading, and hauling pipe and fittings shall be such that the pipe and fittings are not damaged. Hooks inserted in the ends of pipe shall have broad, well padded contact surfaces.

Damaged pipe shall be removed from the site.

Clay pipe and fittings shall be handled carefully and shall not be bumped or dropped. Hooks shall not be permitted to come in contact with joint surfaces.

Pipe coating which has been damaged shall be repaired by the Contractor before installing the pipe.

Plastic pipe shall be shaded as required to prevent curvature due to thermal expansion.

2D.6 GENERAL INSTALLATION REQUIREMENTS. Drainage piping shall be accurately installed in accordance with lines and grades indicated on the drawings or as required by connections to other piping. Pipe grades between designated invert elevations shall be uniform to ensure unrestricted flow and eliminate low spots or traps that would retain water. Pipe shall be laid in a manner to provide uniform support throughout its length.

Pipelines intended to be straight shall be laid straight.

2D.6.1 Cutting. Cutting shall be done in a neat manner, without damage to the pipe. Cuts shall be smooth, straight, and at right angles to the pipe axis. Pipe shall be cut with mechanical pipe cutters. Where the use of mechanical cutters would be difficult or impracticable, the proposed method of pipe cutting shall be acceptable to the Project Field Manager.

2D-3

2D.6.2 Cleaning. Foreign matter shall be thoroughly cleaned from the interior of all pipe and fittings before installing. Pipe shall be kept clean until the work has been accepted. Surfaces shall be wire brushed, if necessary, and wiped clean, dry, and free from oil and grease before the joints are assembled. Joint contact surfaces shall be kept clean until the jointing is completed.

Every precaution shall be taken to prevent foreign material from entering the pipe while it is being installed. No debris, tools, clothing, or other materials shall be placed in the pipe.

2D.6.3 Inspection. Pipe and fittings shall be carefully examined for cracks and other defects immediately before installation. Spigot ends shall be examined with particular care since they are vulnerable to damage from handling. Defective pipe and fittings shall be removed from the site of the work.

2D.7 ALIGNMENT. Piping shall be laid to the lines and grades indicated on the drawings.

Batter boards, laser beam equipment, or surveying instruments shall be used to maintain alignment and grade.

Batter boards, if used, shall be erected at intervals of not more than 25 feet. Batter boards shall be used to determine and check pipe subgrades. Not less than three batter boards shall be maintained in proper position at all times when trench grading is in progress.

If laser beam equipment is used, periodic elevation measurements shall be made with surveying instruments to verify accuracy of grades. If such measurements indicate thermal deflection of the laser beam due to differences between ground temperature and the air temperature within the pipe, precautions shall be taken to prevent or minimize further thermal deflections.

2D.8 LAYING PIPE. Lateral displacement of the pipe shall be prevented during embedment operations. Pipe shall not be laid in water, nor under unsuitable weather or trench conditions.

Pipe…