Attachment 2 - Specifications 1174767.pdf

Specifications for Building 3 and 4 PPW Connections

USDA NATIONAL CENTERS FOR ANIMAL HEALTH 110087A0

BUILDING 3 AND 4 WASTEWATER PIPING REPLACEMENT

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01110 SUMMARY OF WORK

01125 PROJECT PHASING

01330 SUBMITTAL PROCEDURES

01420 SOURCES FOR REFERENCE PUBLICATIONS

01525 SAFETY AND OCCUPATIONAL HEALTH REQUIREMENTS

01770 CLOSEOUT PROCEDURES

DIVISION 02 - SITE CONSTRUCTION

02220 DEMOLITION

02300 EARTHWORK

02532 PUMPED WASTEWATER LINE

02533 DOUBLE WALL CONTAINMENT SANITARY SEWER FOR PRETREATMENT

WASTE

02752 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE

FACILITIES

02921 TURF

DIVISION 03 - CONCRETE

03101 FORMWORK FOR CONCRETE

03200 CONCRETE REINFORCEMENT

03300 CAST-IN-PLACE CONCRETE

DIVISION 05 - METALS

05120 STRUCTURAL STEEL

DIVISION 09 - FINISHES

09900 PAINTS AND COATINGS

DIVISION 15 - MECHANICAL

15050 BASIC MECHANICAL MATERIALS AND METHODS

15055 BASIC PIPING MATERIALS AND METHODS

15060 HANGERS AND SUPPORTS

15075 MECHANICAL IDENTIFICATION

15100 VALVES

15125 GASKETS

15170 ELECTRIC MOTORS

15183 WASTE MOTIVATION PUMPS

15210 STORAGE TANKS

15905 FIELD DEVICES

DIVISION 16 - ELECTRICAL

16050 BASIC ELECTRICAL MATERIALS AND METHODS

16120 WIRE AND CABLE

16130 RACEWAYS, BOXES, AND FITTINGS

16269 VARIABLE FREQUENCY CONTROLLERS

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 1

ISSUED FOR AS-BUILTS - 04/05/2012

Buildings 3 AND 4 PPW Connections

Section 01110 Page 1

SECTION 01110

SUMMARY OF WORK

PART 1 GENERAL

1.1 WORK COVERED BY CONTRACT DOCUMENTS

1.1.1 General

The National Centers for Animal Health (NCAH), comprised of the National Animal Disease Center (NADC) and National Veterinary Services Laboratories/Center for Veterinary Biologics (NVSL/CVB), is located in Ames, Iowa.

This project will consist of exposing and repairing the fiberglass outer piping to identify where the leak is located, connecting the building 125 waste line into building 3 and connecting existing waste lines into the 2 collection tanks in the basement of building 3 and to the 2 collection tanks in the basement of building 4. See Statement of Work (SOW) for more details on this project.

1.1.2 Location

The work shall be located at the National Centers for Animal Health, Ames, Iowa, approximately as indicated. The exact location will be shown by the Contracting Officer.

1.2 EXISTING WORK

In addition to "FAR 52.236-9, Protection of Existing Vegetation, Structures, Equipment, Utilities, and Improvements":

a. Remove or alter existing work in such a manner as to prevent injury or damage to any portions of the existing work which remain.

b. Repair or replace portions of existing work which have been altered during construction operations to match existing or adjoining work, as approved by the Contracting Officer. At the completion of operations, existing work shall be in a condition equal to or better than that which existed before new work started.

1.3 LOCATION OF UNDERGROUND FACILITIES

Obtain digging permits prior to start of excavation by contacting the Contracting Officer 15 calendar days in advance. Scan the construction site with electromagnetic or sonic equipment, and mark the surface of the ground, or paved surface where existing underground utilities are discovered.

Verify the elevations of existing piping, utilities, and any type of underground obstruction not indicated to be specified or removed but indicated or discovered during scanning in locations to be traversed by piping, ducts, and other work to be conducted or installed. Verify elevations before installing new work closer than nearest manhole or other structure at which an adjustment in grade can be made.

See Statement of Work (SOW)

Section 01110 Page 2

1.3.1 Notification Prior to Excavation

Notify the Contracting Officer’s Representative at least 48 hours prior to starting excavation work.

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

-- End of Section --

Building 3 and 4 PPW Connections

Section 01125 Page 1

SECTION 01125

PROJECT PHASING

1.1 DESCRIPTION OF WORK

The intent of this Section is to inform the Contractor of known restrictions that will affect the timing of his work and provide general phasing guidelines. All equipment, piping, and services must remain in operation at all times except as described herein. Phasing shall occur in accordance with the restrictions presented in this Section.

1.2 GENERAL

1.2.1 Lock-Out/Tag-Out

The Contractor shall notify the Government through the COR whenever a piece of equipment must be shut down or removed and shall follow all of the Government's lock-out tag-out procedures. The actual shut down of equipment will be performed by the Government's personnel.

1.2.2 Phasing Plan

Phasing plans and scheduled wastewater restrictions shall be coordinated between the contractor and the COR prior to any work being performed.

1.2.3 Temporary Work

Not used

1.3 ISOLATION VALVE TESTING REQUIRED FOR PHASING

Existing isolation valves shall be utilized to isolate piping segments during the construction phasing. The Contractor shall schedule with the Government through the COR the time to exercise and verify the shutoff capability of all isolation valves required to operate and perform during construction activities prior to needing to rely on the valve(s) to hold for tie-in work. Any valve or valves not allowing tight shutoff are to be immediately reported to the COR so that he/she can witness the failed service of the shutoff valve. If a valve is found to not provide tight shut-off service, the COR will provide further direction. This may include replacing the failed valve or making a hot tap connection. It is the responsibility of the Contractor that testing of the existing valves occur early in the construction activities so that proper planning can be made.

1.4 PUMPED PRETREATMENT LINE PHASING

1.4.1 General

The new pumped pretreatment waste system connecting Buildings 3 and 4 to the current Wastewater Pretreatment Plant Building 156 must be successfully operated and tested as specified with clean water before the disconnect and

Section 01125 Page 2 tie-in of the single wall pretreatment waste line flowing from Building 125 can be performed. Outage of the waste collection system during the construction will be severely restricted and shall be coordinated with the Government.

Section 01525 Page 1

SECTION 01525

SAFETY AND OCCUPATIONAL HEALTH REQUIREMENTS

01/04

PART 1 GENERAL

1.1 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only or as otherwise designated. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with Section

01330, SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Safety and Occupational Health Plan;G

1.1.1 Safety and Occupational Health Plan

The Contractor shall submit a detailed Safety and Occupational Health Plan for review and acceptance by the Government.

file://sv07004/data/Proj/110087A0/ASBUITS_2011-12/SPEC/WORD/01330.doc

Section 02220 Page 1

SECTION 02220

DEMOLITION

05/02

1.1 REFERENCES

Not used

1.2 GENERAL REQUIREMENTS

Do not begin demolition until authorization is received from the Contracting Officer. Remove rubbish and debris from the project site; do not allow accumulations inside or outside the buildings. The work includes demolition, salvage of identified items and materials, and removal of resulting rubbish and debris. Rubbish and debris shall be removed from Government property daily, unless otherwise directed, to avoid accumulation at the demolition site. Materials that cannot be removed daily shall be stored in areas specified by the Contracting Officer’s Representative.

1.3 SUBMITTALS

1.4 REGULATORY AND SAFETY REQUIREMENTS

Comply with federal, state, and local hauling and disposal regulations.

1.5 DUST AND DEBRIS CONTROL

Prevent the spread of dust and debris to occupied portions of the building and avoid the creation of a nuisance or hazard in the surrounding area. Do not use water if it results in hazardous or objectionable conditions such as, but not limited to, ice, flooding, or pollution. Sweep pavements as often as necessary to control the spread of debris that may result in foreign object damage potential to vehicles.

1.6 PROTECTION

1.6.1 Existing Work

Before beginning any demolition work, the Contractor shall survey the site and examine the drawings and specifications to determine the extent of the work. The Contractor shall take necessary precautions to avoid damage to existing items to remain in place, to be reused, or to remain the property of the Government; any damaged items shall be repaired or replaced as approved by the Contracting Officer. The Contractor shall coordinate the work of this section with all other work and shall construct and maintain shoring, bracing, and supports as required. The Contractor shall ensure that structural elements are not overloaded and shall be responsible for increasing structural supports or adding new supports as may be required as a result of any cutting, removal, or demolition work performed under this contract. Do not overload structural elements. Provide new supports and reinforcement for existing construction weakened by demolition or removal

Section 02220 Page 2 work. Repairs, reinforcement, or structural replacement must have Contracting Officer approval.

1.6.2 Weather Protection

For portions of the building to remain, protect building interior and materials and equipment from the weather at all times. Where removal of existing roofing is necessary to accomplish work, have materials and workmen ready to provide adequate and temporary covering of exposed areas so as to ensure effectiveness and to prevent displacement.

1.6.3 Trees

Not applicable

1.6.4 Facilities

Protect electrical and mechanical services and utilities. Where removal of existing utilities and pavement is specified or indicated, provide approved barricades, temporary covering of exposed areas, and temporary services or connections for electrical and mechanical utilities. Floors, roofs, walls, columns, pilasters, and other structural components that are designed and constructed to stand without lateral support or shoring, and are determined to be in stable condition, shall remain standing without additional bracing, shoring, of lateral support until demolished, unless directed otherwise by the Contracting Officer. The Contractor shall ensure that no elements determined to be unstable are left unsupported and shall be responsible for placing and securing bracing, shoring, or lateral supports as may be required as a result of any cutting, removal, or demolition work performed under this contract.

1.6.5 Protection of Personnel

During the demolition work the Contractor shall continuously evaluate the condition of the structure being demolished and take immediate action to protect all personnel working in and around the demolition site. No area, section, or component of floors, roofs, walls, columns, pilasters, or other structural element will be allowed to be left standing without sufficient bracing, shoring, or lateral support to prevent collapse or failure while workmen remove debris or perform other work in the immediate area.

1.7 BURNING

Not applicable.

1.8 RELOCATIONS

1.9 REQUIRED DATA

Demolition plan shall include procedures for careful removal and disposition of materials specified to be salvaged, coordination with other work in progress, a disconnection schedule of utility services, a detailed description of methods and equipment to be used for each operation and of the sequence of operations.

Section 02220 Page 3

The procedures shall provide for safe conduct of the work, including procedures and methods to provide necessary supports, lateral bracing and shoring when required, careful removal and disposition of materials specified to be salvaged, protection of property which is to remain undisturbed, coordination with other work in progress, and timely disconnection of utility services. The procedures shall include a detailed description of the methods and equipment to be used for each operation, and the sequence of operations in accordance with EM 385-1-1. Utility services shall remain operational to existing buildings. Temporary closures for connecting to existing utilities will be permitted, however they must be closely coordinated with the site operators. Shutdowns which adversely affect operations will not be permitted.

3.1 EXISTING FACILITIES TO BE REMOVED

3.1.1 Utilities and Related Equipment

Remove existing utilities, as indicated and terminate in a manner conforming to the nationally recognized code covering the specific utility and approved by the Contracting Officer’s Representative. When utility lines are encountered that are not indicated on the drawings, the Contracting Officer’s Representative shall be notified prior to further work in that area. If utility lines are encountered that are not shown on drawings, contact the Contracting Officer’s Representative for further instructions.

3.1.2 Paving and Slabs

Remove sawcut concrete and asphaltic concrete paving and slabs including aggregate base to a depth of 12 inches below new finish grade. Provide neat saw cuts at limits of pavement removal as indicated.

3.1.3 Masonry

Sawcut and remove masonry so as to prevent damage to surfaces to remain and to facilitate the installation of new work. Where new masonry adjoins existing, the new work shall abut or tie into the existing construction as indicated specified for the new work.

3.1.4 Concrete

Saw concrete along straight lines to a depth of not less than 2 inches.

Make each cut in walls perpendicular to the face and in alignment with the cut in the opposite face. Break out the remainder of the concrete provided that the broken area is concealed in the finished work, and the remaining concrete is sound. At locations where the broken face cannot be concealed, grind smooth or saw cut entirely through the concrete.

3.1.5 Patching

Section 02220 Page 4

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

a. Holes and depressions caused by previous physical damage or left as a result of removals in existing masonry walls to remain shall be completely filled with an approved masonry patching material, applied in accordance with the manufacturer's printed instructions.

b. Where existing partitions have been removed leaving damaged or missing resilient tile flooring, patch to match the existing floor tile.

c. Patch acoustic lay-in ceiling where partitions have been removed. The transition between the different ceiling heights shall be effected by continuing the higher ceiling level over to the first runner on the lower ceiling and closing the vertical opening with a painted sheet metal strip.

3.2 DISPOSITION OF MATERIAL

3.2.1 Title to Materials

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

3.2.2 Reuse of Materials and Equipment

Remove and store materials and equipment to be reused or relocated to prevent damage, and reinstall as the work progresses.

3.2.3 Salvaged Materials and Equipment

Remove materials and equipment that are to be removed by the Contractor and that are to remain the property of the Government, and deliver to a storage site, as directed within the work site.

Contractor shall salvage items and material to the maximum extent possible.

Material salvaged for the Contractor shall be stored as approved by the Contracting Officer’s Representative and shall be removed from Government property before completion of the contract. Material salvaged for the Contractor shall not be sold on the site.

Section 02220 Page 5

Salvaged items to remain the property of the Government shall be removed in a manner to prevent damage, and packed or crated to protect the items from damage while in storage or during shipment. Items damaged during removal or storage shall be repaired or replaced to match existing items. Containers shall be properly identified as to contents.

3.3 CLEANUP

Debris and rubbish shall be removed from basement and similar excavations.

Debris shall be removed and transported in a manner that prevents spillage on streets or adjacent areas. Local regulations regarding hauling and disposal shall apply.

3.3.1 Debris and Rubbish

Debris and rubbish shall be removed from basement and similar excavations.

Debris shall be removed and transported in a manner that prevents spillage on streets or adjacent areas. Local regulations regarding hauling and disposal shall apply.

Section 02300 Page 1

SECTION 02300

EARTHWORK

12/97

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

ASTM INTERNATIONAL (ASTM)(latest versions)

ASTM D 698 Laboratory Compaction Characteristics of Soil

Using Standard Effort (12,400 ft-lbf/cu. ft.

(600 kN-m/cu. m.))

ASTM INTERNATIONAL (ASTM)(Latest versions)

ASTM C 136 Sieve Analysis of Fine and Coarse Aggregates

ASTM D 422 Particle-Size Analysis of Soils

ASTM D 1140 Amount of Material in Soils Finer than the

No. 200 (75-micrometer) Sieve

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

ASTM D 2487 Soils for Engineering Purposes (Unified Soil

Classification System)

ASTM D 4318 Liquid Limit, Plastic Limit, and Plasticity

Index of Soils

1.2 DEFINITIONS

1.2.1 Satisfactory Materials

Satisfactory materials shall comprise any materials classified by ASTM D 2487 as GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, SP. Satisfactory materials for grading shall be comprised of stones less than 4 inches, except for fill material for pavements and railroads which shall be comprised of stones less than 2 inches in any dimension.

1.2.2 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include man-made fills; trash; refuse; cohesive materials as classified below; backfills from previous construction; and material classified as satisfactory which contains root and other organic matter or frozen material. The Contracting Officer’s Representative shall be notified of any contaminated materials.

Section 02300 Page 2

1.2.3 Cohesionless and Cohesive Materials

Cohesionless materials include materials classified in ASTM D 2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesionless only when the fines are nonplastic. Testing required for classifying materials shall be in accordance with ASTM D 4318, ASTM C 136, ASTM D 422, and ASTM D 1140.

1.2.4 Degree of Compaction

Degree of compaction required, is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D 698 abbreviated as a percent of laboratory maximum density.

1.4 SUBSURFACE DATA

1.5 CLASSIFICATION OF EXCAVATION

No consideration will be given to the nature of the materials, and all excavation will be designated as unclassified excavation.

1.5.1 Rock Excavation

Rock excavation shall include blasting, excavating, grading, and disposing of material classified as rock and shall include the satisfactory removal and disposal of boulders 1/2 cubic yard or more in volume; solid rock; rock material that is in ledges, bedded deposits, and unstratified masses, which cannot be removed without systematic drilling and blasting; and firmly cemented conglomerate deposits possessing the characteristics of solid rock impossible to remove without systematic drilling and blasting. The removal of any concrete or masonry structures, except pavements, exceeding 1/2 cubic yard in volume that may be encountered in the work shall be included in this classification. If at any time during excavation, including excavation from borrow areas, the Contractor encounters material that may be classified as rock excavation, such material shall be uncovered and the Contracting Officer notified by the Contractor. The Contractor shall not proceed with the excavation of this material until the Contracting Officer has classified the materials as common excavation or rock excavation and has taken cross sections as required. Failure on the part of the Contractor to uncover such material, notify the Contracting Officer, and allow ample time for classification and cross sectioning of the undisturbed surface of such material will cause the forfeiture of the Contractor's right of claim to any classification or volume of material to be paid for other than that allowed by the Contracting Officer for the areas of work in which such deposits occur.

1.5.2 Common Excavation

Section 02300 Page 3

Common excavation shall include the satisfactory removal and disposal of all materials not classified as rock excavation.

1.6 BLASTING

1.7 UTILIZATION OF EXCAVATED MATERIALS

Unsatisfactory materials removed from excavations shall be disposed of in designated waste disposal or spoil areas. Satisfactory material removed from excavations shall be used, insofar as practicable, in the construction of fills, embankments, subgrades, shoulders, bedding (as backfill), and for similar purposes. No satisfactory excavated material shall be wasted without specific written authorization. Unsatisfactory materials such as CL may be used in non-structural fill areas such as lawns when no utilities or other man made structures are being supported. All use of unsatisfactory materials will be approved by the Engineer/Contracting Officer.

3.1 STRIPPING OF TOPSOIL

Topsoil shall be completely stripped. Topsoil shall be spread on areas already graded and prepared for topsoil, or transported and deposited in stockpiles convenient to areas that are to receive application of the topsoil later, or at locations indicated or specified. Topsoil shall be kept separate from other excavated materials, brush, litter, objectionable weeds, roots, stones larger than 2 inches in diameter, and other materials that would interfere with planting and maintenance operations.

3.2 GENERAL EXCAVATION

The Contractor shall perform excavation of every type of material encountered within the limits of the project to the lines, grades, and elevations indicated and as specified. Grading shall be in conformity with the typical sections shown and the tolerances specified in paragraph FINISHING. Satisfactory excavated materials shall be transported to and placed in fill or embankment within the limits of the work. Unsatisfactory materials encountered within the limits of the work shall be excavated below grade and replaced with satisfactory materials as directed. Such excavated material and the satisfactory material ordered as replacement shall be included in excavation. Surplus satisfactory excavated material not required for fill or embankment shall be disposed of in areas approved for surplus material storage or designated waste areas off the site.

Unsatisfactory excavated material shall be disposed of in designated waste or spoil areas offsite or at an onsite location if permitted by the Contracting Officer. During construction, excavation and fill shall be performed in a manner and sequence that will provide proper drainage at all times. Material required for fill or embankment in excess of that produced by excavation within the grading, limits shall be excavated from the approved borrow areas offsite.

unless otherwise detailed in the SOW.

Section 02300 Page 4

3.2.1 Ditches, Gutters, and Channel Changes

Excavation of ditches, gutters, and channel changes shall be accomplished by cutting accurately to the cross sections, grades, and elevations shown.

Ditches and gutters shall not be excavated below grades shown. Excessive open ditch or gutter excavation shall be backfilled with satisfactory, thoroughly compacted, material or with suitable stone or cobble to grades shown. Material excavated shall be disposed of as shown or as directed, except that in no case shall material be deposited less than 4 feet from the edge of a ditch. The Contractor shall maintain excavations free from detrimental quantities of leaves, brush, sticks, trash, and other debris until final acceptance of the work.

3.2.2 Utilities and Utility Structures

Excavations shall be made to the lines, grades, and elevations shown, or as directed. Trenches and foundation pits shall be of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations as shown. Rock or other hard foundation material shall be cleaned of loose debris and cut to a firm, level, stepped, or serrated surface. Loose disintegrated rock and thin strata shall be removed. When concrete or masonry is to be placed in an excavated area, the bottom of the excavation shall not be disturbed. Excavation to the final grade level shall not be made until just before the concrete or masonry is to be placed. Where pile foundations are to be used, the excavation of each pit shall be stopped at an elevation 1 foot above the base of the footing, as specified, before piles are driven. After the pile driving has been completed, loose and displaced material shall be removed and excavation completed, leaving a smooth, solid, undisturbed surface to receive the concrete or masonry.

3.2.3 Excavation and Backfill for Foundations

Where unsatisfactory bearing soils are encountered in foundation excavations, the excavations shall be extended deeper to satisfactory soils.

The foundations may then bear directly on these soils at the lower level, or on lean concrete backfill placed in the excavations or on properly compacted backfill extending down to the satisfactory soils. Over excavation for compacted backfill placement below foundations shall extend laterally beyond all edges of the foundations at least 8 inches per foot of over excavation depth below foundation base elevation. Backfill over excavations up to foundation base elevation with approved fill material placed in lifts of 6 inches or less in loose thickness and compacted to at least 98 percent of the materials standard proctor dry density (ASTM D 698).

3.3 SELECTION OF BORROW MATERIAL

Borrow material shall be selected to meet the requirements and conditions of the particular fill or embankment for which it is to be used. Borrow material shall be obtained from approved sources. Unless specifically provided, no borrow shall be obtained within the limits of the project site.

Necessary clearing, grubbing, and satisfactory drainage of borrow pits and the disposal of debris thereon shall be considered related operations to the borrow excavation.

Section 02300 Page 5

3.4 OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS

The Contractor shall notify the Contracting Officer sufficiently in advance of the opening of any excavation or borrow pit to permit elevations and measurements of the undisturbed ground surface to be taken. Except as otherwise permitted, borrow pits and other excavation areas shall be excavated providing adequate drainage. Overburden and other spoil material shall be transported to designated spoil areas or otherwise disposed of as directed. Borrow pits shall be neatly trimmed and drained after the excavation is completed. The Contractor shall ensure that excavation of any area, operation of borrow pits, or dumping of spoil material results in minimum detrimental effects on natural environmental conditions.

3.5 GRADING AREAS

Where indicated, work will be divided into grading areas within which satisfactory excavated material shall be placed in embankments, fills, and required backfills. The Contractor shall not haul satisfactory material excavated in one grading area to another grading area except when so directed in writing.

3.6 BACKFILL

Backfill under and adjacent to any and all types of structures shall be placed and compacted to at least 95 percent laboratory maximum density for all materials and placed to prevent wedging action or eccentric loading upon or against the structure. Areas above utilities where lawn is to be placed may be backfilled with CL if approved by the Contracting Officer. Ground surface on which backfill is to be placed shall be prepared as specified in paragraph PREPARATION OF GROUND SURFACE FOR EMBANKMENTS.

3.7 PREPARATION OF GROUND SURFACE FOR EMBANKMENTS

3.7.1 General Requirements

Ground surface on which fill is to be placed shall be stripped of live, dead, or decayed vegetation, rubbish, debris, and other unsatisfactory material; plowed, disked, or otherwise broken up to a depth of 6 inches;

pulverized; moistened or aerated as necessary; thoroughly mixed; and compacted to at least 95 percent laboratory maximum density for cohesive materials or 95 percent laboratory maximum density for cohesionless materials. Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment and as suitable for the specific material. The prepared ground surface shall be scarified and moistened or aerated as required just prior to placement of embankment materials to assure adequate bond between embankment material and the prepared ground surface.

3.7.2 Frozen Material

Embankment shall not be placed on a foundation which contains frozen material, or which has been subjected to freeze-thaw action. This prohibition encompasses all foundation types, including the natural ground, all prepared subgrades (whether in an excavation or on an embankment) and all layers of previously placed and compacted earth fill which become the

Section 02300 Page 6 foundations for successive layers of earth fill. All material that freezes or has been subjected to freeze-thaw action during the construction work, or during periods of temporary shutdowns, such as, but not limited to, nights, holidays, weekends, winter shutdowns, or earthwork operations, shall be removed to a depth that is acceptable to the Contracting Officer and replaced with new material. Alternatively, the material will be thawed, dried, reworked, and recompacted to the specified criteria before additional material is placed. The Contracting Officer will determine when placement of fill shall cease due to cold weather. The Contracting Officer may elect to use average daily air temperatures, and/or physical observation of the soils for his determination. Embankment material shall not contain frozen clumps of soil, snow, or ice.

3.8 EMBANKMENTS

3.8.1 Earth Embankments

Earth embankments shall be constructed from approved materials free of organic or frozen material and rocks with any dimension greater than 4 inches. The material shall be placed in successive horizontal layers of loose material not more than 6 inches in depth. Each layer shall be spread uniformly on a soil surface that has been moistened or aerated as necessary, and scarified or otherwise broken up so that the fill will bond with the surface on which it is placed. After spreading, each layer shall be plowed, disked, or otherwise broken up; moistened or aerated as necessary;

thoroughly mixed; and compacted to at least 95 percent laboratory maximum density for cohesive materials or 95 percent laboratory maximum density for cohesionless materials. Compaction requirements for the upper portion of earth embankments forming subgrade for pavements shall be identical with those requirements specified in paragraph SUBGRADE PREPARATION. Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment.

3.9 SUBGRADE PREPARATION

3.9.1 Construction

Subgrade shall be shaped to line, grade, and cross section, and compacted as specified. This operation shall include plowing, disking, and any moistening or aerating required to obtain specified compaction. Soft or otherwise unsatisfactory material shall be removed and replaced with satisfactory excavated material or other approved material as directed. Rock encountered in the cut section shall be excavated to a depth of 6 inches below finished grade for the subgrade. Low areas resulting from removal of unsatisfactory material or excavation of rock shall be brought up to required grade with satisfactory materials, and the entire subgrade shall be shaped to line, grade, and cross section and compacted as specified. After rolling, the surface of the subgrade for roadways shall not show deviations greater than 1 inch when tested with a 10 foot straightedge applied both parallel and at right angles to the centerline of the area. The elevation of the finish subgrade shall not vary more than 0.05 foot from the established grade and cross section.

3.9.2 Compaction

Section 02300 Page 7

Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment. Except for paved areas and railroads, each layer of the embankment shall be compacted to at least 95 percent of laboratory maximum density.

3.9.2.1 Subgrade for Pavements

Subgrade for pavements shall be compacted to at least 95 percentage laboratory maximum density for the depth below the surface of the pavement shown. When more than one soil classification is present in the subgrade, the top 6 inches of subgrade shall be scarified, windrowed, thoroughly blended, reshaped, and compacted.

3.10 FINISHING

The surface of excavations, embankments, and subgrades shall be finished to a smooth and compact surface in accordance with the lines, grades, and cross sections or elevations shown. The degree of finish for graded areas shall be within 0.1 foot of the grades and elevations indicated except that the degree of finish for subgrades shall be specified in paragraph SUBGRADE PREPARATION. Gutters and ditches shall be finished in a manner that will result in effective drainage. The surface of areas to be turfed shall be finished to a smoothness suitable for the application of turfing materials.

Grading shall eliminate all ponding of surface water providing positive drainage off site.

3.11 PLACING TOPSOIL

On areas to receive topsoil, the compacted subgrade soil shall be scarified to a 2 inch depth for bonding of topsoil with subsoil. Topsoil then shall be spread evenly to a thickness of 3 inches and graded to the elevations and slopes shown. Topsoil shall not be spread when frozen or excessively wet or dry. Material required for topsoil in excess of that produced by excavation within the grading limits shall be obtained from offsite areas.

3.12 TESTING

3.12.1 Fill and Backfill Material Gradation

3.12.2 In-Place Densities

3.12.3 Moisture Contents

3.12.4 Optimum Moisture and Laboratory Maximum Density

Section 02300 Page 8

3.12.5 Tolerance Tests for Subgrades

Continuous checks on the degree of finish specified in paragraph SUBGRADE PREPARATION shall be made during construction of the subgrades.

3.13 SUBGRADE AND EMBANKMENT PROTECTION

During construction, embankments and excavations shall be kept shaped and drained. Ditches and drains along subgrade shall be maintained to drain effectively at all times. The finished subgrade shall not be disturbed by traffic or other operation and shall be protected and maintained by the Contractor in a satisfactory condition until ballast, subbase, base, or pavement is placed. The storage or stockpiling of materials on the finished subgrade will not be permitted. No subbase, base course, ballast, or pavement shall be laid until the subgrade has been checked and approved, and in no case shall subbase, base, surfacing, pavement, or ballast be placed on a muddy, spongy, or frozen subgrade.

Section 02532 Page 1

SECTION 02532

PUMPED WASTEWATER LINE

07/02

The latest versions of the publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only.

ASTM INTERNATIONAL (ASTM)

ASTM C 150 Standard Specification for Portland Cement

ASTM C 260 Standard Specification for Air-Entraining

Admixtures for Concrete

ASTM C 270 Standard Specification for Mortar for Unit

Masonry

ASTM C 33 Concrete Aggregates

ASTM C 94/C 94M Standard Specification for Ready-Mixed

Concrete

ASTM D 1784 Standard Specification for Rigid Poly(Vinyl

Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds

ASTM D 2321 Standard Practice for Underground

Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications

ASTM F 1668 Standard Guide for Construction Procedures for Buried Plastic Pipe

ASTM F 2618 Standard Specification for Chlorinated Poly

(Vinyl Chloride) (CPVC) Pipe and Fittings for Chemical Waste Drainage Systems

ASTM F 441/F 441M Standard Specification for Chlorinated

Poly(Vinyl Chloride) (CPVC) Plastic Pipe, Schedules 40 and 80

ASTM F 493 Solvent Cements for Chlorinated Poly(Vinyl

Chloride) (CPVC) Plastic Pipe and Fittings

1.2 SYSTEM DESCRIPTION

1.2.1 Sanitary Sewer Pressure Lines

1.3 GENERAL REQUIREMENTS

The construction required herein shall include appurtenant structures and building sewers to points of connection with the building drains to which the sewer system is to be connected. The Contractor shall replace damaged material and redo unacceptable work at no additional cost to the Government.

Backfilling shall be accomplished after inspection by the Contracting Officer’s Representative. Before, during, and after installation, pipe and fittings shall be protected from any environment that would result in damage or deterioration to the material. The Contractor shall have a copy of the manufacturer's instructions available at the construction site at all times and shall follow these instructions unless directed otherwise by the Contracting Officer.

1.4 SUBMITTALS

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 Delivery and Storage

1.5.1.1 Piping

Inspect materials delivered to site for damage; store with minimum of handling. Store materials on site in enclosures or under protective coverings. Keep inside of pipes and fittings free of dirt and debris.

1.5.1.2 Metal Items: Frames, Covers, and Gratings

Check upon arrival; identify and segregate as to types, functions, and sizes. Store off the ground in a manner affording easy accessibility and not causing excessive rusting or coating with grease or other objectionable materials.

1.5.1.3 Cement, Aggregate, and Reinforcement

As specified in Section 03300, CAST-IN-PLACE CONCRETE.

1.5.2 Handling

Handle pipe, fittings, and other accessories in such manner as to ensure delivery to the trench in sound undamaged condition. Carry, do not drag, pipe to trench.

2.1 PIPELINE MATERIALS

Pipe shall conform to one of the respective specifications and other requirements specified below at the contractors option unless specified in other sections or on the plans.

2.1.1 CPVC Plastic Pressure Pipe and Associated Fittings

file://sv07004/data/Proj/110087A0/ASBUITS_2011-12/SPEC/WORD/03300.doc

Section 02532 Page 3

2.1.1.1 CPVC Plastic Pressure Joints and Jointing Material

Chlorinated Poly Vinyl Chloride (CPVC) pipe and fitting materials shall meet the requirements of ASTM Cell Classification 23447 as defined in ASTM D 1784.

Pipe and fitting shall conform to ASTM F 2618. All pipes shall be schedule 40 dimensions per ASTM F 441/F 441M. Cements and primer shall conform to ASTM F 493. All pipes, fittings, and cements and primers shall be supplied by a single manufacturer. The buried pipe shall be installed in accordance with ASTM D 2321 and ASTM F 1668

2.2 CONCRETE MATERIALS

2.2.1 Cement Mortar

Cement mortar shall conform to ASTM C 270, Type M with Type II cement.

2.2.2 Portland Cement

Portland cement shall conform to ASTM C 150, Type II V for concrete used in concrete pipe, concrete pipe fittings, and manholes and type optional with the Contractor for cement used in concrete cradle, concrete encasement, and thrust blocking. Air-entraining admixture conforming to ASTM C 260 shall be used with Type V cement. Where aggregates are alkali reactive, as determined by Appendix XI of ASTM C 33, a cement containing less than 0.60 percent alkalis shall be used.

2.2.3 Portland Cement Concrete

Portland cement concrete shall conform to ASTM C 94/C 94M, compressive strength of 4000 psi at 28 days, except for concrete cradle and encasement or concrete blocks for manholes. Concrete used for cradle and encasement shall have a compressive strength of 3000 psi minimum at 28 days. Concrete in place shall be protected from freezing and moisture loss for 7 days.

3.1 INSTALLATION OF PIPELINES AND APPURTENANT CONSTRUCTION

3.1.1 General Requirements for Installation of Pipelines

Apply except where specific exception is made in the following paragraphs entitled "Special Requirements."

3.1.1.1 Location

The work covered by this section shall terminate at a point approximately 5 feet from the building , unless otherwise indicated.

3.1.1.2 Earthwork

Perform earthwork operations in accordance with Section 02300, EARTHWORK.

3.1.1.3 Pipe Laying and Jointing

Inspect each pipe and fitting before and after installation; replace those found defective and remove from site. Provide proper facilities for file://sv07004/data/Proj/110087A0/ASBUITS_2011-12/SPEC/WORD/02300.doc

Section 02532 Page 4 lowering sections of pipe into trenches. Lay non pressure pipe with the bell or groove ends in the upgrade direction. Adjust spigots in bells and tongues in grooves to give a uniform space all around. Blocking or wedging between bells and spigots or tongues and grooves will not be permitted.

Replace by one of the proper dimensions, pipe or fittings that do not allow sufficient space for installation of joint material. At the end of each work day, close open ends of pipe temporarily with wood blocks or bulkheads.

Provide batter boards not more than 25 feet apart in trenches for checking and ensuring that pipe invert elevations are as indicated. Laser beam method may be used in lieu of batter boards for the same purpose.

Branch connections shall be made by use of regular fittings or solvent cemented saddles as approved.

3.1.1.4 Connections to Existing Lines

Obtain approval from the Contracting Officer’s Representative before making connection to existing line. Conduct work so that there is minimum interruption of service on existing line.

3.1.2 Special Requirements

3.1.2.1 Installation of CPVC Plastic Pressure Pipe and Fittings

Unless otherwise specified, install pipe and fittings in accordance with paragraph entitled "General Requirements for Installation of Pipelines" of this section.

3.1.3 Installations of Wye Branches

Cutting into piping for connections shall not be done except in special approved cases. When the connecting pipe cannot be adequately supported on undisturbed earth or tamped backfill, the pipe shall be encased in concrete backfill or supported on a concrete cradle as directed. Concrete required because of conditions resulting from faulty construction methods or negligence by the Contractor shall be installed at no additional cost to the Government. The installation of wye branches in an existing pumped wastewater shall be made by a method which does not damage the integrity of the existing pumped wastewater. One acceptable method consists of removing one pipe section, breaking off the upper half of the bell of the next lower section and half of the running bell of wye section. After placing the new section, it shall be rotated so that the broken half of the bell will be at the bottom. The two joints shall then be made with joint packing and cement mortar.

3.2 FIELD QUALITY CONTROL

3.2.1 Field Tests and Inspections

The Contracting Officer will conduct field inspections and witness field tests specified in this section. The Contractor shall perform field tests and provide labor, equipment, and incidentals required for testing. Be able to produce evidence, when required, that each item of work has been constructed in accordance with the drawings and specifications.

Section 02532 Page 5

3.2.2 Tests for Pressure Lines

Test pressure lines in accordance with the applicable standard specified in this paragraph, except for test pressures. For hydrostatic pressure test, use a hydrostatic pressure 50 psi in excess of the maximum working pressure of the system, holding the pressure for a period of not less than one hour.

For leakage test, use a hydrostatic pressure not less than the maximum working pressure of the system. Leakage test may be performed at the same time and at the same test pressure as the pressure test.

Section 02533 Page 1

SECTION 02533

DOUBLE WALL CONTAINMENT SANITARY SEWER FOR PRETREATMENT WASTE

03/01

PART 1 GENERAL

1.1 RELATED DOCUMENTS

Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 1 Specifications sections, apply to work of this section.

AMERICAN PETROLEUM INSTITUTE (API) (Use latest versions)

API Spec 5L Specification for Line Pipe

API Spec 6D Specification for Pipeline Valves

API Std 594 Check Valves: Flanged, Lug, Wafer and Butt-

Welding

API Std 609 Butterfly Valves: Double Flanged, Lug-and-

Wafer Type

API RP 1110 Pressure Testing of Steel Pipelines for the

Transportation of Gas, Highly Volatile Liquids or Carbon Dioxide

API BULL 2209 Pipe Plugging Practices

ASME INTERNATIONAL (ASME)(Use latest versions)

ASME B16.3 Malleable Iron Threaded Fittings, Classes 150 and 300

ASME B16.5 Standard for Pipe Flanges and Flanged

Fittings: NPS 1/2 Through NPS 24

ASME B16.9 Standard for Factory-Made Wrought Steel

Buttwelding Fittings

ASME B16.11 Forged Fittings, Socket-Welding and Threaded

ASME B16.34 Valves - Flanged, Threaded and Welding End

ASME B16.39 Standard for Malleable Iron Threaded Pipe

Unions; Classes 150, 250, and 300

ASME B31.3 Process Piping

ASTM INTERNATIONAL (ASTM) (Use latest versions)

ASTM A 36/A 36M Standard Specification for Carbon Structural

Steel

Section 02533 Page 2

ASTM A 53 Pipe, Steel, Black and Hot-Dipped, Zinc-

Coated, Welded and Seamless

ASTM A 193/A 193M Standard Specification for Alloy-Steel and

Stainless Steel Bolting Materials for High- Temperature Service

ASTM A 194/A 194M Standard Specification for Carbon and Alloy

Steel Nuts for Bolts for High-Pressure or High-Temperature Service, or Both

ASTM D 1599 Resistance to Short-Time Hydraulic Failure

Pressure of Plastic Pipe, Tubing, and Fittings

ASTM D 2105 Standard Test Method for Longitudinal Tensile

Properties of "Fiberglass" (Glass-Fiber- Reinforced Thermosetting-Resin) Pipe and Tube

ASTM D 229 Rigid Sheet and Plate Materials Used for

Electrical Insulation

ASTM D 2290 Standard Test Method for Apparent Hoop

Tensile Strength of Plastic or Reinforced Plastic Pipe by Split Disk Method

ASTM D 2925 Standard Test Method for Beam Deflection of

"Fiberglass" (Glass-Fiber-Reinforced Thermosetting Resin) Pipe Under Full Bore Flow

ASTM D 2992 Obtaining Hydrostatic or Pressure Design

Basis for "Fiberglass" (Glass-Fiber- Reinforced Thermosetting-Resin) Pipe and Fittings

ASTM D 2996 Filament-Wound "Fiberglass" (Glass-Fiber-

Reinforced Thermosetting-Resin) Pipe

ASTM D 380 Standard Test Methods for Rubber Hose

ASTM D 695 Standard Test Method for Compressive

Properties of Rigid Plastics

ASTM D 792 Density and Specific Gravity (Relative

Density) of Plastics by Displacement

MANUFACTURERS STANDARDIZATION SOCIETY OF THE VALVE AND FITTINGS

INDUSTRY (MSS)

MSS SP-58 Pipe Hangers and Supports - Materials, Design and Manufacture, Selection, Application, and Installation

Section 02533 Page 3

MSS SP-69 Pipe Hangers and Supports - Selection and Application (ANSI Approved American National Standard)

NATIONAL ELECTRICAL MANUFACTURERS ASSOCIATION (NEMA)

NEMA MG 1 Standard for Motors and Generators

NATIONAL FIRE PROTECTION ASSOCIATION (NFPA)

NFPA 30 Flammable and Combustible Liquids Code

NFPA 70 National Electrical Code

1.2 SYSTEM DESCRIPTION

This Specification includes all underground PPW (Pumped Pretreatment Waste).

All underground pumped pretreatment waste piping connecting between Building Nos. 3, 4 and 156, as indicated on the contract drawings, shall be pre-fabricated, Class A testable, drainable and dryable, double containment piping systems. Conduits shall include two leak detection switches at the low end of each conduit as detailed (as opposed to continuous sensor cable) which shall be connected to a leak detector alarm system. Each system shall be contained in a single conduit. The system supplier shall have fabricated systems of the composition herein for at least five years. All straight sections, fittings, and other accessories shall be factory prefabricated to job dimensions and designed to minimize the number of joints. The system design shall be in strict conformance with ASME B31.3, latest edition.

Factory trained field technical assistance shall be provided for the critical periods of installation, i.e., unloading, field joint instruction and testing. The preapproved conduit system shall include all piping and components to a point twelve inches inside the building or manhole wall.

a. The system suppliers representative shall be responsible for directing the installation and testing of the conduit system.