Amend 0003 W9126G-10-B-0004 Samuels South.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

Contract for Phase 2 - Samuels Ave North/South Valley Storage Sites, Fort Worth Central City, Upper Trinity River

The Purpose of this Amendment is to replace existing Sections 31 23 00.00 20 and 33 40 00 in their entirety w ith the attached revised Sections 31 23 00.00 20 and 33 40 00. Paragraph 3.3.1 of Section 31 23 00.00 20 is changed and paragraph.2.1.1 of Section 33 40 00 is changed.

The bid date and time, and all other terms and conditions remain unchanged.

1. CONTRACT ID CODE PAGE OF PAGES

1 2

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY 22-Dec-2009

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W9126G-10-B-0004

X 9B. DATED (SEE ITEM 11)

23-Nov-2009

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

22-Dec-2009

CODE

US ARMY CORPS OF ENGINEERS FORT WORTH

819 TAYLOR ST, RM 2A19

FORT WORTH TX 76102-0300

W9126G 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W9126G-10-B-0004

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SECTION SF30 - CONTINUATION PAGE

SUMMARY OF CHANGES

(End of Summary of Changes)

Ft Worth, TX Central City Ph2 Samuels Av (N/S) Valley Strge Sites FWCCP2

SECTION 31 23 00.00 20

EXCAVATION AND FILL

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 the basic designation only.

ASTM INTERNATIONAL (ASTM)

ASTM D 698 (2007) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort

ASTM D 2922 (2005) Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)

U.S. ARMY CORPS OF ENGINEERS (USACE)

ASTM D 3017 (2005) Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)

ASTM D 4643 (2008) Standard Test Method for Determination of Water Content of Soil by the Microwave

1.2 DEFINITIONS

1.2.1 Degree of Compaction

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

1.2.2 Hard Materials

Weathered rock, dense consolidated deposits, or conglomerate materials which are not included in the definition of "rock" but which usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal.

1.2.3 Rock

Solid homogeneous interlocking crystalline material with firmly cemented, laminated, or foliated masses or conglomerate deposits, neither of which can be removed without systematic drilling and blasting, drilling and the use of expansion jacks or feather wedges, or the use of backhoe-mounted pneumatic hole punchers or rock breakers; also large boulders, buried masonry, or concrete other than pavement exceeding 1 cubic yard in volume.

Removal of hard material will not be considered rock excavation because of intermittent drilling and blasting that is performed merely to increase production.

SECTION 31 23 00.00 20 Page 1

1.3 SUBMITTALS

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

submittals not having a "G" designation are for information only. 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 01 33 00 SUBMITTAL PROCEDURES:

SD-06 Test Reports

Survey Reports

Density tests

Copies of all laboratory and field test reports within 24 hours of the completion of the test.

1.4 CRITERIA FOR BIDDING

Base bids on the following criteria:

a. Surface elevations are as indicated.

b. Pipes or other artificial obstructions, except those indicated, will not be encountered.

c. Ground water elevations indicated by the boring log were those existing at the time subsurface investigations were made and do not necessarily represent ground water elevation at the time of construction.

d. Material character is indicated by the boring logs.

e. River stage elevation data is attached indicating water surface elevations for various storm events.

1.5 MEASUREMENT AND PAYMENT

Preparatory site work, clearing, grubbing, removal of trails, stripping/stockpiling of topsoil, protection of utilities, and verification surveys will be paid as a lump sum item.

Demolition of asphalt roads, storm structure and pipe, monitoring wells, cut/plug 36" RCP, metal beam guard, remove and replace overhead electric poles and line, metal gate, concrete flumes, drop inlets, cable fence, debris from impound lot, irrigation lines, and other miscellaneous items to be removed from the site will be paid as lump sum items.

Excavation hauling, spreading, and disposal will be paid for by the unit price per cubic yard based upon in-place (bank) quantities. The work covered by this item consists of furnishing all equipment, excavation, hauling, compaction, testing, and performing all labor for the required excavation and disposal. Quantities shall be determined by volumetric calculation of DTM's of pre and post excavation surfaces as determined by certified survey and approved by the Contracting Officer.

SECTION 31 23 00.00 20 Page 2

PART 2 PRODUCTS

2.1 SOIL MATERIALS

2.1.1 Topsoil

Provide as specified in Section 32 92 19 SEEDING.

2.2 UTILITY BEDDING MATERIAL

Except as specified otherwise in the individual piping section, provide bedding for buried piping in accordance with ACPA Class "B", Type 4, except as specified herein. Backfill to top of pipe shall be compacted to 95 percent of ASTM D 698 maximum density. Provide ASTM D 2321 materials as follows:

a. Class I: Angular, 0.25 to 1.5 inches, graded stone, including a number of fill materials that have regional significance such as coral, slag, cinders, crushed stone, and crushed shells.

PART 3 EXECUTION

3.1 CONTRACTOR VERIFICATION OF CONTRACT SURVEY DATA

During initial site layout and before existing conditions are disturbed the Contractor shall verify, in writing by an independent registered surveyor, the basic survey data provided on the contract drawings. Verification shall be initiated from the points shown on the contract drawings or from the contract drawing reference points designated by the Contracting Officer's Authorized Representative and shall include, as a minimum, benchmark elevations, horizontal control points, and sufficient spot checks of critical elevations to ensure that the survey data adequately reflects existing conditions. The Contractor shall not proceed with construction until survey verification is provided to the Contracting Officer's Authorized Representative. Before an existing benchmark referenced on the contract drawings is disturbed the Contractor shall establish a new benchmark which has been approved by the Contracting Officer's Authorized Representative. Benchmarks which are destroyed without authorization from the Contracting Officer's Authorized Representative must be replaced at the Contractor's expense as prescribed in Section 00700 Contract Clause, "Layout of Work." The Contractor shall refer to Contract Clauses, "Differing Site Conditions" and "Site Investigation and Conditions Affecting the Work," for additional requirements. Upon completion of the work the Contractor shall provide an independent certified verification survey by a registered professional surveyor to confirm all cut areas and provide locations and elevations to be used in establishing final quantities and incorporated in the Contractor's As Built Drawings.

3.2 DEMOLITION

3.2.1 Well Removal Capping and Plugging

All monitoring wells which are required to be removed, plugged or capped under Texas Occupations Code Chapters 1901 and 1902 or this Chapter shall be plugged and capped in accordance with the following specifications and in compliance with the local groundwater conservation district rules or incorporated city ordinances:

a. All removable casing shall be removed from the well.

SECTION 31 23 00.00 20 Page 3

b. Any existing surface completion shall be removed.

c. The entire well pressure filled via a tremie pipe with cement from bottom up to the land surface.

d. In lieu of the procedure in paragraph (3) of this section, the well shall be pressure filled via a tremie tube with clean bentonite grout of a minimum 9.1 pounds per gallon weight followed by a cement plug extending from land surface to a depth of not less than two (2) feet, or if the well to be plugged has one hundred 100 feet or less of standing water the entire well may be filled with a solid column of 3/8 inch or larger granular sodium bentonite hydrated at frequent intervals while strictly adhering to the manufacturers' recommended rate and method of application.

If a bentonite grout is used, the entire well from not less than two (2) feet below land surface may be filled with the bentonite grout. The top two (2) feet above any bentonite grout or granular sodium bentonite shall be filled with cement as an atmospheric barrier. Bentonite grout may not be used if a water zone contains chlorides above 1500 ppm or if hydrocarbons are present.

3.2.2 Removal and Abandonment of Existing Sewer (Samuels Avenue North Site)

a. Backfill and compaction of sewer removal area shall comply with sub-section 3 of this section.

b. Remove sewer piping where shown on plans and at least five feet beyond the grading extents shown on plans.

c. Plug pipe a minimum of 5 feet with concrete.

d. Show on As-Built Construction Plans plugs and masters used in abandonment.

e. The upstream end of the existing pipe is capped and plugged.

3.3 PROTECTION

3.3.1 Drainage and Dewatering

Provide for the collection and disposal of surface and subsurface water encountered during construction. Contractor shall coordinate in advance with the Tarrant Regional Water District (TRWD) to lower the river level for the Samuels North, and Samuels South Excavation. Water levels will not be lowered for up to fourteen (14) calendar days from the TRWD's receipt and approval of Contractor's written request. [AM 3] TRWD will provide a response to the Contractor's written request within seven (7) calendar days of receipt.[AM 3] Normal river stage (pool) elevation can only be lowered during dry weather conditions. This elevation cannot be maintained during wet weather conditions. The Project is located between river stations

241026.78 and 238695.56 for Samuels North and South sites. Cross-section of the river with elevations at these stations is presented at the end of this specification and is available electronically from the C.O. upon request. A tabular listing of river stage elevations and flows for various storm events is presented at the end of this section for use by the Contractor in establishing the site flood protection during the construction period.

SECTION 31 23 00.00 20 Page 4

3.3.1.1 Drainage

So that construction operations progress successfully, completely drain construction site during periods of construction to keep soil materials sufficiently dry. The Contractor shall establish/construct storm drainage features at the earliest stages of site development, and throughout construction grade the construction area to provide positive surface water runoff away from the construction activity and/or provide temporary ditches, dikes, swales, and other drainage features and equipment as required to maintain dry soils and prevent erosion. It is the responsibility of the Contractor to assess the soil and ground water conditions presented by the plans and specifications and to employ necessary measures to permit construction to proceed. Excavated slopes and backfill surfaces shall be protected to prevent erosion and sloughing.

Excavation shall be performed so that the site, the area immediately surrounding the site, and the area affecting operations at the site shall be continually and effectively drained.

3.3.2 Underground Utilities

The existence and location of underground utilities indicated on the plans are taken from available records. Contractor prior to the commencement of work shall verify the location and existence of utilities within the work zone. Any underground utilities not shown on the plans if encountered during construction will be treated as differing/changed conditions. Upon encountering any underground utilities the Contractor shall immediately notify the government and wait for further written instructions from the Contracting Officer.

3.3.3 Machinery and Equipment

Movement of construction machinery and equipment over pipes during construction shall be at the Contractor's risk. Repair, or remove and provide new pipe for existing or newly installed pipe that has been displaced or damaged.

3.4 SURFACE PREPARATION

3.4.1 Clearing and Grubbing

Unless indicated otherwise, remove trees, stumps, logs, shrubs, brush and vegetation and other items that would interfere with construction operations within the clearing limits. Remove stumps entirely. Grub out matted roots and roots over 2 inches in diameter to at least 18 inches below existing surface.

3.4.2 Stripping

Strip suitable soil from the site within the limits where excavation is indicated to a depth of 9 inches and stockpile separately from other excavated material. Any material unsuitable for use as topsoil shall be hauled to the designated disposal area. Protect topsoil and keep in segregated piles until needed. Stripping of top soil from disposal areas is not required.

3.4.3 Unsuitable Material

Remove vegetation from site cleared, debris and rubbish. Removed site vegetation shall be mulched and stockpiled north of the Contractor lay down

SECTION 31 23 00.00 20 Page 5 area for use in erosion control and seeding.

3.5 EXCAVATION

Excavate to contours, elevation, and dimensions indicated with allowance for topsoil replacement. Keep excavations free from water. Excavations below indicated depths will not be permitted except to remove unsatisfactory material and to allow for replacement of top soil.

Unsatisfactory material encountered below the grades shown shall be removed as directed and disposed of in the designated disposal area. Unless specified otherwise, refill excavations cut below indicated depth and compact to 95 percent of ASTM D 698 maximum density. Satisfactory material removed below the depths indicated, without specific direction of the Contracting Officer, shall be replaced with satisfactory materials to the indicated excavation grade. Determination of elevations and measurements of approved overdepth excavation of unsatisfactory material below grades indicated shall be done under the direction of the Contracting Officer.

3.5.1 Excavated Materials

Excavated material shall be placed in the designated disposal area.

3.6 FILLING AND BACK FILLING

Excavated areas above natural river stage elevation of 500 shall be backfilled with topsoil to contours, elevations, and dimensions as shown on the plans for final elevations. Disposal materials shall be hauled, dumped, and spread at the designated disposal site in 9 inch maximum loose lifts compacted to 95 percent of ASTM D 698 maximum density.

Exposed subgrades to receive fill shall be proof-rolled with at least two overlapping passes with a roller suitable for material to be compacted with a minimum 10 ton weight. Subgrade soils that become loose, soft or pump under load should be removed to a firm subgrade as determined by the project geotechnical Engineer. These soils should be replaced in a controlled manner to reestablish grade. On-site or imported fill material shall be free of any debris, organic material or large rock or concrete exceeding 4 inches in maximum dimension. Fill materials shall be moisture conditioned, placed in uniform loose layers less than 9 inches thick, and uniformly compacted to 95% density. Moisture levels for sand soils should be maintained between +2% and -2% of ASTM D 4643. Clay type soils with plasticity indices greater than or equal to 20% should be compacted at 3% to 4% of optimum moisture content as determined by ASTM D 4643.

3.7 FINISH OPERATIONS

3.7.1 Grading

Finish grades in excavated and fill areas as indicated on the drawings include replacement of topsoil and shall be within two-tenths of one foot in all areas, except disposal stockpiles on Samuels North and South Sites.

If final elevations of stockpiles will exceed or fall short of one foot of proposed contours Contractor must obtain approval from Contracting Officer. Maintain areas free of trash and debris. If stockpile elevation differs from plan elevation contractor shall grade stockpiles to match slopes and drainage depicted on plan. For existing grades that will remain but which were disturbed by Contractor's operations, grade to original elevations. Elevation shown on the disposal areas are approximate and will vary. Contractor shall grade all transition areas (cut to existing) to

SECTION 31 23 00.00 20 Page 6 provide final grades not exceeding the slopes shown on the drawings.

3.7.2 Topsoil and Seed

Topsoil shall not be placed when the subgrade is frozen, excessively wet, extremely dry, or in a condition otherwise detrimental to seeding, planting, or proper grading. Stockpiled top soil shall be placed on all excavated or disturbed areas to a minimum depth of 6 inches and not to exceed a depth of 9 inches to match the final grading on the drawings.

Additional topsoil will not be required if work is performed in compliance with stripping and stockpiling requirements. Provide seed as specified in Section 32 92 19 SEEDING.

3.7.3 Protection of Surfaces

Protect newly backfilled, graded, and topsoiled areas from traffic, erosion, and settlements that may occur. Repair or reestablish damaged grades, elevations, or slopes.

3.8 FIELD QUALITY CONTROL

3.8.1 Sampling

Take the number and size of samples required to perform the following tests.

3.8.2 Testing

Perform one of each of the following tests for each material used. Provide additional tests for each source change.

3.8.2.1 Density Tests

Test density in fill areas in accordance with ASTM D 698. ASTM D 2922 and ASTM D 3017 density tests may be used. If verified periodically by performing ASTM D 698 density test at location already ASTM D 2922 and ASTM D 3017 tested as specified herein. Perform an ASTM D 698 density test at the start of the job, and for every 25 ASTM D 2922 and ASTM D 3017 density tests thereafter at a minimum, and upon obvious changes in soil conditions. [AM 2]A minimum of three density tests will be performed per lift, per fill site.[AM 2]

Bedding and backfill in trenches: One test per 100 linear feet. Back fill required because of over excavation shall be tested for each lift at randomly selected locations every 3,000 square feet of fill area. Submit testing results in accordance with Section 01 33 00.SD06.

Contractor shall furnish the testing laboratory a representative sample weighing approximately 50 pounds of each type of fill material to be used on the project for laboratory analysis (i.e. proctor testing, soil index tests, etc.) at least 2 weeks in advance of commencing. Samples should be representative of the fill materials to be used for construction.

Upon completion of earthwork and grading operations, testing laboratory should submit an as graded map showing the density test numbers and locations, a table of all density test results, and a certification of compliance by the geotechnical engineer in charge.

Prior to and during placement of backfill and fill, the contractor should coordinate with soils testing laboratory to perform in placed soil density

SECTION 31 23 00.00 20 Page 7 and moisture content tests. At least 48 hour notice should be provided prior to placement of backfill and fill.

Sub-grades shall not be covered with fill, or fill placed without the observation, testing and verification of compliance with specifications.

Earthwork activities performed without properly scheduled inspections are subject to removal and replacement or additional testing to the satisfaction of the Contracting Officer without additional cost to the Government.

-- End of Section --

SECTION 31 23 00.00 20 Page 8

SECTION 33 40 00

STORM DRAINAGE UTILITIES

PART 1 GENERAL

1.1 MEASUREMENT AND PAYMENT

1.1.1 Pipe Culverts, and Storm Drainage Structures

Lump sum payment will be made for cost associated with culverts, storm drains, and associated work.

1.1.2 Walls and Headwalls

1.1.3 Box Culverts

Lump sum payment will be made for the excavation, bedding, installation, and construction of box culverts and associated items.

1.1.4 Backfill Replacing Unstable Material

Lump sum payment will be made for select granular material required to replace unstable material for foundations under pipes or drainage structures, which will constitute full compensation for this backfill material, including removal and disposal of unstable material if found and all excavating, hauling, placing, compacting, and all incidentals necessary to complete the construction of the foundation satisfactorily. Cost for backfill and replacing unstable material shall be included in lump sum price for the storm drainage utility items for which it is associated.

1.2 REFERENCES

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

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 294 (2008) Standard Specification for Corrugated Polyethylene Pipe, 300- to 1500-mm Diameter

ASTM INTERNATIONAL (ASTM)

ASTM C 33 (2008) Standard Specification for Concrete Aggregate

ASTM C 150 (2009) Standard Specification for Portland Cement

ASTM C 270 (2008a) Standard Specification for Mortar for Unit Masonry

ASTM C 478 (2009) Standard Specification for Precast

SECTION 33 40 00 Page 1

Reinforced Concrete Manhole Sections

ASTM C 76 (2008a) Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe

ASTM D 1751 (2004; R 2008) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D 1752 (2004a; R 2008) Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion

1.3 SUBMITTALS

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

submittals not having a "G" designation are for Contractor Quality Control approval. Submit the following in accordance with Section 01 33 00

SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Reinforced Concrete Box Culverts.

Reinforced Concrete Headwall/Spillway.

Sluice Gate Vault.

Storm Sewer Structures.

SD-03 Product Data

Installation of Perforated PVC with Filter Sock.

Reinforced concrete pipe and end-sections.

Printed copies of the manufacturer's recommendations for installation procedures of the material being placed, prior to installation.

HDPE pipe.

Pre-cast grate inlets.

Sluice gates.

SD-07 Certificates

Determination of Density

Certified copies of test reports demonstrating conformance to applicable box culvert specifications. Certification on the ability of box culverts to carry the 40 foot depth loading, by a registered structural engineer.

1.4 DELIVERY, STORAGE, AND HANDLING

1.4.1 Delivery and Storage

Materials delivered to site shall be inspected for damage, unloaded, and stored with a minimum of handling. Materials shall not be stored directly on the ground. The inside of pipes and fittings shall be kept free of dirt and debris. Before, during, and after installation, plastic pipe and fittings shall be protected from any environment that would result in

SECTION 33 40 00 Page 2 damage or deterioration to the material. Keep a copy of the manufacturer's instructions available at the construction site at all times and follow these instructions unless directed otherwise by the Contracting Officer.

Solvents, solvent compounds, lubricants, elastomeric gaskets, and any similar materials required to install plastic pipe shall be stored in accordance with the manufacturer's recommendations and shall be discarded if the storage period exceeds the recommended shelf life. Solvents in use shall be discarded when the recommended pot life is exceeded.

1.4.2 Handling

Materials shall be handled in a manner that ensures delivery to the trench in sound, undamaged condition. Pipe shall be carried to the trench, not dragged.

PART 2 PRODUCTS

2.1 PIPE FOR CULVERTS AND STORM DRAINS

Pipe for culverts and storm drains shall be of the sizes indicated and shall conform to the requirements specified.

2.1.1 Concrete Pipe

[AM 3]Manufactured in accordance with and conform to ASTM C 76, Class IV, unless otherwise indicated on the Plans.[AM 3]

2.1.2 Corrugated PE Pipe

AASHTO M 294, Type S or D. Pipe walls shall have the following properties:

Minimum Moment Nominal Minimum of Inertia of Size Wall Area Wall Section (in.) (square in/ft) (in to the 4th/in)

18 2.34 0.062

2.1.3 Perforated PVC Drain

Pipe: 6-inch diameter schedule 40 PVC corrugated pipe with a smooth interior shall conform to the requirements of ASTM F 949 & AF 794 Dual Wall Corrugated Profile (DWCP) Pipe . Pipe and fittings shall be homogeneous throughout and free from visible cracks, holes, foreign inclusions or other injurious defects. Pipe shall be manufactured to 46 psi stiffness when tested in accordance with ASTM Test Method D2412. There shall be no evidence of splitting, cracking or breaking when the pipe is tested per ASTM Test Method D2412 and F949 section 7.5. The pipe shall be made of PVC compound having a minimum cell classification of 12454B as defined in ASTM Specification D1784. The pipe shall be fitted with a filter sock.

Fittings: All fittings for PVC corrugated sewer pipe with a smooth interior shall conform to ASTM F 949, Section 5.2.3 or ASTM F 794, Section

7.2.4. To insure compatibility, the pipe manufacturer shall provide all fittings.

Joints: All joints shall be made with integrally-formed bell and spigot gasketed connections. Elastomeric seals (gaskets) shall meet the

SECTION 33 40 00 Page 3 requirements of ASTM Designation F477.

Perforations: 3/8 inch diameter perforation dimensions located 4 inches on center every 90 degrees shall be in accordance with ASTM F 949 standard perforated pipe.

Gravel Backfill: The gravel layer surrounding the under-drain pipe shall be washed three-quarter-inch up to one-and-one-half-inch crushed rock, and must provide a minimum of 6 inches cover over the pipe(s), and minimum 3 inches under the pipe.

2.2 DRAINAGE STRUCTURES

2.2.1 Precast Reinforced Concrete Box

Manufactured in accordance with and conform to ASTM C 1433.

Furnish all plant, labor, materials and equipment required and perform all operations in connection with construction of the precast reinforced concrete box culvert complete in place, within the limits and to the lines and grades shown on the Drawings.

Earth excavation and backfill is included in Section 31 23 00.00 20

Concrete reinforcement is included in Section 03 20 01.00 10

MATERIALS

1. The precast reinforced box culvert shall be made of sections of monolithically cast concrete. The box sections shall have internal dimensions as shown on the Drawings and shall have a male and female end with sufficient overlap to allow a 1-in diameter neoprene gasket or a joint sealant to be cemented to the joint surface. Bolt holes shall be grouted over after assembly so as to maintain a smooth inside wall surface and in no way restrict the flow in the completed installation. The precast concrete sections shall, as a minimum, conform to ASTM C 1433 and shall be designed for a HS20 live loading near the up- and down-stream headwalls, and a 40 feet depth earth loading within the fill area as shown on the Drawings. Lateral pressure shall be taken as 0.50 times the vertical soil pressure in addition to hydrostatic pressure resulting from maximum external water table assumed at finished ground surface.

2. Non-air-entraining portland cement conforming to ASTM C 150, Type II or III shall be used, except as otherwise approved in writing by the Engineer. The use of a non-bleeding, water-reducing, dispersing agent may be permitted subject to the specific approval of the Engineer. The use of any other admixture will not be permitted.

3. Fine aggregate shall consist of washed inert natural sand conforming to the requirements of ASTM C 33, except for gradation, with a maximum loss of 8.0 percent when subjected to 5 cycles of the soundness test using magnesium sulfate.

4. Coarse aggregate shall consist of well-graded crushed stone or washed gravel conforming to the requirements of ASTM C 33, except for gradation, with a maximum loss of 8.0 percent when subjected to 5 cycles of the soundness test using magnesium sulfate.

5. The 28-day compressive strength of the concrete, as indicated by cores

SECTION 33 40 00 Page 4 cut from the culvert shall not be less than 5000 psi. The concrete mass shall be dense and uniform. Minimum reinforcement in the box culvert shall be as required by ASTM C1433.

6. The quality of all materials and the finished culvert shall be subject to inspection and approval by the Contracting Officer. Such inspection may be made at the place of manufacturer, during the installation after delivery, or at both places. The culvert shall be subject to rejection at any time on account of failure to meet any of the specification requirements.

7. The Contracting Officer shall have the right to cut cores form such pieces of the finished culvert for inspection and testing. Cores shall be obtained, capped and sealed in conformity with ASTM C 1433. Core drilling and filling shall be carried out by the culvert manufacturer at no expense to the Government.

8. At the expense of the Contractor, the box sections shall be inspected for quality and compliance with ASTM C 1433 and with the approved manufacturer's drawings. The manufacturer shall inspect all culvert joints for uniformity and culvert ends for squareness. The manufacturer shall furnish to the Contracting Officer certification stating all culverts meet the requirements of ASTM C 1433, this Section and the joint design with respect to square ends and uniform joint surfaces.

9. Pits, blisters, rough spots, breakage and other imperfections may be repaired, subject to the approval of the Contracting Officer, after demonstration by the manufacturer that strong and permanent repairs result. Repairs shall be carefully inspected before final approval.

Non-shrink cement mortar used for repairs shall have a minimum compressive strength of 4000 psi at the end of 7 days and 6000 psi at the end of 28 days, when tested in 3-in cylinders stored in the standard manner. Epoxy mortar may be utilized for repairs subject to the approval of the Contracting Officer.

10. Unsatisfactory or damaged culvert will be either permanently rejected or returned for minor repairs. Only that culvert actually conforming to the specifications and accepted will be listed for approval, shipment and payment. Approved culvert will be so stamped or stenciled on the inside before it is shipped. All culverts which have been damaged after delivery will be rejected and if such culvert has already been laid in the trench, it shall be acceptably repaired, if permitted, or removed and replaced, entirely at the Contractor's expense. Culvert may be rejected for any of the reasons indicated in ASTM C 1433.

11. The precast box culvert shall be placed on a bed of 12-in of screened gravel as described in Section 31 23 00.00 20 EXCAVATION AND FILL. The gravel shall be spread upon the prepared subgrade and compacted to the required thickness by rollers, crawler tractors or mechanical tampers subject to the approval of the Contracting Officer. Compaction shall continue until the surface is even and true to the proposed lines and grades.

12. Joints for concrete box culvert shall conform to ASTM C 1433. The ends of the box sections so formed that when the sections are laid together they will make a continuous line of box sections with a smooth interior free of appreciable irregularities in the flow line.

13. Precast box culvert units shall be laid with the bell end upstream.

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The maximum gap at adjoining ends of box units from a snug fit shall be ½ inch. Exterior top and side wall joints shall be filled with mastic prior to backfilling. Interior bottom and side wall joints shall be filled with mastic. Joint sealant shall conform to Fed. Spec. SS-S-00210.

LAYING PRECAST CONCRETE CULVERT

The 12 inch gravel bed shall be laid to bear directly on the existing gravel and sand layer. Were clay and silt material is encountered at the base of the excavation it shall be removed, and replaced with 100% compacted sand and gravel from other excavated areas of the box culvert installation. The Contracting Officer shall be notified three days in advance of the preparation of sub-grade, and prior to the placement of bedding material, to allow for inspection of the sub-grade.

Screened gravel as specified, shall be placed and compacted with vibratory roller to give complete vertical and lateral support for the lower section of the culvert as indicated on the Drawings. Before the culvert is lowered into the trench, the ends of the box sections must be cleaned and free from dirt. The box culvert shall be installed in full accordance with the manufacturer's instructions. The box culvert shall be properly aligned in the trench to avoid any possibility of contact with the side of the trench and to permit feeding the gasket. As soon as the tongue is centered in the groove of the box culvert, the section shall be connected, drawn and held together using the bolts supplied by the manufacturer. Under no circumstances shall crowbars alone be used nor shall any motor driven equipment be used for the purpose of drawing culvert sections together.

A 1-1/2 inch minimum space shall be left between adjacent sections of the multi-cell box culverts. After the precast cells are in place and backfill has been placed to mid-height of the precast concrete box sections on each side, the space between the cells shall be filled with concrete having a 7 day design compressive strength of 2,500 psi. The concrete shall be in accordance with Section 03 31 00.00 10 CAST-IN-PLACE STRUCTURAL CONCRETE, except the maximum size coarse aggregate shall be 3/8 inch. If shown in the plans, multi-cells may be bolted together in accordance with the plans and special provisions.

Following installation of box units, lifting devices shall be removed as indicated on the plans or approved shop drawings. Holes in concrete shall be filled with non-shrink grout. Recesses in concrete shall be patched with epoxy mortar.

At the conclusion of the work, thoroughly clean all new culverts to remove all dirt, stones, and pieces of wood or other material which may have entered during the construction period.

2.3 MISCELLANEOUS MATERIALS

2.3.1 Concrete

Unless otherwise specified, concrete and reinforced concrete shall conform to the requirements for 4000 psi concrete under Section 03 31 00.00 10 CAST-IN-PLACE STRUCTURAL CONCRETE. The concrete mixture shall have air content by volume of concrete, based on measurements made immediately after discharge from the mixer, of 5 to 7 percent when maximum size of coarse aggregate exceeds 1-1/2 inches. Air content shall be determined in accordance with ASTM C 231. The concrete covering over steel reinforcing shall not be less than 1 inch thick for covers and not less than 1-1/2

SECTION 33 40 00 Page 6 inches thick for walls and flooring. Concrete covering deposited directly against the ground shall have a thickness of at least 3 inches between steel and ground. Expansion-joint filler material shall conform to ASTM D 1751, or ASTM D 1752, or shall be resin-impregnated fiberboard conforming to the physical requirements of ASTM D 1752.

2.3.2 Mortar

Mortar for pipe joints, connections to other drainage structures, and brick or block construction shall conform to ASTM C 270, Type M, except that the maximum placement time shall be 1 hour. The quantity of water in the mixture shall be sufficient to produce a stiff workable mortar but in no case shall exceed 4.3 gallons of water per sack of cement. Water shall be clean and free of harmful acids, alkalies, and organic impurities. The mortar shall be used within 30 minutes after the ingredients are mixed with water. The inside of the joint shall be wiped clean and finished smooth.

The mortar head on the outside shall be protected from air and sun with a proper covering until satisfactorily cured.

2.3.3 Precast Reinforced Concrete Manholes

Conform to ASTM C 478. Joints between precast concrete risers and tops shall be full-bedded in cement mortar and shall be smoothed to a uniform surface on both interior and exterior of the structure.

2.3.4 Prefabricated Metal Manholes

Drop inlet manholes shall be ADS standard H-20 18" grate or approved equal. Manholes shall be complete with frames and cover, or frames and gratings.

2.3.5 Joints

2.3.6 Sluice Gates

Sluice gates shall be Fontaine Series 20 304L either stainless steel, aluminum, or cast iron standard bottom or approved equal. Minimum requirements for gate shall be a flush mount with manual handwheel hoist, rising stem, and be mounted to the yoke.

PART 3 EXECUTION

3.1 EXCAVATION FOR PIPE CULVERTS, STORM DRAINS, AND DRAINAGE STRUCTURES

Excavation of trenches, and for appurtenances and backfilling for culverts and storm drains, shall be in accordance with the applicable portions of Section 31 00 00 EARTHWORK and the requirements specified below.

3.1.1 Trenching

The width of trenches at any point below the top of the pipe shall be not greater than the outside diameter of the pipe plus 12 inches to permit satisfactory jointing and thorough tamping of the bedding material under and around the pipe. Sheeting and bracing, where required, shall be placed within the trench width as specified, without any overexcavation. Where trench widths are exceeded, redesign with a resultant increase in cost of stronger pipe or special installation procedures will be necessary. Cost of this redesign and increased cost of pipe or installation shall be borne by the Contractor without additional cost to the Government.

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3.1.2 Removal of Unstable Material

Where wet or otherwise unstable soil incapable of properly supporting the pipe, as determined by the Contracting Officer, is unexpectedly encountered in the bottom of a trench, such material shall be removed to the depth required and replaced to the proper grade with select granular material, compacted as provided in paragraph BACKFILLING. When removal of unstable material is due to the fault or neglect of the Contractor while performing shoring and sheeting, water removal, or other specified requirements, such removal and replacement shall be performed at no additional cost to the Government.

3.2 BEDDING

The bedding surface for the pipe shall provide a firm foundation of uniform density throughout the entire length of the pipe.

3.2.1 Concrete Pipe Requirements

When no bedding class is specified or detailed on the drawings, concrete pipe shall be bedded in a soil foundation accurately shaped and rounded to conform to the lowest one-fourth of the outside portion of circular pipe or to the lower curved portion of pipe arch for the entire length of the pipe or pipe arch. When necessary, the bedding shall be tamped. Bell holes and depressions for joints shall be not more than the length, depth, and width required for properly making the particular type of joint.

3.2.2 Plastic Pipe

Bedding for PVC and PE pipe shall meet the requirements of ASTM D 2321.

Bedding, haunching, and initial backfill shall be either Class IB or II material.

3.3 PLACING PIPE

Each pipe shall be thoroughly examined before being laid; defective or damaged pipe shall not be used. Plastic pipe shall be protected from exposure to direct sunlight prior to laying, if necessary to maintain adequate pipe stiffness and meet installation deflection requirements.

Pipelines shall be laid to the grades and alignment indicated. Proper facilities shall be provided for lowering sections of pipe into trenches.

Lifting lugs in vertically elongated metal pipe shall be placed in the same vertical plane as the major axis of the pipe. Pipe shall not be laid in water, and pipe shall not be laid when trench conditions or weather are unsuitable for such work. Diversion of drainage or dewatering of trenches during construction shall be provided as necessary.

3.3.1 Corrugated PE Pipe

Laying shall be with the separate sections joined firmly on a bed shaped to line and grade and shall follow manufacturer's recommendations.

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3.4 JOINTING

3.4.1 Concrete Pipe

3.4.1.1 Cement-Mortar Tongue-and-Groove Joint

The first pipe shall be bedded carefully to the established gradeline with the groove upstream. A shallow excavation shall be made underneath the pipe at the joint and filled with mortar to provide a bed for the pipe.

The grooved end of the first pipe shall be thoroughly cleaned with a wet brush, and a layer of soft mortar applied to the lower half of the groove.

The tongue of the second pipe shall be cleaned with a wet brush; while in horizontal position, a layer of soft mortar shall be applied to the upper half of the tongue. The tongue end of the second pipe shall be inserted in the grooved end of the first pipe until mortar is squeezed out on interior and exterior surfaces. Sufficient mortar shall be used to fill the joint completely and to form a bead on the outside.

3.5 DRAINAGE STRUCTURES

3.5.1 Manholes and Inlets

Construction shall be of reinforced concrete, plain concrete, precast reinforced concrete, or bituminous coated corrugated metal; complete with frames and covers or gratings. Pipe studs and junction chambers of prefabricated corrugated metal manholes shall be fully bituminous-coated and paved when the connecting branch lines are so treated. Pipe connections to concrete manholes and inlets shall be made with flexible, watertight connectors.

3.5.2 Walls and Headwalls

Construction shall be as indicated.

3.6 BACKFILLING

3.6.1 Backfilling Pipe in Trenches

After the pipe has been properly bedded, selected material from excavation or borrow, at a moisture content that will facilitate compaction, shall be placed along both sides of pipe in layers not exceeding 6 inches in compacted depth. The backfill shall be brought up evenly on both sides of pipe for the full length of pipe. The fill shall be thoroughly compacted under the haunches of the pipe. Each layer shall be thoroughly compacted with mechanical tampers or rammers. This method of filling and compacting shall continue until the fill has reached an elevation of at least 12 inches above the top of the pipe. The remainder of the trench shall be backfilled and compacted by spreading and rolling or compacted by mechanical rammers or tampers in layers not exceeding 9 inches. Tests for density shall be made as necessary to ensure conformance to the compaction requirements specified below. Where it is necessary, in the opinion of the Contracting Officer, that sheeting or portions of bracing used be left in place, the contract will be adjusted accordingly. Untreated sheeting shall not be left in place beneath structures or pavements.

3.6.2 Backfilling Pipe in Fill Sections

For pipe placed in fill sections, backfill material and the placement and compaction procedures shall be as specified below. The fill material shall

SECTION 33 40 00 Page 9 be uniformly spread in layers longitudinally on both sides of the pipe, not exceeding 6 inches in compacted depth, and shall be compacted by rolling parallel with pipe or by mechanical tamping or ramming. Prior to commencing normal filling operations, the crown width of the fill at a height of 12 inches above the top of the pipe shall extend a distance of not less than twice the outside pipe diameter on each side of the pipe or 12 feet, whichever is less. After the backfill has reached at least 12 inches above the top of the pipe, the remainder of the fill shall be placed and thoroughly compacted in layers not exceeding 9 inches.

3.6.3 Movement of Construction Machinery

When compacting by rolling or operating heavy equipment parallel with the pipe, displacement of or injury to the pipe shall be avoided. Movement of construction machinery over a culvert or storm drain at any stage of construction shall be at the Contractor's risk. Any damaged pipe shall be repaired or replaced.

3.6.4 Compaction

3.6.4.1 Minimum Density

Backfill over and around the pipe and backfill around and adjacent to drainage structures shall be compacted to a density not less than that of the surrounding material.

3.6.5 Determination of Density

Testing is the responsibility of the Contractor and performed at no additional cost to the Government. Testing shall be performed by an approved commercial testing laboratory or by the Contractor subject to approval. Tests shall be performed in sufficient number to ensure that specified density is being obtained. Laboratory tests for moisture-density relations shall be made in accordance with ASTM D 1557 except that mechanical tampers may be used provided the results are correlated with those obtained with the specified hand tamper. Field density tests shall be determined in accordance with ASTM D 2167.

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SECTION 33 40 00 Page 10

2.2 UTILITY BEDDING MATERIAL

3.6.5…