AMENDMENT_0001.pdf

W38XGR60635567

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

The purpose of this amendment is to provide clarity to the below listed items in the plans and specif ications.

SEE SUMMARY OF CHANGES ON PAGE 2 AND ATTACHED PLANS AND SPECS.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 28

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

16C. DATE SIGNED

BY 12-Jul-2016

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 W912EQ-16-B-0006

X 9B. DATED (SEE ITEM 11)

16-Jun-2016

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 1 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

11-Jul-2016

CODE

US ARMY ENGINEER DISTRICT, MEMPHIS

THOMAS E MERCER

167 N MAIN STREET

ROOM 665

MEMPHIS TN 38103-1894

W912EQ 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912EQ-16-B-0006

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

DESCRIPTION OF CHANGES

PLAN CHANGE

1. G-003: Changed Note #7.

2. C-100: Displayed ROW points (level was off), changed notes #1 and #2, and added Note #7.

3. C-106: Added dimension to riprap.

4. C-303: Added dimensions for grout. Added Note #4.

SPECIFICATION CHANGE

1. SECTION 35 31 19.00 11 (STONE PROTECTION):

a. Paragraph 1.5.2.2 CONCRETE GROUT MIXTURE PROPORTIONS: Changed 2000 psi strength requirement to min. 3000 psi.

b. Paragraph 2.3.8 NON-SHRINK GROUT: Paragraph deleted.

(End of Summary of Changes)

W912EQ-16-B-0006

AMENDMENT 0001

ST. FRANCIS LAKE CONTROL STRUCTURE – SCOUR CLOSURE REPAIR

DAM10St. Francis Lake Control Structure - Scour Closure Repair

AMENDMENT 0001 NOT FOR CONSTRUCTION

SECTION TABLE OF CONTENTS

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

SECTION 35 31 19.00 11

STONE PROTECTION

01/08

PART 1 GENERAL

1.1 UNIT PRICES

1.2 REFERENCES

1.3 DEFINITIONS

1.3.1 Stone Protection

1.3.2 Riprap

1.3.3 Graded Stone

1.4 SUBMITTALS

1.5 QUALITY ASSURANCE

1.5.1 Stone

1.5.1.1 General

1.5.1.2 Sources

1.5.2 Concrete Grout for Stone Protection

1.5.2.1 General

1.5.2.2 Concrete Grout Mixture Proportions

1.5.2.3 Evaluation and Acceptance of Grout

PART 2 PRODUCTS

2.1 BEDDING MATERIAL

2.1.1 General

2.1.2 Gradation

2.2 STONE

2.2.1 General

2.2.1.1 Sources and Evaluation Testing of Stone

2.2.1.2 Stone Gradation

2.2.1.3 Test Method

2.2.1.4 Gradation Test

2.2.1.5 Proportional Dimension Limitations

2.2.1.6 Stone Stockpile

2.3 CONCRETE GROUT

2.3.1 Cementitious Materials

2.3.1.1 Portland Cement

2.3.1.2 Pozzolan

2.3.2 Ground Granulated Blast-Furnace Slag (Not Used)

2.3.2.1 Silica Fume

2.3.3 Blended Hydraulic Cement

2.3.4 Aggregates for Concrete Grout

2.3.5 Admixtures

2.3.6 Curing Materials

2.3.7 Water

2.3.8 Non-Shrink Epoxy Grout

2.3.9 Equipment

PART 3 EXECUTION

SECTION 35 31 19.00 11 Page 1

3.1 3.1 STONE DELIVERY

3.2 BASE PREPARATION

3.3 PLACEMENT OF RIPRAP

3.3.1 General

3.3.2 Placement

3.3.2.1 Above Water

3.3.2.2 Under Water

3.3.3 Placement Control

3.3.3.1 Quality Control Measures

3.3.3.2 Check Surveys

3.4 GROUTING OF STONE PROTECTION

3.4.1 Producing, Conveying and Placing of Grout

3.4.1.1 Producing Grout

3.4.1.2 Preparation for Placing

3.4.1.3 Conveying and Placing

3.4.1.4 Cold-Weather Requirements

3.4.1.5 Hot Weather Requirements

3.4.2 Curing and Protection of Grouted Stone Protection

3.5 TESTS AND INSPECTIONS

3.5.1 Concrete Grout

3.5.1.1 General

3.5.1.2 Preparations for Placing

3.5.1.3 Air Content

3.5.1.4 Slump

3.5.1.5 Placing

3.5.2 Pre-Production

3.5.2.1 Bulk Specific Gravity

3.5.2.2 Material Quality

3.5.2.3 Borderline Material Quality

3.5.3 Bedding Layers, Filter Layers, and Sand Fill

3.5.3.1 General

3.5.3.2 Reporting

-- End of Section Table of Contents --

SECTION 35 31 19.00 11 Page 2

SECTION 35 31 19.00 11

STONE PROTECTION

01/08

PART 1 GENERAL

1.1 UNIT PRICES

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 CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 305R (2010) Guide to Hot Weather Concreting

ASTM INTERNATIONAL (ASTM)

ASTM C136/C136M (2014) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C143/C143M (2012) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C150/C150M (2015) Standard Specification for Portland Cement

ASTM C171 (2007) Standard Specification for Sheet Materials for Curing Concrete

ASTM C172/C172M (2014a) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C231/C231M (2014) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260/C260M (2010a) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C309 (2011) Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C31/C31M (2012) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C33/C33M (2013) Standard Specification for Concrete Aggregates

ASTM C39/C39M (2015a) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

SECTION 35 31 19.00 11 Page 3

ASTM C494/C494M (2015a) Standard Specification for Chemical Admixtures for Concrete

ASTM C618 (2012a) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C685/C685M (2014) Concrete Made by Volumetric Batching and Continuous Mixing

ASTM C94/C94M (2015) Standard Specification for Ready-Mixed Concrete

ASTM D75/D75M (2014) Standard Practice for Sampling Aggregates

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 148 (1969) Method of Testing Stone for Expansive Breakdown on Soaking in Ethylene Glycol

COE CRD-C 400 (1963) Requirements for Water for Use in Mixing or Curing Concrete

1.3 DEFINITIONS

1.3.1 Stone Protection

Stone Protection is defined as a system which includes a layer of bedding material or layers of filter material beneath a layer or layers of riprap.

Stone protection is placed around structures in slack water or within a dewatered site. Stone protection may also be used to protect channel banks when it is placed in the dry or in slack water.

1.3.2 Riprap

Riprap is defined as a material having a gradation band similar to those specified herein. Riprap is normally produced by mechanical methods, with a jaw crusher and grizzly after the stone has been mined by blasting in a quarry. Riprap gradations have a maximum top size of 3.5 tons.

1.3.3 Graded Stone

Graded Stone is defined as material with gradations that are produced by the mining technique and minimal additional processing other than the use of a skeleton bucket or a bar grizzly. The gradation band have more fines than riprap and have gradations with top size up to 3.5 tons and could be classified as being well graded.

1.4 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. Submittals with an "S" are for inclusion in the Sustainability Notebook, in conformance to Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in accordance with

SECTION 35 31 19.00 11 Page 4

Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Riprap; G

Bedding Material; G

Ready-Mixed Concrete Grout

Conveying and Placing

Admixtures

Curing Materials

Batching and Mixing Equipment

Gaging Table Data

Derrick Stone; G

Concrete Grout Mixture Proportions; G

Bulk Specific Gravity of Stone and Redesign; G

SD-04 Samples

Stone; G

SD-06 Test Reports

Gradation Test

Evaluation Testing of Stone

Bedding Material

Bulk Specific Gravity

SD-07 Certificates

Stone

Bedding Material

Filter Material

Laboratory; G

Weigh Scale Certification

Certified Weight Scale Tickets

SECTION 35 31 19.00 11 Page 5

1.5 QUALITY ASSURANCE

1.5.1 Stone

Submit suitable stone samples prior to delivery of any such material to the worksite if stone is not from one of the stone sources listed at the end of this section.

1.5.1.1 General

All stone shall be durable material as approved by the Contracting Officer.

In case an unlisted source is to be used, show that an adequate quantity of material is available and provide quality test data. Stone shall be of a suitable quality to ensure permanence in the structure and in the climate in which it is to be used. It shall be free from cracks, blast fractures, bedding, seams and other defects that would tend to increase its deterioration from natural causes. Inspections for cracks, fractures, seams and defects shall be made by visual examination. If, by visual examination, it is determined that 20 percent or more of the stone produced contains hairline cracks, then all stone produced by the means and measures which caused the fractures shall be rejected. A hairline crack that is defined as being detrimental shall have a minimum width of 4 mil and shall be continuous for one-third the dimension of at least two sides of the stone. The stone shall be clean and reasonably free from soil, quarry fines, and shall contain no refuse.

1.5.1.2 Sources

a. For a list of quarries that have produced stone that meet the requirements of these specifications, view the website listed below.

If a stone source is designated as "New Source," then that source has been tested and the results of those tests have indicated that the stone will meet the material quality requirements. However, the "New Sources" may not have been used; therefore, the stone gradation and quarry production capability may not have been verified. Stone sources are posted at http://www.mvm.usace.army.mil/Portals/51/docs/construction/MVDStoneLST.pdf

b. Stone may be furnished either from any of the sources posted at the above website, or from any other sources designated by the Contractor and accepted by the Contracting Officer, subject to the conditions hereinafter stated.

c. After the award of the contract, the Contractor shall designate in writing only one source or one combination of sources from which he proposes to furnish stone. If the Contractor proposes to furnish stone from a source or sources not posted at the above website, he may designate only a single source for stone. Samples for acceptance testing shall be provided as required in the paragraph entitled SOURCES AND EVALUATION TESTING, subpart Samples. If the Contracting Officer does not accept a source for stone, so designated by the Contractor, the Contractor may not propose other sources but shall furnish the stone from a posted, verified source at no additional cost to the Government.

d. In the event that the Contractor proposes to furnish stone from a posted source, and that posted source fails to meet the material quality requirements, the Contractor shall identify the reason for the deficiency and shall either rectify the situation or procure stone at

SECTION 35 31 19.00 11 Page 6 another posted quarry. At no time shall stone be accepted that does not fulfill the requirements as described herein.

e. Acceptance of a source of stone shall not be construed as acceptance of all material from that source. The right is reserved to reject materials from certain localized areas, zones, strata, or channels, when such materials are unsuitable for use as determined by the Contracting Officer. Materials produced from a posted source shall meet all the requirements of the Technical Specifications.

1.5.2 Concrete Grout for Stone Protection

1.5.2.1 General

The Government reserves the right to sample and test the aggregates and grout to determine compliance with the specifications. Provide facilities and labor as may be necessary to assist the government in procurement of representative test samples. Samples of aggregates will be obtained at the point of batching in accordance with ASTM D75/D75M. Grout will be sampled in accordance with ASTM C172/C172M. The slump and air content will be determined when cylinders are molded in accordance with ASTM C143/C143M and ASTM C231/C231M, respectively. Compression test specimens will be made, cured and transported in accordance with ASTM C31/C31M. Compression test specimens will be tested in accordance with ASTM C39/C39M. Samples for strength tests will be taken not less than once each shift in which grout is produced. A minimum of three specimens will be made from each sample, two will be tested at 28 days (90 days if pozzolan is used) for acceptance and one will be tested at 7 days for information.

1.5.2.2 Concrete Grout Mixture Proportions

Concrete rout mixture proportions shall be the responsibility of the Contractor. Submit the mixture proportions that will produce grout of the qualities required, ten days prior to placement. Mixture proportions shall be submitted for review 10 days prior to being used under this contract.

Mixture proportions shall include the dry weights of cementitious material(s); the specific gravities, absorptions, and saturated surface-dry weights of the fine and coarse aggregates; the quantities, types, and names of admixtures; and quantity of water per cubic yards of grout. Also, applicable test reports, such as air content, compressive strength, and unit weight of the grout, shall be submitted to verify the proportions selected will produce grout of the quality specified. The approved grout mixture proportions shall not be changed without approval. The air content shall be between 4.5 and 7.5 percent. The specified compressive strength f'c shall be a minimum of 3000 pounds per square inch at 28 days (90 days if pozzolan is used). The maximum water cement ratio shall be 0.70. The slump of the grout mix shall be 6 inches plus or minus 1 inch. For maximum coarse aggregate size see paragraph AGGREGATES FOR CONCRETE GROUT.

1.5.2.3 Evaluation and Acceptance of Grout

The acceptance test results will be the average of the strengths of the two specimens tested at 28 days (90 days if pozzolan is used). The strength of the concrete grout will be considered satisfactory so long as the average of three consecutive acceptance test results equal or exceed the specified compressive strength f'c and no individual acceptance test result falls below the specified strength f'c by more than 500 pounds per square inch.

SECTION 35 31 19.00 11 Page 7

PART 2 PRODUCTS

2.1 BEDDING MATERIAL

2.1.1 General

Bedding material shall consist of gravel or crushed stone. The material shall be composed of tough, durable particles, shall be reasonably free from thin, flat and elongated pieces, and shall contain no organic matter nor soft, friable particles in quantities considered objectionable by the Contracting Officer. The aggregate shall meet the quality requirements of

ASTM C 33.

2.1.2 Gradation

Grading shall conform to the following requirements:

U.S. Standard Permissible Limits Sieve No. Percent by Weight, Passing

3-inch 100 1 ½-inch 85-100 3/4-inch 35-70 3/8-inch 5-40 No. 4 0-10

The bedding material shall be well-graded between the limits shown. The Contractor shall furnish a Certified Test Report, which certifies that the supplied bedding material meets the above gradation, and also furnish a Representative Sample of the Bedding Material to the Government. At least one test shall be performed on each 1000 tons placed for each specified gradation in accordance with ASTM C 136. All points on individual grading curves obtained from representative samples of bedding material shall lie between the boundary limits as defined by smooth curves drawn through the tabulated gradation limits plotted on "Gradation Riprap Blank" found at http://www.mvm.usace.army.mil/BusinessWithUs/Contracting/Forms.aspx. The individual gradation curves within these limits shall not exhibit abrupt changes in slope denoting either gap grading or scalping of certain sizes or other irregularities which would be detrimental to the proper functioning of the bedding layer(s).

2.2 STONE

2.2.1 General

All stone shall be durable material as approved by the Contracting Officer. The sources from which the Contractor proposes to obtain the material shall be selected well in advance of the time when the material will be required. In case an undeveloped source is to be used, the Contractor will be required to show that an ample quantity of material is available before quality tests will be made. Stone shall be of a suitable quality to ensure permanence in the structure and in the climate in which it is to be used. It shall be free from cracks, blast fractures, seams and other defects that would tend unduly to increase its deterioration from natural causes. Inspections for cracks, fractures, seams and defects shall be made by visual examination. If, by visual examination, it is determined that 20 percent or more of the stone produced contains hairline cracks, SECTION 35 31 19.00 11 Page 8 then all stone produced by the means and measures which caused the fractures shall be rejected. A hairline crack that is defined as being detrimental shall have a minimum width of 4 mil and shall be continuous for one-third the dimension of at least two sides of the stone. The stone shall be clean and reasonably free from soil, quarry fines, and shall contain no refuse. The stone shall be clean and adequately free from all foreign matter. Any foreign material adhering to or combined with the stone as a result of stockpiling shall be removed prior to placement. The inclusion of objectionable quantities of dirt, sand, clay or rock fines will not be permitted.

2.2.1.1 Sources and Evaluation Testing of Stone

Stone shall be obtained in accordance with the provisions of the paragraph entitled STONE SOURCES in SECTION 00 80 00.00 11 SPECIAL CONTRACT REQUIREMENTS. If the Contractor proposes to furnish stone from a source not currently posted in the STONE SOURCES paragraph through http://www.mvm.usace.army.mil/Portals/51/docs/construction/MVDStoneLST.pdf, then the Contractor will make such investigations as necessary to determine whether acceptable stone can be produced from the proposed source. The Contractor shall submit suitable test reports and service records to show the acceptability of the stone. Satisfactory service records on work outside the U.S. Army Corps of Engineers will be acceptable. In order for stone to be acceptable on the basis of service records, stone of a similar size must have been placed in a similar thickness and exposed to weathering under similar conditions as is anticipated for this contract, and have satisfactorily withstood such weathering for a minimum of 20-years. If no such records are available, the Contractor will make tests to assure the acceptability of the stone. The tests to which the stone shall be subjected include petrographic examination (ASTM C 295), bulk specific gravity (SSD), unit weight (ASTM C 29/C 29M, absorption (ASTM C 127), resistance of stone to freezing and thawing (ASTM D 5312), and if argillaceous limestone and sandstone are used, resistance to wetting and drying (ASTM D 5313). The Laboratory to perform the required testing shall be validated as described in the paragraph entitled LABORATORY VALIDATION in SECTION 01 45 04.00 11 CONTRACTOR QUALITY CONTROL. Any inspection of the facilities shall be at the expense of Contractor.

a. Bulk Specific Gravity Range. All stone shall have a minimum bulk specific gravity, saturated surface dry (SSD), of 2.50 and a maximum bulk specific gravity of not more than 2.90 based upon water having a unit weight of 62.4 pounds per cubic foot. The method of test for bulk specific gravity (SSD) shall be ASTM C 127.

b. Unit Weight and Absorption. Stone shall weigh more than 155 pounds per cubic foot have a bulk specific gravity, saturated surface dry, greater than 2.48. The stone shall have an absorption less than 2 percent unless other tests and service records show that the stone is satisfactory. The method of test for unit weight and absorption shall be ASTM C 127, except the unit weight shall be calculated in accordance with Note No. 5 using bulk specific gravity, saturated surface dry.

c. Petrographic Examination. Stone shall be evaluated in accordance with ASTM C 295 which shall include information required by ASTM D 4992, paragraph 10. COE CRD-C 148 shall be used to perform Ethylene glycol tests required on rocks containing smectite as specified in ASTM D 4992 and on samples identified to contain swelling clays.

d. Resistance to Freezing and Thawing. Stone shall have a maximum

SECTION 35 31 19.00 11 Page 9 loss of 5 percent after the number of cycles specified in ASTM D 5312, Figure 1, when determining the durability of stone when subjected to freezing and thawing in accordance with ASTM D 5312, except the surface area of one side of the sample shall be between 144 and 2304 square inches.

e. Resistance of Rock to Wetting and Drying. Stone shall have a maximum loss of 1 percent when determining the durability of stone when subject to wetting and drying in accordance with ASTM D 5313, except the surface area of one side of the sample shall be between 144 and 2304 square inches.

f. Samples. Samples of stone from a source not posted at http://www.mvm.usace.army.mil/Portals/51/docs/construction/MVDStoneLST.pdf shall be taken by a representative of the Quarry under the supervision of the Contracting Officer for testing and acceptance 60 days prior to delivery of any stone from this source to the site of the work.

Information provided with the samples shall include the location within the quarry from which the sample was taken along with a field examination of the quarry. The field examination shall include the information outline in ASTM D 4992, paragraph 7. Samples shall consist of at least three pieces of stone, roughly cubical in shape and weighing not less than 150 pounds each from each unit that shall be used in the production of the required stone. If the source is an undeveloped quarry, or if the operation has been dormant for more than one year such that fresh samples are not available, the Contractor shall expose fresh rock for 20 feet horizontally and for the full height of the face proposed for production, prior to the field evaluation. The samples shall be shipped at the Contractor's expense to a laboratory validated by the government to perform the required tests.

g. Tests. The tests shall be conducted by the Contractor in accordance with applicable ASTM and Corps of Engineers methods of tests given in the Handbook for Concrete and Cement, and shall be performed at a validated laboratory. The cost of testing shall be borne by the Contractor.

2.2.1.2 Stone Gradation

Gradation shall conform to the tables below, and to the link Gradation found at http://www.mvm.usace.army.mil/BusinessWithUs/Contracting/Forms.aspx, and format thereof shall be as shown. Neither the width nor the thickness of any piece shall be less than one-third of its length. An allowance of five percent by weight for inclusion of quarry spalls will be permitted.

Stone shall be reasonably well graded between the largest and smallest pieces. The Table(s) below describes the upper and lower limit curves for the gradation. The graph of the stone, when plotted shall fall within the limit curves plotted thereon. The Contractor shall submit to the Contracting Officer a copy of the gradation graph for the stone to be furnished under this contract.

R-400

Percent Lighter Limits of Stone By Weight (SSD) Weight, lb.

SECTION 35 31 19.00 11 Page 10

100 400-160 50 160-80 15 80-30

R-2200

Percent Lighter Limits of Stone By Weight (SSD) Weight, lb.

100 2200-900 50 930-440 15 460-130

2.2.1.3 Test Method

The method of gradation testing shall conform to the requirements of "LMVD Standard Test Method for Gradation" found at http://www.mvm.usace.army.mil/BusinessWithUs/Contracting/Forms.aspx. The Standard Test Method is accompanied by example gradation sheets. The Riprap Gradation Curves may be found at the abovementioned website.

2.2.1.4 Gradation Test

acting Officer at the jobsite before the stone is used in the work. For each sample, the Contractor shall record, plot, and submit to the Contracting Officer the Results of the Gradation Test(s) on the applicable Riprap Gradation Curve (ENG form 4055) found at http://www.mvm.usace.army.mil/BusinessWithUs/Contracting/Forms.aspx. A record copy of each completed stone gradation test, with the graphs of the upper and lower limit curves, shall be submitted to the Contracting Officer for approval. At least one gradation test shall be performed per each gradation of stone. The sample shall be taken by the Contractor in the presence of the Contracting Officer's Representative. The Contractor shall notify the Contracting Officer's Representative not less than 3 days in advance of each test. The sample shall consist of not less than 15-tons of stone and shall be collected in a random manner, which will provide a sample that accurately reflects the actual gradation arriving at the jobsite. If collected by the truckload, each truckload shall be representative of the stone being placed at the jobsite. The Contractor shall provide all necessary screens, scales and other equipment, and the operating personnel therefore, and shall grade the samples, all at no additional cost to the Government. The Contracting Officer may direct additional testing of the stone at the project site if the stone appears, by visual inspection, to be out of gradation. The additional tests shall be performed on in-place materials at the locations directed, or on random loads selected by the Contracting Officer. In Place test areas shall be not less than 12 by 12 feet and shall include the full thickness of the stone layer, without disturbing or including the underlying material and shall meet the minimum sample size specified above. Each pit excavated for an in-place test sample shall be refilled and reworked to provide a surface void of signs of disturbance. If the gradation test fails, additional gradation tests will be required at the Contractor's expense to delineate the limits of unacceptable stone. The additional gradation tests shall not count as part of the minimum number of gradation tests required. The unacceptable stone shall either be reworked to bring the stone within the specified gradation or the stone shall be removed from the project site as

SECTION 35 31 19.00 11 Page 11 determined by the Contracting Officer. The Contracting Officer may direct this testing under the Contract Clause INSPECTION OF CONSTRUCTION.

2.2.1.5 Proportional Dimension Limitations

The maximum aspect ratio (greatest dimension:least dimension) of any piece of stone for size ranges shall be not greater than 3:1 when measured across mutually perpendicular axis. Not more than 25 percent (25%) of the stones within a gradation range shall have an aspect ratio greater than 2.5:1. A maximum of 15 percent flat and elongated pieces by weight will be acceptable. A flat and elongated piece of stone is defined as having a ratio of width to thickness or length to width greater than 3:1.

ASTM D 4791 shall be used as a guide to perform the test.

2.2.1.6 Stone Stockpile

Storage of stone at the worksite is not to be confused with off-site stockpiling of stone. If the Contractor elects to provide off-site stockpiling areas, the Contracting Officer shall be notified by the Contractor of all such areas. The Contractor's stockpile shall be a maximum of 12 feet high and formed by a series of layers of truckload dumps, where the rock essentially remains where it is placed. Subsequent layers shall be started 10 feet from the edge of the previous layer so that the rock will not roll down the edges of the previous layers. The first layer shall be a maximum of 6 feet high. After being stockpiled, any stone which has become contaminated with soil or refuse shall not be put into the work unless the contaminating material has been removed from the stone prior to placement.

a. Worksite Stockpile. Stone delivered to the work sites, which requires temporary storage shall be placed without waste. A sand-clay-gravel or crushed stone pad may be constructed for the storage area and removed upon completion of the work. If the sand-clay-gravel or crushed stone pad method is used, the pad shall have a minimum thickness of at least 6 inches. The sand-clay-gravel or crushed stone pad method shall be subject to approval prior to delivery of the stone. Upon completion of the work, the storage areas shall be cleaned of all storage residues and returned to their natural condition. Temporary storage of stone at the worksite will be allowed, provided the stockpile toe of the stone is no closer than 100 linear feet from the closest edge of the stream's top slope, and the amount shall not exceed 200 T unless otherwise approved.

b. Off-site Stockpile. In areas where stone is stockpiled for placement, the area shall have excess rock removed prior to completion of work. All rock and spalls greater than 3 inches in diameter shall be removed. Where rocks may have become buried due to soft ground or operation of the equipment, the rock shall be disposed of as directed. After the rock has been removed, the storage area shall be graded, dressed, and filled to return the ground surface as near as practical to the condition that existed prior to construction.2.3 CONCRETE GROUT

2.3.1 Cementitious Materials

Cementitious materials will be accepted on the basis of a manufacturer's certificate of compliance, accompanied by mill test reports, that the materials meet the requirements of the specification under which it is

SECTION 35 31 19.00 11 Page 12 furnished.

2.3.1.1 Portland Cement

ASTM C150/C150M, Type I or II, except that the maximum tricalcium aluminate in Tyle I cement shall be 15 percent.

2.3.1.2 Pozzolan

ASTM C618, Class C, with the optional requirements for multiple factor, drying shrinkage, and uniformity of Table 2A. Table 1A requirement for maximum alkalies shall apply when used with aggregates listed at the end of this section to require low-alkali cement.

2.3.2 Ground Granulated Blast-Furnace Slag (Not Used)

2.3.2.1 Silica Fume

Silica fume may be furnished as a dry, densified material or as a slurry.

Silica fume, unprocessed, or before processing into a slurry or a densified material, shall conform to ASTM C 1240 with Table 2 and the Specific Surface Area and Uniformity Requirements in Table 4 invoked. Provide the services of a manufacturer's technical representative, experienced in mixture proportioning, placement procedures, and curing of concrete containing silica fume. The manufacturer's representative shall be available for consultation by both the Contractor and the Government during mixture proportioning, planning, and production of silica-fume concrete and shall be onsite immediately prior to and during at least the first placement of concrete containing silica fume, and at other times if directed.

2.3.3 Blended Hydraulic Cement

Portland blast-furnace slag cement shall conform to ASTM C 595/C 595M, Type

IS.

2.3.4 Aggregates for Concrete Grout

The fine aggregates for grout shall meet the quality and gradation requirements of either ASTM C33/C33M. The coarse aggregates shall meet the quality and gradation requirements of ASTM C33/C33M, Class designation 4M, Size No. 67, 7 or 8.

2.3.5 Admixtures

Submit manufacturers' literature for the concrete admixtures and curing materials. Admixtures to be used, when required or approved, shall comply with the following:

a. Air-Entraining Admixture: ASTM C260/C260M. The air-entraining admixture shall consistently cause the concrete to have an air content in the specified ranges under field conditions.

b. Water-Reducing or Retarding Admixture: ASTM C494/C494M, Type A, B, or D, except that the 6-month and 1-year compressive strength tests are waived.

2.3.6 Curing Materials

Curing materials shall be as follows:

SECTION 35 31 19.00 11 Page 13

a. Impervious Sheet Materials: ASTM C171, type optional, except polyethylene film, if used, shall be white opaque.

b. Membrane-Forming Curing Compound: ASTM C309, Type 1-D or 2, Class A .

2.3.7 Water

Water for mixing and curing shall be fresh, clean, potable, and free from injurious amounts of oil, acid, salt, alkali, except that nonpotable water may be used if it meets the requirements of COE CRD-C 400.

2.3.8 Non-Shrink Epoxy Grout

DELETED.

2.3.9 Equipment

Batching and mixing equipment will be accepted on the basis of manufacturer's data which demonstrates compliance with the applicable specifications.

PART 3 EXECUTION

3.1 3.1 STONE DELIVERY

When stone is delivered by truck, the material will be measured for payment, in the presence of a Government Inspector, unless the Contracting Officer waives such right, by being weighed on approved, accurately calibrated scales furnished by and at the expense of the Contractor.

Contractor will submit Weight Scale Certification prior to delivery. Scales shall be of sufficient length to permit simultaneous weighing of all axle loads and shall be inspected, tested and sealed as directed to assure accuracy within 0.5 percent throughout the range of the scales. Scales shall be checked and certified before any material hauling; also, rechecked and re-certified whenever a variance is suspected. Certified Weight Scale Tickets for each truckload of riprap shall be furnished to the Government Inspector at the time of delivery.

3.2 BASE PREPARATION

Areas on which geotextile (or bedding material) and riprap are to be placed shall be graded and/or dressed to conform to cross sections shown on the contract drawings within an allowable tolerance of plus 2 inches and minus 4 inches from the theoretical lines and grades. The prepared base shall be approved by the Contracting Officer. Where such areas are below the allowable minus tolerance limit they shall be brought to grade by fill with earth similar to the adjacent material and then compacted to a density equal to the adjacent in place material. Immediately prior to placing the geotextile (or bedding material), the prepared base will be inspected by the Contracting Officer and no material shall be placed thereon until that area has been approved.

3.3 PLACEMENT OF RIPRAP

3.3.1 General

Riprap shall be placed on the bedding layers specified in paragraph(s) BEDDING MATERIAL within the limits shown on the contract drawings.

SECTION 35 31 19.00 11 Page 14

3.3.2 Placement

Under water placement rates shall be used when the top of the layer to be placed below EL 204.0.

3.3.2.1 Above Water

Riprap shall be placed in a manner which will produce a well-graded mass of rock with the minimum practicable percentage of voids, and shall be constructed, within the specified tolerances, to the lines and grades shown on the contract drawings or staked in the field. A tolerance of plus 6 inch(es) and minus 3 inch(es) from the lines and grades shown on the contract drawings will be allowed in the finished surface of the riprap, except that the extreme of this tolerance shall not be continuous over an area greater than 200 square feet. The average tolerance of the entire job shall have no more than 50 percent of the tolerances specified above.

Riprap shall be placed by means of truck, crane operated skip-pan (box), dragline bucket, clamshell, rock-bucket, hydraulic excavator, trackhoe, or other approved equipment. Pneumatic tired front end loaders may be used provided that in the opinion of the Contracting Officer no degradation of the rock occurs. Riprap shall be placed to its full course thickness in one operation and in such manner as to avoid displacing the geotextile (or bedding) material. The large stones shall be well distributed and the entire mass of stones in their final position shall be graded to conform to the gradation specified in paragraph RIPRAP, subparagraph GENERAL.

Placement shall begin at the bottom of the area to be covered and continue up slope. Subsequent loads of material shall be placed against previously placed material in such a manner as to ensure a relatively homogenous mass. The finished riprap shall be free from objectionable pockets of small stones and clusters of larger stones. Placing riprap in layers will not be permitted. Placing riprap by dumping it into chutes, or by similar methods likely to cause segregation of the various sizes, shall not be permitted. Placing riprap by dumping it at the top of the slope and pushing it down the slope shall not be permitted. No equipment shall be operated directly on the completed stone protection system. The desired distribution of the various sizes of stones throughout the mass shall be obtained by selective loading of the material at the quarry or other source; by controlled dumping of successive loads during final placing; or by other methods of placement which will produce the specified results.

Each truckload shall be representative of the gradation requirements.

Rearranging of individual stones shall be required to the extent necessary to obtain a well-graded distribution of stone sizes as specified above.

Maintain the stone protection until accepted by the Contracting Officer;

any material displaced prior to acceptance due to the Contractor's negligence shall be replaced with no additional payment and to the lines and grades shown on the contract drawings.

3.3.2.2 Under Water

Prior to starting work, submit the proposed method of placing riprap under water. Riprap to be placed in the wet shall be done during periods of low water levels, when water surface elevations are 206.0 or below.

SECTION 35 31 19.00 11 Page 15

3.3.3 Placement Control

3.3.3.1 Quality Control Measures

The Contractor shall establish and maintain quality control for all work performed at the job site under this section to assure compliance with contract requirements. He shall maintain records of his quality control tests, inspections and corrective actions. Quality control measures shall cover all construction operations including, but not limited to, the placement of all materials to the slope and grade lines shown and in accordance with this section.

3.3.3.2 Check Surveys

Surveys made by the Contractor are required on each material placed for determining that the materials are acceptably placed in the work. The Contractor shall make checks as the work progresses to verify lines, grades and thicknesses established for completed work. At least one (1) check survey as specified below shall be made by the Contractor for each twenty-five (25) foot section as shown as practicable after completion.

Following placement of each type of material, the cross section of each step of the work shall be approved by the Contracting Officer before proceeding with the next step of the work. Approval of cross sections based upon check surveys shall not constitute final acceptance of the work. Cross sections shall be taken by the Contractor on lines 25 feet apart, measured along the structure reference line, with readings at 5-foot intervals and at breaks along the lines. However, other cross section spacing and reading intervals may be used if determined appropriate by the Contracting Officer. Additional elevations and soundings shall be taken as the Contracting Officer may deem necessary or advisable. The surveys shall be conducted in the presence of an authorized representative of the Contracting Officer, unless this requirement is waived by the Contracting Officer.

a. Above Water: The elevation of stone above the water surface shall be determined by the use of a leveling instrument and a rod having a base 12 inches in diameter. If approved by the Contracting Officer other means may also be used.

b. Below Water: For portions of the work that are under water, sounding surveys shall be performed either by means of a sounding pole or a sounding basket weighing about 8 1/2 pounds, each of which has a base measuring 12 inches in diameter.

3.4 GROUTING OF STONE PROTECTION

Placement of grout shall be as specified in paragraph PRODUCING, CONVEYING

AND PLACING OF GROUT.

3.4.1 Producing, Conveying and Placing of Grout

3.4.1.1 Producing Grout

The batching and mixing equipment shall provide sufficient capacity to prevent cold joints. Materials shall be stockpiled and batched by methods that will prevent segregation or contamination of aggregates and insure accurate proportioning of the ingredients of the mixture. No mixing water in excess of the amount required by the job mix shall be added to the grout mixture during mixing, hauling, or after arrival at the delivery point, SECTION 35 31 19.00 11 Page 16 except as required and approved.

a. Ready-Mixed Concrete Grout shall conform to ASTM C94/C94M except as otherwise specified.

b. Volumetric Batching and Continuous Mixing shall conform to

ASTM C685/C685M.

c. Onsite Batching and Mixing. The Contractor has the option of using an onsite batching and mixing facility. The facility shall provide sufficient capacity to prevent cold joints and be able to batch the cement and aggregate by weight, and the water and admixtures by weight or volume. The method of measuring materials, the batching operation, and the mixer shall be approved in accordance with paragraph SUBMITTALS. On-site plant shall conform to the requirements of either ASTM C94/C94M or ASTM C685/C685M.

3.4.1.2 Preparation for Placing

Adequate precautions shall be taken to prevent grout from penetratingbeyond 18" in depth.The rock shall be flushed with water to remove the fines from the rock prior to placing the grout. The rock shall be kept moist just ahead of the actual placing, but no flowing or standing water shall be present during the grout operation. Snow and ice shall be removed. All equipment needed to place, protect, and cure the grout shall be at the placement site and in good operating condition. The entire preparation shall be accepted by the Contracting Office prior to placing the grout.

3.4.1.3 Conveying and Placing

Grout placement will not be permitted when weather conditions prevent proper placement, except upon approval. Submit the methods and equipment for transporting, handling, depositing, and consolidating the grout prior to first grout placement. The grout mixture shall not be placed until the stone protection has been inspected and approved. Grout shall be in place within 15 minutes after discharge from the mixer. Grout shall not be dropped more than 5 feet vertically unless suitable equipment is used to prevent segregation.

a. Conveying

When the grout is mixed or transported by a truck mixer, the grout shall be delivered to the site of the work and discharge shall be completed within 1-1/2 hours after introduction of the cement to the aggregate and water. When the air temperature is 85 degrees F or greater) or under conditions contributing to quick stiffening of the grout, the time between the introduction of the cement and discharge of the grout shall not exceed 45 minutes. The Contracting Officer may allow a longer time, provided the setting time of the grout is increased a corresponding amount by the addition of an approved set-retarding admixture. Grout shall be deposited as close as possible to its final position by methods that will prevent segregation of the aggregates or loss of mortar.

b. Placing

The riprap shall be kept moist just ahead of the actual grout placement, but the grout shall not be placed in standing or flowing water. Grout placed on inverts or other nearly level areas may be

SECTION 35 31 19.00 11 Page 17 placed in one course. On slopes, the grout shall be placed in two (2) courses in successive lateral strips approximately 10 feet in width starting at the toe of the slope and progressing to the top. The grout shall be delivered to the place of final deposit and discharged directly on the surface of the riprap, using a splash plate of metal or wood to prevent displacement of the rock directly under the discharge.

The flow of grout shall be directed with brooms, spades or baffles to prevent it from flowing excessively along the same path and to assure that all intermittent spaces are filled. Sufficient barring shall be done to loosen tight pockets of riprap and otherwise aid the penetration of grout so that all voids shall be filled and the grout fully penetrates the riprap to a depth of 18 inches. All brooming on slopes shall be uphill and after the grout has stiffened, the entire surface shall be rebroomed to eliminate runs, to fill voids caused by sloughing, and to remove grout from the top surface and pockets or depressions of the upper stones.

3.4.1.4 Cold-Weather Requirements

No grout placement shall be made when the ambient temperature is below 35 degrees F, nor if the ambient temperature is below 40 degrees F and falling. Suitable covering and other means, as approved, shall be provided for maintaining the grout at a temperature of at least 50 degrees F for not less than 72 hours after placing and at a temperature above freezing for the remainder of the curing period. When freezing conditions prevail, riprap to be grouted must be covered and heated to a range of 40 to 60 degrees F for at least 24 hours prior to placing the grout. Salt, chemicals, or other foreign materials shall not be mixed with the grout to prevent freezing. Any grout damaged by freezing shall be removed and replaced at the expense of the Contractor.

3.4.1.5 Hot Weather Requirements

When the rate of evaporation of surface moisture, as determined by use of Figure 2.1.5 of ACI 305R, is expected to exceed 0.2 pounds per square foot per hour, provisions for windbreaks, shading, fog spraying, or wet covering with a light-colored material shall be made in advance of placement, and such protective measures shall be taken as quickly as finishing operations will allow.

3.4.2 Curing and Protection of Grouted Stone Protection

Beginning immediately after placement and continuing for at least 7 days, all grout shall be cured and protected from premature drying, extremes in temperature, rapid temperature change, freezing, mechanical damage, and exposure to rain or flowing water. All materials and equipment needed for adequate curing and protection shall be available and at the site of the placement prior to the start of grout placement. After completion of any strip or panel, no workman or other load shall be permitted on the grouted surface for a period of twenty-four (24) hours. Exposed surfaces shall be kept continuously moist for the entire period, or until curing compound is applied. Preservation of moisture for grout surfaces shall be accomplished by one of the following methods:

a. Continuous sprinkling and ponding.

b. Application of absorptive mats or fabrics kept continuously wet.

c. Application of sand kept continuously wet.

SECTION 35 31 19.00 11 Page 18

d. Application of impervious sheet material conforming to ASTM C171.

e. Application of membrane-forming curing compound conforming to ASTM C309.

The compound shall be sprayed on the moist surface as soon as free water has disappeared, but shall not be applied to any surface until finishing of that surface is completed. The compound shall be applied at a uniform rate of not less than 1 gallon per 150 square feet of surface and shall form a continuous adherent membrane over the entire surface. Curing compound shall not be applied to surfaces requiring bond to subsequently placed grout. If the membrane is damaged during the curing period, the damaged area shall be resprayed at the rate of application specified above.

3.5 TESTS AND INSPECTIONS

3.5.1 Concrete Grout

3.5.1.1 General

Individuals who sample and test grout as required by this section shall have demonstrated a knowledge and ability to perform the necessary test procedures equivalent to ACI minimum guidelines for certification of Concrete Transportation Construction Inspector or ACI Concrete Construction Inspector Level II, obtainable from ACI INTERNATIONAL, P.O.