35_31_19_Amendment_0002.pdf

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SECTION TABLE OF CONTENTS

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

SECTION 35 31 19

STONE MATERIALS AND PLACEMENT (AMENDMENT 0002)

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Reach Stone (All Types), Field Stone and Pit Run

1.1.1.1 Payment

1.1.1.2 Measurement

1.1.1.3 Unit of Measure

1.2 REFERENCES

1.3 DEFINITIONS

1.3.1 Standard Drawings

1.3.2 Stone Protection

1.3.3 Graded Stone

1.4 SYSTEM DESCRIPTION

1.4.1 Factors Used for Converting In-Place Volume to Weights

1.4.1.1 Revision of Bidding Schedule Quantities

1.4.1.2 Re-revision of Estimated Quantities

1.4.2 Bulk Specific Gravity of Stone and Redesign

1.5 SUBMITTALS

1.6 QUALITY ASSURANCE

1.6.1 Stone

1.6.1.1 General

1.6.1.2 Sources

1.6.1.3 Evaluation Testing of Stone

1.6.1.4 Random Sampling

1.6.2 Concrete Grout for Stone Protection

1.6.2.1 General

1.6.2.2 Concrete Grout Mixture Proportions

1.6.2.3 Evaluation and Acceptance of Grout

1.7 REGULATORY REQUIREMENTS

1.8 CONSTRUCTION TOLERANCES

PART 2 PRODUCTS

2.1 Reuse of Existing Stone

2.2 Reach Stone

2.2.1 Reach A&C Stone

2.2.1.1 General

2.2.1.2 Material

2.2.2 Reach B Stone

2.2.2.1 General

2.2.2.2 Material

2.2.3 Reach D Stone

2.2.3.1 General

2.2.3.2 Material

2.3 Pit Run

2.4 FIELD STONE

SECTION 35 31 19 Page 1

2.4.1 General

2.4.1.1 Evaluation Testing of Stone

2.4.1.2 Proportional Dimension Limitations

2.4.1.3 Field Stone Stockpile

2.5 CONCRETE GROUT

2.5.1 Cementitious Materials

2.5.1.1 Portland Cement

2.5.1.2 Pozzolan

2.5.2 Aggregates for Concrete Grout

2.5.3 Admixtures

2.5.4 Curing Materials

2.5.5 Water

2.5.6 Equipment

PART 3 EXECUTION

3.1 Training Classes

3.2 Riffle Construction

3.3 Pit Run Placement

3.4 Field Stone Placement

3.5 GROUTING OF STONE PROTECTION

3.5.1 Producing, Conveying and Placing of Grout

3.5.1.1 Producing Grout

3.5.1.2 Preparation for Placing

3.5.1.3 Conveying and Placing

3.5.1.4 Cold-Weather Requirements

3.5.1.5 Hot Weather Requirements

3.5.2 Curing and Protection of Grouted Stone Protection

3.6 TESTS AND INSPECTIONS

3.6.1 Concrete Grout

3.6.1.1 General

3.6.1.2 Preparations for Placing

3.6.1.3 Air Content

3.6.1.4 Slump

3.6.1.5 Placing

3.6.2 Pre-Production

3.6.2.1 Bulk Specific Gravity

3.6.2.2 Material Quality

3.6.2.3 Borderline Material Quality

3.6.2.4 Demonstration Stockpile at Source

-- End of Section Table of Contents --

SECTION 35 31 19 Page 2

SECTION 35 31 19

STONE MATERIALS AND PLACEMENT (AMENDMENT 0002)

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Reach Stone (All Types), Field Stone and Pit Run

1.1.1.1 Payment

Payment for Reach Stone (all types), Field Stone and Pit Run satisfactorily placed will be made at the applicable contract unit price for Reach Stone (all types, grouted and ungrouted), Field Stone and Pit Run.

Price(s) and payment(s) shall constitute full compensation for furnishing, hauling, handling, placing, and maintaining the Reach Stone (all types), Field Stone and Pit Run until final acceptance by the Government. No separate payment will be made for the stockpiling material, and all cost in connection with stockpiling shall be included in the contract unit price.

1.1.1.2 Measurement

Reach Stone (all types), Field Stone and Pit Run will be measured for payment by the ton. Quantities will be computed to the nearest whole ton.

a. Truckload. Each truck load will be weighed to the nearest 0.1 ton and the final quantity rounded to the nearest whole ton. Reach Stone (all types), Field Stone and Pit Run will be measured for payment by weighing on approved scales before being placed in the work. Scales shall be of sufficient length to permit simultaneous weighing of all axle loads and shall have an accuracy within 0.2 percent throughout the range of the scales. The scale's accuracy shall conform to the applicable requirements of NIST HB 44 and shall be certified by an acceptable scales company representative prior to weighing any Reach Stone (all types), Field Stone and Pit Run. The Contracting Officer may elect to accept certified railroad weights or weight certificates furnished by a public weighmaster in lieu of scale weights at the jobsite. Quarry weights will not be accepted. Scales will be checked and certified before hauling Reach Stone (all types), Field Stone and Pit Run and after each 50,000 tons increment of Reach Stone (all types), Field Stone and Pit Run weighed under this contract.

c. Stockpiled Reach Stone (all types), Field Stone and Pit Run. If the Contractor elects to stockpile Reach Stone (all types), Field Stone and Pit Run on the worksite or offsite, the Reach Stone (all types), Field Stone and Pit Run shall be weighed immediately before placement by either method described above. Reach Stone (all types), Field Stone and Pit Run placed in temporary storage on the worksite as specified in paragraph WORKSITE STOCKPILE will not be required to be re-weighed prior to placement.

(1) Determination of Excess Stone. All stone outside the limits and tolerances of the cross sections of the structure, except

SECTION 35 31 19 Page 3 variations so minor as not to be measurable, will be deducted from the quantity of new stone for which payment is to be made. Weight of excess stone will be determined from the cross sections obtained by the method provided for in paragraph FINAL SURVEYS, on the basis that the cubic feet of volume (including voids) for each type of stone, as listed in the Table in paragraph FACTORS USED FOR CONVERTING IN PLACE VOLUME TO WEIGHT, is equal to one ton or 2,000 pounds for the bulk specific gravity and percentage of voids shown. If the bulk specific gravity of the stone furnished or the percentage of voids is other than as listed below, the cubic feet of volume equaling 2,000 pounds shall be recomputed as described in paragraph REVISIONS OF BIDDING SCHEDULE QUANTITIES. Should any excess stone be disclosed above the tolerance line as defined in paragraph TOLERANCES, its volume will be computed by the average end area method, based upon the cross section in the following manner. The average end area of excess stone above the tolerance line for two (2) successive cross sections, multiplied by the distance between the cross sections will be accepted as the volume. In addition to the above, stone, which has been delivered to the site and has been lost or wasted or otherwise not properly incorporated into the final required work, shall be deducted from the quantity for which payment is to be made.

(2) Final Surveys. Survey work and measurements required for determination of excess volume computations for stone materials shall be performed in the presence of the Contracting Officer.

Notify the Contracting Officer not less than 3 days in advance of each survey. In the event of unavailability of the Contracting Officer, perform the survey and certify to the Contracting Officer that it complies with the specifications. Cross section surveys shall be taken perpendicular to the axis of the structures.

Elevations and soundings shall be taken on lines 25 feet apart measuring along the structure reference line, with the readings at 5-foot intervals and at breaks in the grade along the line. Other survey intervals and readings may be used if deemed appropriate or advisable by the Government's on-site representative. Additional cross sections, elevations, and soundings may be taken if determined necessary by the Government's on-site representative.

Determination of quantities will be made by the Government's on-site representative and having once been made, will not reopen, except on evidence of collusion, fraud or obvious error. Prior to performing any work under this Section, coordinate all operations with the Government's on-site representative so that excess volume surveys will be made at the appropriate time. The surveys made under paragraph CHECK SURVEYS may be used when deemed appropriate by the Government's on-site representative, as part of the surveys required herein. Stone quantity computations shall be based entirely upon weights of new stone as determined from carrier displacement or certified scale weight tickets.

1.1.1.3 Unit of Measure

Unit of measure: ton.

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.

SECTION 35 31 19 Page 4

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 305R (2010) Guide to Hot Weather Concreting

ASTM INTERNATIONAL (ASTM)

ASTM C127 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

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 C295/C295M (2012) Petrographic Examination of Aggregates 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

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

SECTION 35 31 19 Page 5

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

ASTM D3740 (2012a) Minimum Requirements for Agencies Engaged in the Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction

ASTM D4992 (2014; E 2015) Evaluation of Rock to be Used for Erosion Control

ASTM D5312/D5312M (2012; R 2013) Evaluation of Durability of Rock for Erosion Control Under Freezing and Thawing Conditions

ASTM D5313/D5313M (2012; R 2013) Evaluation of Durability of Rock for Erosion Control Under Wetting and Drying Conditions

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

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST HB 44 (2013) Specifications, Tolerances, and Other Technical Requirements for Weighing and Measuring Devices

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 Standard Drawings

Details of various types of structures in general use on the project are shown on standard drawings forming a part of these specifications.

1.3.2 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.

1.3.3 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

SECTION 35 31 19 Page 6 classified as being well graded.

1.4 SYSTEM DESCRIPTION

1.4.1 Factors Used for Converting In-Place Volume to Weights

The following factors were used in converting the in-place volume to the quantities shown in the BIDDING SCHEDULE.

BULK STONE

MATERIAL

SPECIFIC

GRAVITY

(SSD)

PERCENT

VOIDS

CUBIC FEET OF VOLUME PER TON INCLUDING

COMPENSATION VOIDS (For Excess Quantity

Calculations)

Reach A&C Stone

2.65 28 16.8

Reach B Stone

2.65 28

16.8

Reach D Stone

2.65 28 16.8

Field Stone N/A N/A N/A

Pit Run 2.65 37 19.3

1.4.1.1 Revision of Bidding Schedule Quantities

The estimated quantities of stone listed in the BIDDING SCHEDULE were computed on the basis of stone having a percentage of voids and a bulk specific gravity (saturated surface dry (SSD) basis) as shown in the above table based on water having a unit weight of 62.4 pounds per cubic foot.

When the bulk specific gravity (SSD) of the stone to be used in the work is other than that shown in the above table, the estimated quantities will be revised by multiplying them by the fraction which results when the bulk specific gravity (SSD) of the stone furnished is divided by the value shown in the above table for each respective stone gradation. Revision for the percentage of voids will likewise be made. The Contracting Officer will issue a modification to the contract in accordance with the Contract Clause, CHANGES, in Section 00 22 13.00 20 SUPPLEMENTARY INSTRUCTIONS TO OFFERORS to adjust the estimated quantities in the BIDDING SCHEDULE. The revised quantities will then be the quantities from which the allowable fifteen percent (15 percent) variation in estimated quantity, for payment purposes, will be determined as defined in Contract Clause, VARIATIONS IN ESTIMATED QUANTITIES, in Section 00 22 13.00 20

SUPPLEMENTARY INSTRUCTIONS TO OFFERORS.

1.4.1.2 Re-revision of Estimated Quantities

If during the progress of the work it is determined that the delivered stone actually placed has a percentage of voids or a bulk specific gravity range different from that on which the BIDDING SCHEDULE is based, the BIDDING SCHEDULE will be further revised in accordance with paragraph

REVISION OF BIDDING SCHEDULE QUANTITIES.

1.4.2 Bulk Specific Gravity of Stone and Redesign

If the Contractor, after award of the contract, requests approval of stone from a source(s) which has a range of bulk specific gravity (SSD), whose

SECTION 35 31 19 Page 7 limits are lower or higher than the specified design range of 2.5 to 2.9 as specified in paragraph MATERIAL QUALITY, consideration will be given to revising the project design through modification of the design range under the following conditions:

a. The modification of the specified design range will result in a savings to the Government. Such savings shall not be subject to Contract Clause VALUE ENGINEERING-CONSTRUCTION of Section

00 22 13.00 20 SUPPLEMENTARY INSTRUCTIONS TO OFFERORS.

b. Only one (1) such proposal for modification will be allowed. In addition, the required completion time shall not be extended more than thirty (30 calendar days as a result of redesign for any reason, including acts of the Government.

c. The modified design range of bulk specific gravity (SSD) to be used shall not have a lower limit of less than 2.30 nor higher than 3.50 .

f. The statement of savings shall be in the form of a proposed revised BIDDING SCHEDULE showing unchanged unit prices for the revised quantities.

1.5 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.Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data Ready-Mixed Concrete Grout

Concrete Grout Mixture Proportions; G -AOF

Reach A&C Stone; G-ECG

Reach B Stone; G-ECG

Reach D Stone; G-ECG

Field Stone; G-ECG

Pit Run; G-ECG

SD-04 Samples

Stone; G , SD-06 Test Reports

Gradation Tests

Evaluation Testing of Stone

Bulk Specific Gravity

SD-07 Certificates

SECTION 35 31 19 Page 8

Stone

Laboratory; G , Weigh Scale Certification

Certified Weight Scale Tickets

1.6 QUALITY ASSURANCE

1.6.1 Stone

1.6.1.1 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 10 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 1-2 mm and shall be continuous for at least two-thirds the circumference of the rounded stone. The stone shall be clean and reasonably free from soil, quarry fines, and shall contain no refuse.

1.6.1.2 Sources

Stone shall be furnished by the Contractor and may be furnished from any source designated by the Contractor and accepted by the Contracting Officer, subject to the conditions herein stated. Satisfactory service records on other work may 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 are anticipated for this contract, and must have satisfactorily withstood such weathering for a minimum of 5 years. In addition to an acceptable 5 year service record, the Contracting Officer has the option to elect to have representative samples taken and tested.

b. Selection of Source. Designate in writing only one source or one combination of sources from which he proposes to furnish stone. It is the Contractor's responsibility to determine that the stone source or combination of sources selected is capable of providing the quality, quantities and gradation needed and at the rate needed to maintain the scheduled progress of the work.

c. Acceptance of Materials. Acceptance of a source of stone is not to 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 stone as determined by the Contracting Officer. The Contracting Officer also reserves the right to reject individual units of produced specified materials in stockpiles at the quarry, all transfer points, and at the project construction site when such materials are determined to be unsuitable. During the course of the work, the stone may be tested as

SECTION 35 31 19 Page 9 directed by the Government, if the Contracting Officer determines that testing is necessary. If such tests are determined necessary, the testing will be done in a USACE Validated commercial laboratory.

Materials produced from a listed or unlisted source shall meet all the requirements herein. During the contract period, both prior to and after materials are delivered to the job site, visual inspections and measurements of the stone materials may be performed by the Contracting Officer. If the Contracting Officer, during the inspections, finds that the stone quality, gradation or weights of stone being furnished are not as specified or are questionable, re-sampling and re-testing is required. Sampling of the delivered stone for testing and the manner in which the testing is to be performed shall be as directed by the Contracting Officer. This additional sampling and testing shall be performed at the Contractor's expense when test results indicate that the materials do not meet specified requirements. Any material rejected shall be removed or disposed of as specified and at the Contractor's expense.

1.6.1.3 Evaluation Testing of Stone

Submit a copy of the laboratory inspection report along with actions taken to correct deficiencies and a copy of the test reports, prior to delivery of such material to the worksite; since quality test on the stone in accordance with PART 2 paragraph EVALUATION TESTING OF STONE is the responsibility of the Contractor. The tests to which the stone may be subjected will include petrographic analysis, specific gravity, unit weight, absorption, wetting and drying, freezing and thawing and such other tests as may be considered necessary to demonstrate that the stone is of a satisfactory quality which is at least equivalent to stone from the sources listed at the end of this section.

a. Unit Weight and Absorption. Stone shall weigh more than 155 pounds per cubic foot. 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 will be ASTM C127.

b. Samples. Samples of stone from a source not listed at the end of this section shall be taken by a representative of the quarry under the supervision of the Contracting Officer for testing and acceptance prior to delivery of any stone from this source to the site of the work. 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 will 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, expose fresh rock for 20 feet horizontally and for the full height of the face proposed for production, prior to the field evaluation. The Contracting Officer may also require documentation of subsurface exploration of an undeveloped quarry in order to determine whether or not sufficient reserves are available.

c. Tests. The tests will be conducted in accordance with applicable Corps of Engineers methods of tests given in the Handbook for Concrete and Cement or ASTM methods of tests.

1.6.1.4 Random Sampling

The stone produced by each source will be sampled by the Government for

SECTION 35 31 19 Page 10

Quality Assurance testing on the basis of a minimum once each year or once during the production of each 25 000 tons of stone produced each year for the Government. The samples will be evaluated based upon petrographic analysis, specific gravity, unit weight, , and absorption.

1.6.2 Concrete Grout for Stone Protection

1.6.2.1 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.

1.6.2.2 Concrete Grout Mixture Proportions

Concrete rout mixture proportions shall be the responsibility of the Contractor. Submit grout mixture proportions for grouting manufactured derrick stone. 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 2000 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.

1.6.2.3 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. 1.7 REGULATORY REQUIREMENTS

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

SECTION 35 31 19 Page 11

Wisconsin STATE HIGHWAY AND TRANSPORTATION DEPARTMENT (WisDOT)

2016 2016 Standard Specifications for Highway Construction

1.8 CONSTRUCTION TOLERANCES

The intent of the stone placement is the construction of a natural appearing stream that is able to allow fish passage. All stone placement decisions must be informed by this performance requirement. Variations in construction slopes, neatlines or other tolerance requirements are permissible within the required framework of Riffle and Pool Construction and Field Stone placement.

PART 2 PRODUCTS

2.1 Reuse of Existing Stone

Reuse of the existing stone within the project limit is allowable if it meets the gradation requirements of the various stone types listed below.

2.2 Reach Stone

There are three (3) specific Reach Stone gradations required for this project. Reach A&C Stone, Reach B Stone, Reach D Stone.

2.2.1 Reach A&C Stone

2.2.1.1 General

Submit the source for materials used in Reach A&C Stone. Submit test reports attesting that the Reach A&C Stone meets specified requirements.

2.2.1.2 Material

Stone material shall be composed of tough, durable particles, adequately 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. All Reach A&C Stone must be rounded to sub-rounded river rock with up to 40% of the material sub-angular. Crushed Quarrystone is not acceptable. The aggregate shall consist of durable rock approved by the COR. Gradation shall conform to the following requirements:

U.S. STANDARD SIEVE MAX PERMISSIBLE LIMITS

PERCENT BY WEIGHT, PASSING

MIN. PERMISSIBLE LIMITS

PERCENT BY WEIGHT,

PASSING

REACH A&C STONE

30 in. 100 90

24 in. 85 65

SECTION 35 31 19 Page 12

U.S. STANDARD SIEVE MAX PERMISSIBLE LIMITS

PERCENT BY WEIGHT, PASSING

MIN. PERMISSIBLE LIMITS

PERCENT BY WEIGHT,

PASSING

REACH A&C STONE

18 in. 47 37

12 in. 35 25

6 in. 25 15

2 in. 12 7

Provide Reach A&C Stone between the limits shown. Perform at least one test on each 1000 tons placed for each specified gradation in accordance with ASTM C136/C136M. 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 ENG FORM 2087 or similar form. 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 layers.

2.2.2 Reach B Stone

2.2.2.1 General

Submit the source for materials used in Reach B Stone. Submit test reports attesting that the Reach B Stone meets specified requirements.

2.2.2.2 Material

Stone material shall be composed of tough, durable particles, adequately 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. All Reach B Stone must be rounded to sub-rounded river rock with up to 40% of the material sub-angular. Crushed quarrystone is not acceptable. The aggregates shall meet the quality requirements of ASTM C33/C33M. Gradation shall conform to the following requirements:

U.S. STANDARD SIEVE MAX PERMISSIBLE LIMITS

PERCENT BY WEIGHT, PASSING

MIN. PERMISSIBLE LIMITS

PERCENT BY WEIGHT,

PASSING

REACH B STONE

12 in. 100 90

SECTION 35 31 19 Page 13

PERCENT BY WEIGHT, PASSING

MIN. PERMISSIBLE LIMITS

PERCENT BY WEIGHT,

PASSING

REACH B STONE

9 in. 70 55

8 in. 55 40

6 in. 40 30

3 in. 25 20

1 in. 12 7

Provide Reach B Stone between the limits shown. Perform at least one test on each 1000 tons placed for each specified gradation in accordance with ASTM C136/C136M. 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 ENG FORM 2087 or similar form. 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 layers.

2.2.3 Reach D Stone

2.2.3.1 General

Submit the source for materials used in Reach D Stone. Reach D Stone will be ungrouted and grouted. See sheet C303 for location of grouted Reach D Stone. Submit test reports attesting that the Reach B Stone meets specified requirements.

2.2.3.2 Material

Stone material shall be composed of tough, durable particles, adequately 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. All Reach D Stone must be rounded to sub-rounded river rock with up to 40% of the material sub-angular. Crushed quarrystone is not acceptable. The aggregates shall meet the quality requirements of ASTM C33/C33M. Gradation shall conform to the following requirements:

SECTION 35 31 19 Page 14

PERCENT BY WEIGHT, PASSING

MIN. PERMISSIBLE LIMITS

PERCENT BY WEIGHT,

PASSING

REACH D STONE

48 in. 100 90

36 in. 85 60

30 in. 50 40

24 in. 45 35

12 in. 25 15

6 in. 20 10

2 in. 10 5

Provide Reach D Stone between the limits shown. Perform at least one test on each 1000 tons placed for each specified gradation in accordance with ASTM C136/C136M. 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 ENG FORM 2087 or similar form. 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 layers.

2.3 Pit Run

Provide Pit Run material in accordance with WisDOT Standard Specifications for Construction Section 313 (Pit Run) from an approved WisDOT Source.

Crushed concrete will not be approved by the Engineer.

2.4 FIELD STONE

2.4.1 General

Provide rounded to sub-rounded glacially derived field stone. Crushed quarry stone is NOT acceptable for use. Angular rip rap product is not acceptable.

2.4.1.1 Evaluation Testing of Stone

If the Contractor proposes to furnish stone from an unlisted source, have evaluation tests performed on stone samples collected from the proposed source. The quarry investigation shall be performed by a registered geologist or registered engineer. The tests to which the stone shall be subjected include petrographic examination ( ASTM C295/C295M), unit weight, absorption ( ASTM C127), resistance of stone to freezing and thawing ( ASTM D5312/D5312M ), and if argillaceous limestone and sandstone are used, resistance to wetting and drying ( ASTM D5313/D5313M ). The laboratory to perform the required testing shall be validated based on relevant

SECTION 35 31 19 Page 15 paragraphs of ASTM D3740, and no work requiring testing shall be permitted until the laboratory has been inspected and validated. A copy of the documents, provided by the Materials Testing Center (MTC) at ERDC or other governmental agency, that validates that the laboratory can perform the required tests. The individual tests shall be listed for which the validation covers along with the date of the inspection. The first inspection of the facilities shall be at the expense of the Government and any subsequent inspections required because of failure of the first inspection shall be at the expense of the Contractor.

a. Bulk Specific Gravity Range. All stone shall have a minimum bulk specific gravity, saturated surface dry (SSD), of 2.50 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 C127. Reference is made to paragraph FACTORS USED FOR CONVERTING IN-PLACE VOLUME TO WEIGHT for instructions for converting in-place volume to bid quantities and for instructions on adjusting bid schedule quantities for variations in bulk specific gravity and percentage of voids.

b. Unit Weight and Absorption. Stone shall weigh more than 155 pounds per cubic foot. 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 C127.

c. Petrographic Examination. Stone shall be evaluated in accordance with ASTM C295/C295M which shall include information required by ASTM D4992, paragraph 10. COE CRD-C 148 shall be used to perform Ethylene glycol tests required on rocks containing smectite as specified in ASTM D4992 and on samples identified to contain swelling clays.

d. Resistance to Freezing and Thawing. Stone shall have a maximum loss of 10 percent after the number of cycles specified in ASTM D5312/D5312M , Figure 1, when determining the durability of stone when subjected to freezing and thawing in accordance with ASTM D5312/D5312M , 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 D5313/D5313M , 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 listed at the end of this section shall be taken by a representative of the Quarry under the supervision of the Contracting Officer for testing and acceptance 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 D4992, 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, expose fresh rock for 20 feet horizontally and for the full height of the face proposed for production, prior to the field evaluation. The

SECTION 35 31 19 Page 16 samples shall be shipped at the Contractor's expense to a laboratory validated by the government to perform the required tests.

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

2.4.1.2 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 percent) of the stones within a gradation range shall have an aspect ratio greater than 2.5:1.

2.4.1.3 Field Stone Stockpile

Storage of Field Stone at the worksite is not to be confused with off-site stockpiling of Field Stone. If the Contractor elects to provide off-site stockpiling areas, the Contracting Officer shall be notified 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 Field 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 Field Stone prior to placement.

a. Worksite Stockpile. Field Stone delivered to the work sites, which requires temporary storage shall be placed in a container suitable for storing the Field Stone without waste, or a sand-clay-gravel or crushed stone pad may be constructed for the storage area and removed upon completion of the work. Upon completion of the work, the storage areas shall be cleaned of all storage residues and returned to their natural condition.

b. Off-site Stockpile. In areas where Field Stone is stockpiled for placement, the area shall have excess rock removed prior to completion of work.

2.5 CONCRETE GROUT

2.5.1 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 furnished.

2.5.1.1 Portland Cement

ASTM C150/C150M, Type I, , low alkali.

2.5.1.2 Pozzolan

ASTM C618, Class C or F, including requirements of Tables 1A and 2A.

SECTION 35 31 19 Page 17

Pozzolan in amount not to exceed 25 percent, based on absolute volume, may be substituted for an equivalent amount of portland cement in the grout mixture proportions.

2.5.2 Aggregates for Concrete Grout

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

2.5.3 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.

b. Water-Reducing or Retarding Admixture: ASTM C494/C494M, Type A, B, or D.

2.5.4 Curing Materials

Curing materials shall be as follows:

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.

2.5.5 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 .

2.5.6 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 Training Classes

Attend two (2) training classes for Riffle and Pool placement conducted on-site by the MMSD. All operators, laborers, foremen, and other personnel associated with riffle and pool construction must attend the training classes. It is estimated that each training class will last 1 hour.

3.2 Riffle Construction

Reach stone shall be placed as the streambed and bank toe in the designated reaches as shown on the project plans. Reach Stone shall be placed to depths shown in the typical sections in all areas. Stone shall be placed to match the finished grade as shown on the plans.

SECTION 35 31 19 Page 18

3.3 Pit Run Placement

Voids within the Reach A&B, Reach C and Reach D stone in the streambed shall be filled with Pit Run by placing the aggregate on top of the placed stone and washing in with water. The method, discharge, and duration of water application shall be sufficient to ensure that the aggregate penetrates to the full depth of the placed stone and that all of the voids are completely filled.

3.4 Field Stone Placement

Place Field Stone as shown on the plans and as directed by the COR.

3.5 GROUTING OF STONE PROTECTION

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

AND PLACING OF GROUT.

3.5.1 Producing, Conveying and Placing of Grout

3.5.1.1 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, 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.

3.5.1.2 Preparation for Placing

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.

3.5.1.3 Conveying and Placing

Grout placement will not be permitted when weather conditions prevent proper placement, except upon approval. Submit the methods and equipment

SECTION 35 31 19 Page 19 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 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 stone, 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 as specified. 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.

3.5.1.4 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.

SECTION 35 31 19 Page 20

3.5.1.5 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.

3.5.2 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.

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. 3.6 TESTS AND INSPECTIONS

3.6.1 Concrete Grout

3.6.1.1 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 an ACI Concrete Field Testing Technician Level I, obtainable from ACI INTERNATIONAL, P.O. Box 9094, Farmington Hills, MI 48333-9094, Ph:

248-848-3700, Fax: 248-848-3701, Internet: http://www.aci-int.inter.net.

3.6.1.2 Preparations for Placing

Riprap shall be inspected in sufficient time, prior to each grout placement, in order to certify that it is ready to receive the grout.

SECTION 35 31 19 Page 21

3.6.1.3 Air Content

Air Content shall be checked at least twice during each shift that grout is placed. Samples shall be obtained in accordance with ASTM C172/C172M and tested in accordance with ASTM C231/C231M. Whenever a test result is outside the specification limits, the grout shall not be delivered to the area to be grouted and an adjustment shall be made to the air-entrainment admixture.

3.6.1.4 Slump

Slump shall be checked twice during each shift that concrete grout is produced. Samples shall be obtained in accordance with ASTM C172/C172M and tested in accordance with ASTM C143/C143M.

3.6.1.5 Placing

The placing foreman shall not permit placing to begin until he has verified that adequate equipment and workmen are available.

3.6.2 Pre-Production

3.6.2.1 Bulk Specific Gravity

Submit, at least 90 calendar days in advance of shipment of stone to the work site, a copy of bulk specific gravity test results for each gradation range of stone proposed to be furnished. The information shall be furnished prior to preparation of pre-production demonstration stockpiles.Quantity determinations are contingent upon the range of bulk specific gravity (saturated surface dry (SSD) basis) of stone to be supplied.