W912PL-16-B-0004_Amendment0002.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE

2. AMENDMENT/MODIFICAITON NO. 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQ. NO. 5. PROJECT NO. (If applicble)

7. ADMINISTERED BY (If other than Item 6) CODE

STANDARD FORM 30 (REV. 10-83)

Prescribed by GSA FAR (48 CFR) 53.243

FACILITY CODE

9A. AMENDMENT OF SOLICIATION NO.

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NO.

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

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

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

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment your 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 APPROPIRATION DATA (If required)

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

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

CHECK ONE 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.

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.

15C. DATE SIGNED

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

16C. DATE SIGNED

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

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

PAGE OF PAGES

6. ISSUED BY CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code) (X)

CODE

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

NSN 7540-01-152-8070

Previous edition unusable

Amendment 02

0002 Aug 23, 2016

W912PL

U.S. Army Corps of Engineers Los Angeles District 915 Wilshire Boulevard, Suite 930 Los Angeles, California 90017-3401 Attn:CESPL-CTW Lulu Khilfeh

SEE ITEM 6

W912PL-16-B-0004

Aug 1, 2016

San Pedro Breakwater Repairs, Los Angeles County CA.

The purpose of this amendment is the following:

Section 00 00 10: Replace Submittal Register: Replace in its entirety Section 03 30 55: Delete para 3.1.3 Section 35 31 23: Revise para 3.4.2

San Pedro Breakwater Repair W912PL-16-B-0004 Los Angeles County, CA

Table of Contents Amendment 0002

TABLE OF CONTENTS

DIVISION 00 - BIDDING REQUIREMENTS, CONTRACT FORMS AND CONTRACT CONDITIONS

SF-1442 Solicitation, Offer and Award

00 01 05 Certification Page 00 10 00 CLIN Schedule / Bidders Notes Am1 00 21 00 Instructions 00 21 13 Instructions to Bidders

00 45 00 Representations and Certifications 00 70 00 Conditions of the Contract 00 73 00 Supplementary Conditions 00 73 46 Wage Rates

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 Summary of Work 01 22 00.00 10 Price and Payment Procedures Am1 01 33 00 Submittal Procedures 01 33 00a Submittal Register 01 35 26 Governmental Safety Requirements

01 42 00 Sources for Reference Publications 01 45 00.00 10 Contractor Quality Control 01 45 00.10 10 Quality Control System (QCS) 01 50 00 Temporary Construction Facilities Am1 01 57 20 Environmental Protection

DIVISION 03 - CONCRETE

03 30 55 Fabric Formed Concrete Am1 Am2

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

35 31 23 Breakwaters Am1 Am2

APPENDIX A – Survey Information

-- End of Project Table of Contents --

(a) (b) (c) (e) (f) (g) (h) (i) (j) (k) (l) (m) (n) (o) (p) (q) (r)

Line

Acti vity

Trans-mittal #

Specification Section

SD

# Submittal Description Item Submitted

Paragraph

Classificati on: GOVT or A/E Revwr Submit

Approval Needed

By

Material Needed

By Action Code

Date Of Action

Date FWD to APPR / Auth Date RCD From

CONTR

Date FWD To

Other Revwr

Date

RCD

From Other Revwr

Action Code

Date Of Action

Mailed To

CONTR/

Date RCD From

APPR

Authority Remarks

1 01 11 00 01 Preconstruction Submittals Permits 1.8

2 01 22 00.00 10 03 Product Data Weight Certificates 1.3.2.2

3 01 33 00 01 Preconstruction Submittals Submittal Register 1.7 G

4 01 35 26 01 Preconstruction Submittals Accident Prevention Plan (APP) 1.7 G

5 01 35 26 06 Test Reports Monthly Exposure Reports 1.4

6 01 35 26 06 Test Reports Notifications and Reports 1.12

7 01 35 26 06 Test Reports Accident Reports 1.12.2 G

8 01 35 26 06 Test Reports LHE Inspection Reports 1.12.3

9 01 35 26 07 Certificates Crane Operators/Riggers 1.6.1.5

10 01 35 26 07 Certificates Standard Lift Plan 1.7.2.2 G

11 01 35 26 07 Certificates Critical Lift Plan 1.7.2.3 G

12 01 35 26 07 Certificates Naval Architecture Analysis 1.7.2.3 G

13 01 35 26 07 Certificates Activity Hazard Analysis (AHA) 1.8

14 01 35 26 07 Certificates Confined Space Entry Permit 1.9.1

15 01 35 26 07 Certificates Hot Work Permit 1.9.1

16 01 35 26 07 Certificates Certificate of Compliance 1.12.4

17 01 35 26 07 Certificates License Certificates 1.14

18 01 35 26 07 Certificates Radiography Operation Planning Work Sheet 1.14.1 G

19 01 45 00.00 10 01 Preconstruction Submittals Contractor Quality Control (CQC) Plan 3.2 G

20 01 45 00.00 10 06 Test Reports Verification Statement 3.9

21 01 50 00 01 Preconstruction Submittals Sign Legend Orders; 1.3.2.1 G

22 01 57 20 01 Preconstruction Submittals Environmental Protection Plan 1.4 G

23 03 30 55 01 Preconstruction Submittals Batching and Mixing Equipment 3.1.2.3

24 03 30 55 01 Preconstruction Submittals Conveying and Placing Concrete 3.2

25 03 30 55 03 Product Data Admixtures 2.1.3

26 03 30 55 03 Product Data Curing Materials 2.1.6

27 03 30 55 03 Product Data Fabric Bag Material 2.1.8 G

28 03 30 55 05 Design Data Concrete Mixture Proportions 2.2 G

29 03 30 55 07 Certificates Aggregates 2.1.2

30 03 30 55 07 Certificates Cementitious Materials 2.1.1

31 03 30 55 07 Certificates Waybills and Delivery Tickets 3.6

32 35 31 23 01 Preconstruction Submittals Construction Plan 3.1 G

33 35 31 23 03 Product Data Gap Filling Material 3.4.2 G

TITLE: San Pedro Breakwater Repair

SUBMITTAL REGISTER

JOB NAME:

LOCATION: Los Angeles County, CA

CONTRACT NO: W912PL-16-B-0004

CONTRACTOR:

APPROVING AUTHORITY

(d)

CONTRACTOR SCHEDULE

DATES

CONTRACTOR

ACTION

(a) (b) (c) (e) (f) (g) (h) (i) (j) (k) (l) (m) (n) (o) (p) (q) (r)

TITLE: San Pedro Breakwater Repair

SUBMITTAL REGISTER

JOB NAME:

LOCATION: Los Angeles County, CA

CONTRACT NO: W912PL-16-B-0004

CONTRACTOR:

APPROVING AUTHORITY

(d)

CONTRACTOR SCHEDULE

DATES

CONTRACTOR

ACTION

34 35 31 23 06 Test Reports Stone Quality Evaluation Tests 2.1.3.1 G

35 35 31 23 07 Certificates Stone Source(s) 2.1.2.1 G

36 35 31 23 07 Certificates Gradation Compilation 2.1.6.4 G

37 35 31 23 07 Certificates Daily Report of Operations 3.3

38 35 31 23 07 Certificates Waybills and delivery tickets 3.4.5 G

39 35 31 23 07 Certificates Scale tickets and/or Records of weights 3.4.6 G

40 35 31 23 07 Certificates As-Built Drawings 3.11.1 G

SECTION 03 30 55

FABRIC FORMED CONCRETE

PART 1 GENERAL

1.1 DESCRIPTION

The work shall consist of installing concrete bags, as indicated, by positioning a specially woven fabric bag on the area to be protected and injecting it with fine aggregate concrete.

1.2 REFERENCES

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

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 182 (2005; R 2009) Standard Specification for Burlap Cloth Made from Jute or Kenaf and Cotton Mats

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 318/318R (2014) Building Code Requirements for Structural Concrete and Commentary

ASTM INTERNATIONAL (ASTM)

ASTM A615/A615M (2015) Deformed and Plain Billet-Steel Bars for Concrete Reinforcement

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

ASTM C33 (2013) Concrete Aggregates

ASTM C39 (2014a) Compressive Strength of Cylindrical Concrete Specimens

ASTM C94 (2015) Ready-Mixed Concrete

ASTM C143 (2012) Slump of Hydraulic Cement Concrete

ASTM C150 (2012) Portland Cement

ASTM C171 Standard Specification for Sheet Materials for Curing Concrete

ASTM C172 (2014a) Sampling Freshly Mixed Concrete

ASTM C231 (2014) Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260 (2010a) Air-Entraining Admixtures for

SECTION 03 30 55 Page 1

Concrete

ASTM C494/C494M Standard Specification for Chemical Admixtures for Concrete

ASTM C618 (2012a) Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Concrete

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

ASTM C881 (2014) Epoxy-Resin-Base Bonding Systems for Concrete

ASTM C1064/C1064M (2011) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete

ASTM C1602/C1602M (2012) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM D75 (2014) Sampling Aggregates

ASTM D4595 (2011) Tensile Properties of Geotextiles by the Wide-Width Strip Method

1.3 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The "RE" designates that the Resident Office will review the submittal for the Government.

Submit the following in accordance with Section 01 33 00, SUBMITTAL

PROCEDURES:

SD-01 Preconstruction Submittals

Batching and Mixing Equipment Conveying and Placing Concrete

SD-03 Product Data

Admixtures Curing Materials Fabric Bag Material; G

SD-05 Design Data

Concrete Mixture Proportions, G

SD-07 Certificates

Aggregates Cementitious Materials Waybills and Delivery Tickets

SECTION 03 30 55 Page 2

1.4 QUALITY ASSURANCE

1.4.1 Sampling

The Government will maintain the option to sample and test aggregates and concrete 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. Concrete will be sampled in accordance with ASTM C172. Slump and air content will be determined in accordance with ASTM C143 and ASTM C231, respectively, when cylinders are molded. 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. Samples for strength tests will be taken not less than once each shift in which concrete is produced from each class of concrete required. A minimum of three specimens will be made from each sample; two will be tested at 28 days for acceptance, and one will be tested at 7 days for information.

1.4.2 Strength

Acceptance test results will be the average strengths of two specimens tested at 28 days. The strength of the concrete will be considered satisfactory so long as the average of all set of three consecutive acceptance test (average of two cylinder results) equal or exceed the specified compressive strength, f'c, and no individual acceptance test result falls below f'c by more than 500 psi. Strength requirements are stated in paragraph titled CONCRETE MIXTURE PROPORTIONS.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Cementitious Materials

Cementitious material is subject to acceptance based on the manufacturer's certificate of compliance, accompanied by mill test reports. Cementitious materials shall conform to the appropriate specifications listed:

2.1.1.1 Portland Cement

ASTM C150, Type II or V, low alkali.

2.1.1.2 Fly Ash

Fly ash shall conform to ASTM C618, Class F, The loss on ignition shall not exceed 6 percent.

2.1.2 Aggregates

Aggregates shall meet the quality and grading requirements of ASTM C33, Class Designations 4S or better.

2.1.3 Admixtures

2.1.3.1 Air-Entraining Admixture

Air-entraining admixture shall meet the requirements of ASTM C260.

SECTION 03 30 55 Page 3

2.1.3.2 Accelerating Admixture

Accelerators shall meet the requirements of ASTM C494/C494M, Type C or E, except that calcium chloride or admixtures containing calcium chloride shall not be used.

2.1.3.3 Water-Reducing or Retarding Admixture

Water-reducing or retarding admixture shall meet the requirements of ASTM C494/C494M, Type A, B, or D.

2.1.3.4 Anti-washout or Viscosity Modifying Admixtures

Provide certification that the admixture is compatible with the cementitious materials and other chemical admixtures in the proposed concrete mixture.

2.1.4 Water

Water for mixing and curing shall be fresh, clean, potable, and free from injurious amounts of oil, acid, salt, or alkali, except that unpotable water may be used if it meets the requirements of ASTM C1602/C1602M.

2.1.5 Reinforcing Steel and dowels

Reinforcing steel bar and Dowels shall conform to the requirements of ASTM A615/A615M, Grade 60. Details of reinforcement not shown shall be in accordance with ACI 318/318R.

2.1.6 Curing Materials

Curing materials shall conform to the following requirements.

2.1.6.1 Impervious Sheeting

ASTM C171; waterproof paper, clear or white polyethylene sheeting, or polyethylene-coated burlap.

2.1.6.2 Pervious Sheeting

AASHTO M 182 or carpet covering the free surface and kept continuously wet throughout the curing period.

2.1.7 Epoxy Resin

All epoxy resin materials shall be of two component materials conforming to the requirement of ASTM C881. The epoxy resin materials use as patching materials for complete filling of spalls, wide cracks, and other voids;

embedding dowels and anchor bolts with concrete shall be Type IV, Grade 3.

2.1.8 Fabric Bag Material and Assembly

Fabric bag material shall consist of single-layer, open-selvage fabric joined in a bag configuration. Fabric shall be woven of 100 percent high-tenacity, continuous multifilament nylon of which at least 50 percent by weight shall be textured fiber. Polyester, staple, and partially orientated yarn shall not be allowed.

Fabric bag seams shall be folded and double stitched. Each bag shall be

SECTION 03 30 55 Page 4 provided with a self-closing inlet valve to accommodate insertion of concrete pumping hose. Two valves shall be provided for bags more than 20 feet long. Tensile strength in the warp direction shall be no less than 350 pounds per inch, in accordance with ASTM D4595. Fabric containing film type polypropylene fiber is not acceptable.

2.2 CONCRETE MIXTURE PROPORTIONS

Concrete mixture proportions shall be the responsibility of the Contractor.

Submit mixture proportions at least 30 day prior to the scheduled concrete placement that will produce required concrete qualities. Mixture proportions shall include the dry weights of cementitious material(s); the nominal maximum size of the coarse aggregate; the specific gravities, absorptions, and saturated surface-dry weights of fine and coarse aggregates; the quantities, types, and names of admixtures; and quantity of water per cubic yard of concrete. All materials included in the mixture proportions shall be of the same type and from the same source as will be used on the project. Admixtures shall be provided at the discretion of the Contractor and subject to approval. The nominal maximum-size coarse aggregate shall be 3/8 inch. The total air content shall be defined by the Contractor within a range of 3 percent. The slump shall be 9 inches plus or minus 1 1/2 inches. The minimum fly ash content shall be 15 percent of the total cementitious material. Minimum compressive strengths and maximum water/cement ratios shall be as indicated below::

a. Compressive strength at 28 days (f`c: 5,000 psi

b. Maximum water to cementitious materials ratio (w/cm): 0.40

PART 3 EXECUTION

3.1 PREPARATION

3.1.1 General

The areas where concrete filled bags are to be placed shall be clean and free of debris. The bags shall be placed in the breakwater voids as shown on the drawings. The bags shall be positioned and filled in a manner so that they will abut tightly with adjacent stones. All equipment needed to place the concrete shall be in good operating condition. The entire preparation shall be accepted by the Government prior to placing.

3.1.2 Production of Concrete

3.1.2.1 Ready-Mixed Concrete

Ready-mixed concrete shall conform to ASTM C94 except as otherwise specified.

3.1.2.2 Concrete Made by Volumetric Batching and Continuous Mixing

Concrete made by volumetric batching and continuous mixing shall conform to

ASTM C685.

3.1.2.3 Batching and Mixing Equipment

The contractor has the option of using an on-site batching and mixing facility. The facility shall provide sufficient batching and mixing equipment capacity to prevent cold joints. The method of measuring materials, batching operation, mixer, and applicable manufacturer's data

SECTION 03 30 55 Page 5 shall be submitted for review. On-site plant shall conform to the requirements of either ASTM C94 or ASTM C685.

3.1.3 Drill and Bond Anchors

Text deleted

3.2 CONVEYING AND PLACING CONCRETE

The methods and equipment for transporting, handling, depositing, and consolidating the concrete shall be submitted at least 30 days prior to the first concrete placement. Conveying and placing concrete shall conform to the following requirements.

3.2.1 General

Concrete placement shall not be permitted when weather conditions prevent proper placement and consolidation without approval. When concrete is mixed and/or transported by a truck mixer, the concrete shall be delivered to the site of the work and discharge shall be completed within 1-1/2 hours and shall not be placed at temperatures exceeding 85 degrees F. Concrete shall be conveyed from the mixer to the fabric bags as rapidly as practicable by methods which prevent segregation or loss of ingredients.

Concrete shall be in place within 15 minutes after discharge from the mixer.

Concrete shall be introduced into the space between layers of fabric and shall be injected in such a way that excessive pressure on the fabric envelope is avoided. Each bag must be completely filled in a continuous pour. In areas where the concrete fill bags will be placed on top of each other, the bottom layer will be placed first. Successive layers shall not be placed unit the bottom layer has been allowed to cure for 7 days or reached an unconfined compressive strength at least 2,000 psi, in accordance with ASTM C39 and ASTM C31/C31M.

3.3 CURING AND PROTECTION

Beginning immediately after placement and continuing for at least 7 days, all concrete 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 concrete placement. Preservation of moisture shall be accomplished by one of the following methods:

a. Continuous sprinkling.

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

c. Application of impervious sheet material.

3.4 FABRIC DEMONSTRATION TEST

Demonstrate the suitability of fabric design by injecting the proposed concrete into 6 inch diameter sleeves under a pressure of 10 to 15 psi which shall be maintained by means of air pressure or a standpipe for 10 minutes. The sleeves shall be a single layer and constructed of the same fabric used in the individual layers of fabric.

SECTION 03 30 55 Page 6

3.5 CONCRETE TESTS AND INSPECTIONS

3.5.1 General

The individuals who sample and test concrete as required in this specification shall have demonstrated a knowledge and ability to perform the necessary test procedures equivalent to the ACI minimum guidelines for certification of Concrete Field Testing Technicians, Grade I.

3.5.2 Inspection Details and Frequency of Testing

3.5.2.1 Preparations for Placing

The foundation and embedded items shall be inspected in sufficient time prior to each concrete placement by the Contractor to certify that it is ready to receive concrete.

3.5.2.2 Temperature

Determine temperature of concrete at time of placement in accordance with ASTM C1064/C1064M. Check concrete temperature at least twice during each shift that concrete is placed.

3.5.2.3 Air Content

Air content shall be checked at least twice during each shift that concrete is placed for each class of concrete required. Samples shall be obtained in accordance with ASTM C172 and tested in accordance with ASTM C231.

3.5.2.4 Slump

Slump shall be checked twice during each shift that concrete is produced for each class of concrete required. Samples shall be obtained in accordance with ASTM C172 and tested in accordance with ASTM C143.

3.5.2.5 Consolidation and Protection

Ensure that the concrete is properly consolidated, protected, and cured.

3.5.3 Action Required

3.5.3.1 Placing

The placing foreman shall not permit placing to begin until he has verified that the foundation and embedded items have been prepared accordingly.

3.5.3.2 Temperature

Whenever a test result is outside the specification limits, the concrete shall not be placed and an adjustments shall be made to reduce the temperature.

3.5.3.3 Air Content

Whenever a test result is outside the specification limits, the concrete shall not be placed and an adjustment shall be made to the dosage of the air-entrainment admixture.

SECTION 03 30 55 Page 7

3.5.3.4 Slump

Whenever a test result is outside the specification limits, the concrete shall not be placed and an adjustment should be made in the batch weights of water and fine aggregate. The adjustments are to be made so that the water-cement ratio does not exceed that specified in the submitted concrete mixture proportion.

3.5.4 Reports

The results of all tests and inspections conducted at the project site shall be reported informally at the end of each shift and in writing weekly and shall be delivered within 3 days after the end of each weekly reporting period. All concrete reports, including compressive strength, concrete temperatures, ambient temperatures, slump, air content, mix design number, test number and location of concrete placement shall be submitted in a spreadsheet format and on computer disk(s) to the Contracting Officer. The Contracting Officer has the right to examine all Contractor quality control records.

3.6 WAYBILLS AND DELIVERY TICKETS

Copies of waybills or delivery tickets shall be submitted to the Contracting Officer's Representative, during the progress of the work.

Furnish the Contracting Officer's Representative scale tickets for each load of material weighed; these tickets shall include tare weight, identification mark of each vehicle weighed, plus date, time, and location of the loading. Tickets shall be furnished at the point and time individual loads arrive at the work site. A master log of all vehicle loading shall be furnished for each day of loading operation. The Contractor shall file with the Contracting Officer's Representative the master log of loadings, certified waybills and/or certified tickets, within 24 hours of material delivery. Prior to the final payment, furnish all written certifications that the material recorded on the submitted waybills and/or certified tickets that were actually used in construction.

-- End of Section --

SECTION 03 30 55 Page 8

SECTION 35 31 23

BREAKWATERS

PART 1 GENERAL

1.1 REFERENCES

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

ASTM INTERNATIONAL (ASTM)

ASTM C88 (1999a) Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

ASTM C127 (2007) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

ASTM C295 (2008) Petrographic Examination of Aggregates for Concrete

ASTM C535 (2003e1) Standard Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM D1141 (2013) Standard Practice for the Preparation of Substitute Ocean Water

ASTM D4791 Standard Test Method for Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate

ASTM D5313 (2013) Standard Test Method for Evaluation of Durability of Rock for Erosion Control Under Wetting and Drying Conditions

1.2 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Construction Plan; G

SD-03 Product Data

Gap Filling Material; G

SECTION 35 31 23 Page 1

SD-06 Test Reports

Stone Quality Evaluation Tests; G

SD-07 Certificates

Stone Source(s); G

Name and location of quarry and service history of stone from the quarry as applicable to paragraph: Source Authorization.

Gradation Compilation; G.

Daily Report of Operations

Waybills and delivery tickets; G.

Scale tickets and/or Records of weights; G.

As-Built Drawings; G.

PART 2 PRODUCTS

2.1 STONE

2.1.1 General

Shape: All stone shall be angular quarried material with a shape which assures interlocking with adjacent stone.

The Contractor shall make all arrangements, pay all royalties, and secure all permits for the procurement, furnishing and transporting of stone. All stone shall be durable material as approved by the Contracting Officer's Representative. In case an unlisted source is to be used, the Contractor shall 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. The Contractor shall vary the quarrying, processing, loading and placing operations to produce the sizes and quality of stone specified. If the stone being furnished by the Contractor does not fully meet all the requirements of these specifications, the Contractor shall furnish, at no additional cost to the Government, other stone meeting the requirements of these specifications.

2.1.2 Stone Sources

2.1.2.1 Source Authorization

Before any stone is produced from any source for completion of the work under this contract, the source of stone must be submitted for approval and authorized by the Contracting Officer's Representative. The Contractor shall designate in writing the Stone Source(s) from which he proposes to furnish stone. Authorization of a stone source shall not be construed as a waiver of the right of the Government to require the Contractor to furnish stone which complies with these specifications. Materials produced from localized areas, intervals, or strata will be rejected, when such materials do not comply with the specifications. Before a proposed source or sources of stone will be considered for evaluation and approval, the Contractor

SECTION 35 31 23 Page 2 must demonstrate that the source is capable of providing the quality, quantities and gradation needed and at the rate needed to maintain the scheduled progress of the work. If sufficient amounts of stone conforming to these specifications are not available from a source or sources used in the work, the Contractor shall submit stone from another source for authorization.

2.1.2.2 Authorization Criteria

Authorization of a proposed stone source will be based on test results and quarry or stone source inspection, and/or service records. A minimum of two stone quality test results per source will be required, as outlined in paragraph: Quality Compliance Sampling and Testing.

The Contracting Officer's Representative will use past Corps of Engineers test results as the primary criteria to authorize the source when it is approved by the Los Angeles District Corps of Engineers Geologist that these results remain applicable. The Contracting Officer's Representative will use test results from other agencies or private laboratories, and or service records only as the secondary criteria to authorize a source. The secondary stone test criteria shall be reviewed and approved by the Corps Geologist from the Los Angeles District Geology Section, Geotechnical Branch, before it is allowed to be used by the COR as a secondary criteria.

A service record is considered to be acceptable if stone from the proposed source has remained sound and functional after at least 10 years of exposure on a project similar to and in a similar weathering environment as the one to be constructed under these specifications. The Contracting Officer's Representative will make the final decision on the source of stone authorization, based primarily on the Los Angeles District Corps of Geologist's quarry/stone source inspection and the Geologist's approval of past Corps of Engineers test results. The Contracting Officer's Representative shall use past USACE test results as the primary criteria to authorize the source when based on test results.

2.1.2.3 Potential Stone Sources

On the basis of information and data available to the Government, the following off-site sources located near the project have in the past produced stone meeting the quality requirements of these specifications:

Quarry Name Nearest City

3M Corona* Corona, CA Pebbly Beach* Avalon, CA

*The stone quality testing requirements are not required for the 3M quarry or the Pebbly Beach quarry because only these sources have recently been tested and have passed the full suite of stone quality tests.

Listing of a stone source is not to be construed as to current or future availability of the source, authorization of all materials from the source, nor as a waiver of inspection and testing of the source. Stone produced from any listed source must meet all the requirements set forth in these specifications. Listing of a stone source is also not to be construed as an indication that the source can produce the total quantity or size of stone required for the project. Stone may be furnished from other sources designated by the Contractor and authorized by the Contracting Officer's Representative subject to the conditions stated herein.

SECTION 35 31 23 Page 3

2.1.2.4 Quarry Inspection

The proposed quarry or stone source shall be inspected prior to source authorization. The quarry inspection shall be performed by the Contracting Officer's Representative, a representative of the Contractor, a technician from the laboratory, a representative of the quarry, and a Geologist from the Geotechnical Branch, Geology Section, Geotechnical Branch of the Los Angeles District. The inspection shall occur, a minimum of 30 days in advance of the time when the stone will be required in the work.

2.1.3 Stone Quality

2.1.3.1 Quality Compliance Sampling and Testing

The Contractor shall have a minimum of two Stone Quality Evaluation Tests performed on stone samples collected from each of the proposed sources and must use a currently listed and Corps of Engineers validated materials laboratory to perform these tests. The stone quality test requirements are waived for the 3M quarry and Pebbly Beach quarry only, as per the reasons previously mentioned. The two tests shall be run as two separate full suites of quality tests as specified herein. The Contractor must select a laboratory from the current list that meets the following requirements:

a). A laboratory that within the last two years, has successfully ran the full suite of stone quality tests and successfully reported their results to the Los Angeles District Corps of Engineers Geologist as per the specifications herein.

b). And a laboratory that has all stone quality tests, results and reporting supervised, approved and stamped by a state registered Civil Engineer or Geologist, with a minimum of two years experienced in stone quality testing and Petrography analysis.

c). And the Petrographic analysis, X-ray Diffraction analysis and Wetting Drying tests specifically supervised, approved and stamped by a state registered geologist, experienced in stone quality testing.

d). And a single laboratory that will perform Wetting and Drying, Petrographic Analysis, X-ray Diffraction Analysis, LA Abrasion, Specific Gravity (SSD), Absorption, Magnesium Sulfate Soundness, all in one location; and one that will be responsible for reporting the results for each test and all of the full suite of stone quality tests according to the specifications herein.

Samples of stone for testing shall be taken at the stone source or quarry and shall be selected by the Corps of Engineers Geologist. On the same date the samples are selected, the Contractor must have the testing laboratory (laboratory technician) collect and ship these samples at the Contractor's expense to the Corps of Engineers validated laboratory.

The Contracting Officer's Representative, the representative of the quarry, Contractor and the Laboratory Technician must be present during the sample collection. The two stone samples shall consist of at least 300 pounds each of representative stone from the proposed stone source. The quarry/stone source faces and the stockpiles to be used shall be examined and sampled.

The samples shall be selected and collected, a minimum of 30 days in advance of the time, when the stone will be required in the work. The results of the Stone Quality Tests shall be submitted for review to the Contracting Officer's Representative a minimum of 30 days in advance of the

SECTION 35 31 23 Page 4 time when the stone will be required in the work. The tests to which the stone shall be subjected and the required results are discussed below.

2.1.3.2 Stone Quality Testing Requirements

Stone shall be subjected to such tests as are necessary to demonstrate to the satisfaction of the Contracting Officer's Representative that the materials are acceptable for use in the work. At a minimum, the stone shall meet the following full suite of test requirements:

Test Test Method Requirement

Petrographic Analysis ASTM C295 (4 and 5) Good quality and acceptable for use as stone protection

Wetting and Drying ASTM D5313(1 and 5) No fracturing (2)

Specific Gravity (Bulk SSD)

ASTM C127 (5) 2.65 minimum

Absorption ASTM C127 (5) 2.0% maximum

Magnesium Sulfate Soundness

ASTM C88 (2 and 5) 10% max loss (3)

Abrasion Loss ASTM C535 (5 and 6) 20% max loss after 500 revolutions

All stone samples ran for Specific Gravity, Absorption, Magnesium Sulfate Soundness and Abrasion shall be collected as a composite sample with a size range graded from approximately 3 to 4 inches diameter and shall have a combined total weight of approximately 150 pounds, in lieu of the size gradation and weights given in the ASTM C535, ASTM C88 and ASTM C127. In addition to the above tests, the stone shall be subjected to a petrographic and X-ray diffraction analysis, in accordance with ASTM C295 (5). The stone must not contain any expansive clays.

NOTE: (1): Test procedure for wetting and drying test. The Contractor shall perform this test using all procedures according to ASTM D5313, but the following specific procedures for wetting and drying testing must be performed: The entire sample is carefully examined and four representative test specimen slabs are selected and produced. The specimen slabs should be large enough to produce four separate cut slabs, each a minimum of 2-1/4 inches thick, with a minimum total surface area of 25 square inches on the slab side. In no case will the slab be less than 5 inches length per side.

The test specimens are color photographed, to show all surface features, before the slabs are produced. Right after the slabs are produced and prior to running the first cycle, the slabs are again photographed to show all surface features and then they are carefully examined under a low-power microscope of at least 20X magnification, and all visible surface features are noted and recorded. A length scale is included and shown in all color photographs of slabs. The slabs are then subjected to a maximum of thirty cycles of wetting and drying. Two of the four slabs are each soaked in fresh tap water with 0.5 percent ethyl alcohol added by mass; the other two out of four slabs are soaked in salt water, prepared in accordance with ASTM D1141, if a source of nearby natural salt water is not available.

After every four cycles, the specimens are again color photographed, then examined with the low-power microscope, to check for openings or movement of fractures, disintegration, spalling, splitting, flaking along edges, SECTION 35 31 23 Page 5 swelling of clays, softening of rock surfaces, heaving of micaceous minerals, breakdown of matrix material, and any other evidence of weakness developing in the rock. The cycle in which any of these actions occurs or worsens is recorded. After thirty cycles (end of the test), the slabs and chunks are again carefully examined, and all changes in the rocks are noted and recorded. The test specimens, together with all particles broken-off during the test, are oven-dried, weighed, and photographed. The test may be terminated prior to the completion of thirty cycles, if the mass of the largest remaining fragment of the slab amounts to less than half of the mass of the original slab specimen.

NOTE: (2): Weakening and loss of individual surface particles is permissible, unless bonding of the surface grains softens and causes general disintegration of the surface material.

NOTE: (3): Stone which has a loss greater than the specified limit will be accepted, if the Contractor demonstrates that the stone has a satisfactory service record as defined in paragraph: Source Authorization Criteria.

NOTE: (4): The test procedure for Petrographic and X-ray Diffraction is performed according to ASTM C295, except for the following:

(a) A color, microscopic photograph shall be made of each stone type, and the individual minerals within the stone shall be identified by labels and arrows, upon the photograph.

(b) A very detailed macroscopic and microscopic description shall be made of the stone, to include all the mineral constituents, individual sizes, their approximate percentages, and mineralogical histories. A description of stone hardness, texture, weathering, and durability factors shall also be discussed.

(c) A written summary of the suitability of stone for use as stone protection, based on the Petrographic and X-ray tests and the results of ASTM C535, shall be presented in the final laboratory report on stone quality.

NOTE: (5): A minimum of a set of two color photographs shall be taken for every stone quality test. One of the two photos shall be taken prior to commencement of any of the tests and the other shall be taken after the completion of any of the tests. A suitable length scale shall be included in each color photograph taken. The photos shall also be labeled "prior to testing" and "after testing" and shall show the name of the test and the name of the sample.

NOTE: (6): Test procedure for LA Abrasion test. The Contractor shall perform this test using all procedures according to ASTM C535, but the following specific procedures for LA Abrasion testing must be performed:

The entire sample is run for 500 revolutions on rock particles in the size range graded from approximately 3 to 4 inches diameter.

2.1.3.3 Stone Acceptance Criteria

Prior to placement, all stone shall be subject to acceptance, by the Contracting Officer's Representative. Acceptance of any stone shall not constitute acceptance of all stone from a source. All accepted stone shall be as follows:

a. of the same lithology as the original stone from which test

SECTION 35 31 23 Page 6 results or service records were taken as a basis for authorization of the source;

b. sound, durable, hard, and free of laminations, weak cleavages, undesirable weathering, or blasting or handling-induced fractures which subtend more than 1/3 of the total circumference of the stone along the plane of fracturing and which would tend to increase its deterioration from natural causes;

c. of such character that the stone will not disintegrate from the action of air, water, or the conditions of handling and placing;

d. clean and free from earth, clay, refuse, or adherent coatings.

2.1.4 Quarry Operations

Quarry operations shall be conducted by the Contractor in a manner that produces stone conforming to the requirements specified and may involve selective quarrying, handling, processing, blending, and loading as necessary, all of which shall be as specified in Section 01 45 00.00 10

CONTRACTOR QUALITY CONTROL.

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 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 D4791 shall be used as a guide to perform the test.

2.1.6 Gradation

2.1.6.1 General

Specified grading of all new material shall be met both at the source and as delivered to the project. In addition, material not meeting the required grading due to segregation or degradation during placement shall be rejected. If test results show that stone does not meet the required grading, the hauling operation will be stopped immediately and will not resume until processing procedures are adjusted and a gradation test is completed showing gradation requirements are met. All gradation tests shall be at the expense of the Contractor. The relationship between stone weight in the table below is based on a specific gravity of 2.65.

2.1.6.2 Gradation of A-16 Armor Stone

New armor stone may be required for reconstructing portions of the existing armor layer. This new armor stone shall be designated "A-16 Armor Stone".

A-16 armor stone shall be quarried, angular stone reasonably well distributed within the limits specified in the below table.

SECTION 35 31 23 Page 7

Weight of Individual Pieces (Ton)

Percent Smaller (by total number)

20.0 80-100

18.0 50-80

14.0 10-50

10.0 0-10

2.1.6.3 Weight Verification

The Contractor shall provide a visual sample palette of stone that represents the gradations required in the specifications. This sample palette shall be located on the project site and be visible to aide the USACE inspector in determining the onsite gradation of stone during continuous government Quality Assurance inspections. Each stone in the palette shall be marked with stone weight in tons such that the marked weight of every stone is visible from multiple observation advantage points.

2.1.6.4 Gradation Compilation

The Contractor shall provide proof of gradation compliance by supplying the total number of A-16 Armor Stones specifying the individual weights of each stone in each barge and/or truck load of A-16 Armor Stone. If truck or rail is used to move stone from a quarry to a barge loading area, this same documentation (total number of stones, individual weight of each stone) will be supplied for each truck or rail load or stockpile prior to loading of any barge.

A separate compilation of the weights of individual A-16 Armor Stone delivered shall be supplied. The compilation(s) shall be supplied prior to any stone being placed. If at any time the Contracting Officer's Representative determines that weight determination of the stones is necessary on any barge load or other delivery unit, this action will constitute a gradation test.

2.1.7 Rejected Stone

New stone of unsuitable quality and/or size distribution as required by these specifications shall be rejected. Any rejected stone shall be promptly removed from the project at no expense to the Government. Any portions of the work covered by these specifications containing rejected stone will be considered incomplete.

PART 3 EXECUTION

3.1 CONSTRUCTION PLAN

The Contractor shall submit a Construction Plan indicating the methods and equipment proposed to conduct all construction related operations. The plan shall be submitted to the Contracting Officer for approval, at least 15 days prior to start of construction operations and shall also include, as a minimum, the following information:

SECTION 35 31 23 Page 8

a. Project schedule showing the order of all rock placement operations, and the anticipated dates of completion of the salient features of the work. Progress reports showing the progress of the work in relation to the project schedule shall be submitted weekly.

b. Layout of all cranes, vessels, barges, buoys, anchors, and ancillary equipment.

c. Staging area operation.

d. Method and equipment for transporting and placing material at the work site, and equipment that will be utilized on the work site.

e. All barge names, dimensions, and capacities.

f. Methods for access, i.e. roads, water access, and any excavation required.

g. Lighting plan for night work.

h. A copy of the Daily Report Form to be used for construction operations.

3.2 MOBILIZATION AND DEMOBILIZATION

Mobilization and demobilization shall include (but is not limited to) transporting marine plant and all items of attendant equipment to the work site, excavation performed for water-based access needs (if necessary), disposal for any material excavated for access (if necessary), Contractor's staging area preparation, protection of existing facilities, repair to any facilities damaged, Contractor furnished boat access, as-built drawings, and obtaining and complying with all permits (local, state, federal). Upon completion of all phases of the work, the Contractor's plant and equipment shall be removed from the site.

3.3 DAILY REPORT OF OPERATIONS

The Contractor shall prepare and maintain a Daily Report of Operations and furnish copies thereof to the Contracting Officer's Representative. The daily reports shall document all construction related operations for all shifts in a 24-hour period. Further instruction on the preparation of the report shall be provided at the Pre-Construction conference.

3.4 STONE OPERATIONS

3.4.1 Debris

Any construction debris, waste materials, timbers, unsatisfactory material and/or debris within the reaches of construction shall be removed except as otherwise directed by the Contracting Officer, and upon removal shall become the property of the Contractor. All materials shall be properly disposed of in accordance with the requirements of Section 01 57 20 ENVIRONMENTAL PROTECTION, including any applicable local requirements.

3.4.2 Recover/Place Displaced Block Stone

The work consists of salvaging and resetting displaced block stone on the crest of the structure. "Block Stone" is defined as 3-dimensional rectangular stone, that varies between approximately 5 to 10 tons, and was

SECTION 35 31 23 Page 9 cut/fitted specifically for the structure. Displaced block stone shall be removed and/or salvaged from embedment in the sand on the harbor side of the breakwater. All displaced block stone identified in the plans shall be recovered prior to placement of block stone. Displaced block stone shall be selected for reset so that the selected stone matches the breakwater crest void in approximate length, width, and thickness so that when the stone placement is completed, the essential character of the breakwater is preserved. Displaced block stone shall be cleaned/washed/scraped to remove marine growth to the maximum extent practicable. Displaced block stone shall be reset to the same placement density (point-to-point contact) as in-place existing block stone to achieve the same level of interlocking as the existing in-place block stone, except as described below. Temporary storage may be necessary between lifting and final placing. If the stone breaks or splits or shatters during handling, it shall not be reset onto the structure and shall be considered as rejected stone and shall be removed from the site at the Contractor's expense. Existing angular quarried stone shall be considered an incidental part of the work.

In each repair area, if the final space point to point contact cannot be achieved as specified, the gap between the last placed block stone and the existing block stone must not exceed 2 inches. Fill the remaining gap with a material that is marine-environment resistant, is non-hardening and remains flexible, and bonds to rock surfaces. Clean/prepare the rock surfaces to bond with the gap filling material. The Gap Filling Material must be approved by the Contracting Officer.

3.4.3 Fabric Formed Concrete

After all the displaced existing armor stone identified in section 3.4.2 has been salvaged and replaced, the remaining voids may require the placement of fabric formed concrete as described in Section 03 30 55 FABRIC

FORMED CONCRETE.

3.4.4 A-16 Armor Stone

New A-16 armor stone shall be placed in the locations and at the thickness shown without deviating from the lines and grades shown, including allowance for tolerances. Final shaping of the slope shall be performed concurrently with the initial placement of the stone.