A.07.24_W9127N-17-R-0008_Amendment_0002.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

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

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

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

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

FAR (48 CFR) 53.243

PROJECT TITLE: MOUTH OF THE COLUMBIA RIVER (MCR) NORTH JETTY REHABILITATION

SEE ATTACHED PAGES

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

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

16C. DATE SIGNED

BY 04-Apr-2017

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

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

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W9127N-17-R-0008

X 9B. DATED (SEE ITEM 11)

24-Mar-2017

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

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

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

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

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

12. ACCOUNTING AND APPROPRIATION DATA (If required)

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

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

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

CONTRACT ORDER NO. IN ITEM 10A.

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

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

D. OTHER (Specify type of modification and authority)

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

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

10A. MOD. OF CONTRACT/ORDER NO.

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

6. ISSUED BY

3. EFFECTIVE DATE

04-Apr-2017

CODE

USACE PORTLAND DISTRICT

333 SW 1ST AVE

PORTLAND OR 97204-3440

W9127N 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W9127N-17-R-0008

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

The following items are applicable to this modification:

SECTION 00100 - BIDDING SCHEDULE / INSTRUCTIONS TO BIDDERS

AMENDMENT 0002

This Amendment is issued to revise the following:

1. Division 35 – Waterway and Marine Construction:

- Section 35 31 26.40 25 Paragraph 2.1.3 has been revised.

- Section 35 52 00.00 25 Paragraph 3.1 has been revised.

2. Attachments:

- Attachment A11: Hydroacoustic Monitoring Plan has been updated.

3. All other terms and conditions remain unchanged.

Mouth of the Columbia River North Jetty Rehabilitation 2017

SECTION TABLE OF CONTENTS

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

SECTION 35 31 26.40 25

JETTY REPAIRS

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 DEFINITIONS

1.3.1 Armor Layer

1.3.2 Core

1.3.3 Cross Section

1.3.4 Jetty Features

1.3.4.1 Crest

1.3.4.2 Head

1.3.4.3 Root

1.3.4.4 Trunk

1.3.5 Toe Berm

1.4 WORKING ENVIRONMENT

1.4.1 Site Related Weather and Tidal Conditions

1.4.2 Managing Work to Match Weather and Oceanographic Conditions

1.5 STONE DELIVERY

1.5.1 Barge Delivery

1.5.2 Truck Delivery

1.6 QUARRY

1.6.1 General

1.6.2 Sampling, Testing, and Acceptance of Stones

PART 2 PRODUCTS

2.1 SOURCES

2.1.1 General

2.1.2 Stone Quality and Acceptance

2.1.3 Testing Requirements

2.1.4 Stone Classification

2.1.5 Testing Frequency

PART 3 EXECUTION

3.1 JETTY REPAIR FEATURES

3.1.1 General

3.1.2 Jetty Access

3.1.3 Identification of Repair Areas

3.1.4 Variable Repair Areas and Re-handling Existing Jetty Armor Stone

3.1.5 Protection of Existing Tidal Overflow Area

3.1.6 Root Repair and Transition Section, Station 16+50 to 20+00

3.1.7 Jetty Repair Section, Station 20+00 to 55+50

3.1.8 Jetty Repair Section, Station 55+50 to 98+50

3.1.9 Jetty Head Extension Section, Station 98+50 to 99+00

3.1.10 Final Jetty Head, Station 99+00 to 102+00

3.2 EQUIPMENT

3.2.1 Hauling Equipment

3.2.2 Placing Equipment

3.3 PERSONNEL

SECTION 35 31 26.40 25 Page 1

3.4 STONE PLACEMENT

3.4.1 General

3.4.2 Jetty Demonstration Sections

3.5 STOCKPILING

3.6 JETTY CREST HAUL ROAD

-- End of Section Table of Contents --

SECTION 35 31 26.40 25 Page 2

SECTION 35 31 26.40 25

JETTY REPAIRS

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 (Modified) (2013) Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

ASTM C127 (Modified) (2012) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

ASTM C131 (Modified) (2006) Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C666/C666M (Modified) (2003; R 2008) Resistance of Concrete to Rapid Freezing and Thawing

U.S. ARMY CORPS OF ENGINEERS (USACE)

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

EM 1110-2-1100 (2002) Coastal Engineering Manual

REMR-OM-24 (1998) Repair, Evaluation, Maintenance, and Rehabilitation (REMR) Management Systems - Coastal/Shore Protection Structures, Condition and Performance Rating Procedures for Rubble Breakwaters and Jetties

U.S. ARMY (DA)

SPM (1984) Shore Protection Manual, Coastal Engineering Research Center, Waterways Experiment Station 1

CONSTRUCTION INDUSTRY RESEARCH

CIRIA C683 (2007) The Rock Manual: The use of rock in hydraulic engineering

SECTION 35 31 26.40 25 Page 3

1.2 SUBMITTALS

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

submittals not having a "G" designation are for information only. Submit the following in accordance with Section:

SD-01 Preconstruction Submittals

Quarry Documentation/Stone Testing; G

1.3 DEFINITIONS

Definitions below are located in REMR-OM-24. Additional information can be found in EM 1110-2-1100, SPM and CIRIA C683.

1.3.1 Armor Layer

The armor layer is the outer layer of the structure, typically constructed with the largest stones, or with prefabricated concrete units.

A rock armor layer commonly has a thickness of at least two armor stones.

For structures constructed with uniform sized stone, the outer two layers will be considered as armor, with all underlying layers considered as core.

A-stone: armor layer that must be placed between stations 98+50 and 102+00. See under toe berm definition for instructions on A-select stone.

B-stone and C-stone: armor stone placed between stations 16+50 and 55+50 (ideally as 2-layer primary armor) and in various repair areas along the trunk between stations 55+50 and 98+50 where damage has developed. The toe stone used in these areas are 40 percent to 60 percent gradation range or larger of the B-stone and C-stone.

1.3.2 Core

The core is the interior portion of a rubble-mound structure. It generally consists of a widely graded mix of small stones. This widely graded mix makes the structure relatively impermeable to wave energy (which would otherwise pass directly through the voids in larger stones), prevents movement of sand through the structure, and creates a filter layer (or mat) to support the underlayer and armor stones on the foundation soils. For structures constructed with uniform sized stone, the outer two layers will be considered as armor, with all underlying layers considered as core.

1.3.3 Cross Section

The jetty cross section is considered to have a functional armor stone layer appearing organized, with individual armor stones interlocked along a consistent graded surface. The repair template may lie within the jetty cross section and repairs in these areas may not be required. Stones outside the design template in areas where no work is anticipated must not be removed and placed along other portions of the jetty unless approved by the CO.

1.3.4 Jetty Features

The jetty structure has as its main purpose, the training and control of strong currents that flow through tidal inlets, harbor entrances, or the mouths of major rivers. Usually constructed in pairs, jetties serve both to

SECTION 35 31 26.40 25 Page 4 confine the channel to a narrow location as well as to prevent sand and other sediments from collecting in the channel and forming shoals.

1.3.4.1 Crest

The top portion of the cross section of a rubble-mound structure is the crest. It is usually constructed above the design water level.

1.3.4.2 Head

A structure's head is the outer end or terminus of a rubble-mound structure. The head is often wider and somewhat higher than the structure trunk.

1.3.4.3 Root

The landward reach or origin of a rubble structure which forms a permanent anchor or land connection.

1.3.4.4 Trunk

The main body of the structure which extends between the root section at the landward end and the head at the seaward end.

1.3.5 Toe Berm

The lowest section of a side slope at the junction with the foundation. An outward extension of the side slope is often constructed at the toe, especially on the seaward side of a structure. This extension provides added protection against foundation erosion. The toe is critical to maintaining the stability and integrity of the side slope.

A-select stone: 2-layer toe berm layer that must be placed between station 99+00 and the terminus (approximately station 102+00).

1.4 WORKING ENVIRONMENT

1.4.1 Site Related Weather and Tidal Conditions

a. Perform work with the understanding of hazards likely to arise from the weather conditions during the construction period. The following websites provide weather forecasts, records and reports and data concerning historic and oncoming storms and tides at the worksite:

http://tidesandcurrents.noaa.gov/noaatidepredictions/ viewDailyPredictions.jsp?Stationid=9440581 http://tides.mobilegeographics.com/locations/2743.html http://www.wrh.noaa.gov/pqr/marine/bars_mover.php http://tidesonline.nos.noaa.gov/geographic.html http://polar.ncep.noaa.gov/waves/viewer.shtml?-multi _1-latest-hs-pacific-http://www.ndbc.noaa.gov/maps/Columbia_River.shtml

b. The favorable work season for marine construction is during June

SECTION 35 31 26.40 25 Page 5 through September. October and May can be a transition time from summer- to winter-like conditions. Marine weather and oceanographic conditions at MCR between November and April can be extremely dangerous and the coastal environment (waves, wind, rain) is generally too dangerous for conducting marine construction activities at exposed locations. Even during summer, wave action along at coastal inlets and jetties can pose risks for marine construction activities, during specific tidal phases or storm sequences. Demonstrate that the work can be sequenced to account for the wave environment and tidal action at

MCR.

1.4.2 Managing Work to Match Weather and Oceanographic Conditions

Implement prudent measures to reduce risks of damage to in-progress work elements, associated with periods of high tide, winds, waves, or storms.

Protect vulnerable work elements during active construction periods and during non-construction periods. Do not progress beyond a vulnerable in-progress work component without being able to secure that component before exposure to a damaging event (high tide, storm condition, etc).

Maximize opportunities to perform work on vulnerable work elements when favorable conditions are available; i.e. perform relict stone rework and toe stone placement during periods of low tide and low wave action (avoid exposure to damaging events), and complete work components at higher elevations during periods of high tide. The jetty repair template extends from approximately -10 feet to +25 feet NAVD88. Include work tides and storm conditions into the schedule and work plan. Repair damage to any in-progress work caused by environmental processes at the expense of the Contractor.

1.5 STONE DELIVERY

1.5.1 Barge Delivery

a. Jetty stone delivered by barge and placed directly on the jetty from the barge must have volume determined by an on-deck equipment. Jetty stone delivered by barge but not placed directly from the barge will not be require on-deck measurement.

b. Delivery must occur during safe weather months, preferably during June through September.

1.5.2 Truck Delivery

Jetty stone delivered by truck may occur any time during the year as approved by the CO and as long as specified requirements (such as crane safety, work hours, etc) are met. Refer to SECTION 01 10 10.00 25 paragraph

1.13 for delivery instructions.

1.6 QUARRY

1.6.1 General

The Contractor is responsible for arrangements of quarry permits and right-of-ways, adequate investigation and exploration, and selection, development, and operation of the quarry to supply stones for this Contract of the weight, size, shape and quality specified herein. Ensure individual stones meet all Contract requirements. The Government may elect to inspect the stones at the quarry or at the jetty site, at any time, and may reject individual stones that don't meet all Contract requirements.

SECTION 35 31 26.40 25 Page 6

1.6.2 Sampling, Testing, and Acceptance of Stones

a. Quarry Documentation/Stone Testing. Determine the acceptability of stone by laboratory tests, geologic examination, and service records from a Corps validated testing laboratory. Corps validated laboratories can be found at the following link:

http://www.erdc.usace.army.mil/Portals/55/docs/CEERD-GV/CEERD-GM-C/160823_CEERD -GMC_ValidatedLabs%20.pdf?ver=2016-05-31-115137-11 Provide previous satisfactory test results or service records from other Corps of Engineers (COE) projects within the last five years to determine the acceptability of the stone source. When these records are not available, test representative samples as specified to ensure that the stones are durable and suitable for use in the work.

Laboratory tests, which the stones must be subjected to include specific gravity, absorption, abrasion, accelerated expansion, magnesium sulfate soundness, and other such supplemental tests described in paragraph TESTING REQUIREMENTS as may be necessary.

Perform testing to determine conformance with the requirements for acceptance or rejection of stones proposed for use and to determine stone classification at the Contractor's expense at a Corps validated testing laboratory.

b. Sampling. In the absence of quarry documentation as required above, select representative samples of each different type of stone proposed for use in the jetty repair from each proposed source. Perform sample selection in the presence of the COR or designee. Provide the Government 48 hours notice before the required COR witnessing of the stone sample selection. Samples of each type of stone from each source must consist of 5 to 10 pieces with a total weight of not less than 150 pounds for each stone type proposed. No single piece must weigh more than 100 pounds. The presence of the COR or designee during the stone sample selection must not relieve the Contractor of the responsibility to select representative samples from the quarry for testing.

c. Testing. Perform testing to determine conformance with the requirements for acceptance or rejection of stones proposed for use and to determine stone classification at a Corps-validated testing laboratory at the Contractor's expense. Laboratory tests must include specific gravity, absorption, abrasion, accelerated expansion, magnesium sulfate soundness, and other such supplemental tests described in paragraph TESTING REQUIREMENTS.

d. Separate tests must be made for each different stone type.

Satisfactory Contractor documentation or laboratory results on stone samples must not constitute approval of all stone from the quarry and in no way change the requirements for obtaining, developing, and maintaining a satisfactory source of stones. Throughout the duration of this Contract, the Government may sample and test stones proposed for use and delivered to the jetty storage area. No Contract time extension will be granted because materials fail to meet the specification requirements. Stones must meet all testing requirements described herein as well as the geologic examination described in the paragraph STONE QUALITY AND ACCEPTANCE. Should the stone from an individual source vary, as determined by visual inspection, the Contractor may be required to re-do some or all of the required tests. The Contractor is responsible for the cost of all re-tests.

e. Failure of Stones. Remove stones failing to meet specific

SECTION 35 31 26.40 25 Page 7 requirements from the off-loading facility or the stockpile area. Only approved materials or stones must be placed in the jetty.

PART 2 PRODUCTS

2.1 SOURCES

2.1.1 General

a. Selection of Source. Designate in writing all sources proposed 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.

b. 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 COR.

2.1.2 Stone Quality and Acceptance

Stone that meets all Corps testing standards is still subject to rejection if visual inspection deems the stone unsatisfactory. Each stone accepted for use must be as follows:

a. Composed of strong, hard, durable materials that must not slake or deteriorate on exposure to the action of water or atmosphere.

b. Contain no cracks, joints, faults, seams, or bands of minerals or deleterious materials which would result in breakage or reduction of specified stone weights or dimensions during or after final placement in the jetty repair.

c. Free of expansive or other materials which would cause accelerated deterioration by exposure to project climatic conditions.

d. Sufficiently uniform physical properties throughout so that all portions of the stone must meet the specified test requirements. Weak or inferior-appearing portions of any non-uniform type stone must be subjected to all testing necessary to determine that the stone will not be susceptible to splitting or differential weathering. Any stone, containing an inferior rock material portion that does not meet the specified test requirements must be rejected as unsatisfactory for jetty repairs and removed from the off-loading site. Igneous flow breccias, volcanic breccias, and sedimentary rocks have not performed well and are considered unsuitable for use as jetty stone.

e. Clean and sharp-edged, and the longest dimension of any stone must not exceed three times its shortest dimension. It is intended for jetty stones to be blocky in overall shape. Due to the nature of the repairs, the Contractor must avoid producing jetty stones which are dominant in a single dimension (i.e. slabby or tabular).

2.1.3 Testing Requirements

a. Each stone must meet all the following test requirements for quality:

SECTION 35 31 26.40 25 Page 8

TEST REQUIREMENT

Unit Weight Minimum weight (pounds per cubic foot) for each stone classification.

Absorption Not more than 5.0 percent

Abrasion - 500 revolutions Not more than 20.0 percent loss (by weight)

Magnesium Sulfate Soundness - 5 cycles

Not more than 15.0 percent loss (by weight)

Accelerated Expansion Not more than 15.0 percent breakdown (by weight) or piece count

b. Supplemental test requirements which may be required by the Government based on visual analysis include the following:

TEST REQUIREMENT

Wetting and Drying - 80 cycles

Not more than 15.0 percent loss (by weight)

Freezing/Thawing - 100 cycles Not more than 15.0 percent loss (by weight)

Petrographic Examination Absence of weakness or materials that could result in significant stone alteration and reduction in durability

X-Ray Analysis (Spectrographic and Diffraction)

Absence of deleterious clays or other minerals that could result in significant deterioration of rock quality

c. All test results reported by the validated testing laboratory must be considered as exact, regardless of any permissible variance that may be established by test procedures for determining acceptability of jetty stone furnished under this Contract. Test procedures to be utilized are as follows:

d. Unit Weight and Absorption. Provide satisfactory test results and service records within the last five years; if not available, determine the unit weight (weight per cubic foot) by multiplying the bulk-saturated-surface-dry (BSSD) specific gravity by 62.4 pounds per cubic foot. Specific gravity and absorption must be determined in accordance with ASTM C127 (Modified) as follows:

(1) the test sample must consist of about 5,000 grams of generally cubical pieces of stone passing the 2-inch and retained on the 1-1/2 inch standard square mesh sieve sizes

(2) the test pieces must be laboratory prepared by jaw crushing or chipping.

e. Abrasion. Provide satisfactory test results and service records

SECTION 35 31 26.40 25 Page 9 within the last five years; if not available, determine the abrasion loss in accordance with ASTM C131 (Modified) as follows:

(1) the test sample must consist of the same size and gradation

(2) the abrasive charge used must comply with that used for Grading "A"

(3) the test sample must be subjected to 500 revolutions.

f. Magnesium Sulfate Soundness. Provide satisfactory test results and service records within the last five years; if not available, the test sample must consist of 5± kg of rock pieces passing the 2-inch and retained on the 1-1/2 inch sieve, prepared as specified. The test is based upon ASTM C88 (Modified). Conduct the test through 5 cycles, which requires two to three weeks to complete.

g. Accelerated Expansion. Provide satisfactory test results and service records within the last five years; if not available, the test sample must consist of 5± kg of rock pieces passing the 2-inch and retained on the 1-1/2 inch sieve, prepared and tested in accordance with Testing Procedure COE CRD-C 148 (Modified). Compute the test results by dividing the number of pieces that break down by the number of pieces in the original test sample. Failure or breakdown is defined as any piece separating into two or more pieces or losing sufficient surface material to allow it to pass through the 1-1/2 inch sieve. The test period is 15 days.

h. Wetting and Drying. Submit Wetting and Drying test results if required by the Government when marginal results from the aforementioned tests are obtained or if visual inspection reveals suspicious seams, slaking, laminations, cracks, faults, joints, or bands of minerals or deleterious materials. The test sample must consist of plus/minus 5 kg of rock pieces passing the 2-inch and retained on the 1-1/2 inch sieve, prepared as specified. The test sample must be oven-dried and weighed, then soaked for 24 hours prior to starting the test. Testing must consist of 80 cycles of wetting and drying. Each cycle must consist of soaking for 3 hours in tap water at approximately 60º F and drying for 3 hours with an infrared heat lamp so that the surface temperature of the rock pieces reach 165º F. Upon completion of the test, samples must be oven-dried, screened over 1-1/2 inch sieve, and weighed. Compute percent loss based on original dry weight.

i. Freezing and Thawing. Submit Freezing and Thawing test results if required by the Government when marginal results from the aforementioned tests are obtained or if visual inspection reveals suspicious seams, slaking, laminations, cracks, faults, joints, or bands of minerals or deleterious materials. The test sample must consist of plus/minus 5 kg of rock pieces passing the 2-inch and retained on the 1-1/2 inch sieve, prepared by jaw crushing or by hand chipping. All sharp edges must be chipped off and only pieces of approximately cubical shape must be used. Compute the original dry weight of pieces selected for the freeze-thaw test by determining moisture content of room-dry rock from representative sample surplus or undersized pieces using the formula below:

Dry weight of pieces selected from freeze-thaw = Weight room - dry 1 + MC (in percent)

SECTION 35 31 26.40 25 Page 10

Where MC = moisture content

Immerse specimens in water for 24 hours prior to the start of the test. Then place the sample in a pan approximately 15-inches by 9-1/2 inches by 2-1/4 inches and the pan filled from 1/4-inch to 1/2-inch with water. Subject the sample in the pan to freezing and thawing in the freeze-thaw apparatus described in ASTM C666/C666M (Modified).

Accomplish freezing and thawing at the rate of 12 cycles per day, where one cycle consists of approximately one hour at 0 degrees plus/minus 2 degrees F and one hour at 40 degrees plus/minus degrees F. At the end of 100 cycles, wash, dry, sieve over the 1-1/2 inch sieve, and weigh the sample. Compute the percent loss based upon the original dry weight. Report observations of appearance of each piece with comment as to apparent soundness, cracking, etc. Photograph the sample at the end of the test or during the test when significant cracking, flaking crumbling, or disintegration has taken place.

j. Petrographic Examination. Submit Petrographic Examination test results if required by the Government when marginal results from the aforementioned tests are obtained or if visual inspection reveals suspicious seams, slaking, laminations, cracks, faults, joints, or bands of minerals or deleterious materials. Macroscopic and microscopic identification of rock and constituent minerals with general description of typical thin Sections. Examination includes description of any seams, veins, or joints and an estimate of alteration, degree of weathering, and probable rock durability. A comprehensive petrographic examination includes descriptions of dominant, accessory and alteration minerals, and a mode analysis of the rock giving percent constituents by point count examination of typical thin Sections.

k. X-Ray Analysis. Submit X-Ray Analysis (Spectrographic and Diffraction) test results if required by the Government when marginal results from the aforementioned tests are obtained or if visual inspection reveals suspicious seams, slaking, laminations, cracks, faults, joints, or bands of minerals or deleterious materials. The x-ray analyses consist of random pack powder mounts to determine constituents of rock with emphasis on determination of clay minerals and alteration products. X-ray diffraction technique includes quantitative estimates of the mineral assemblages and is of particular importance in the identification of swelling clays.

2.1.4 Stone Classification

a. Stone Classification. Four separate stone classifications are used for this repair contract, based on stone density and placement location. A-stone and A-select stone is to be placed between stations 98+50 and the jetty terminus. A-select stone requires a minimum unit weight of 180 pcf and is the toe berm stone. The nominal dimension for new A-select stone at a unit weight of 180 pcf is approximately 6.9 feet. A-stone requires a minimum unit weight of 175 pcf and is the head armor stone. The nominal dimension for new A-stone at a unit weight of 175 pcf is approximately 6.6 feet. B-stone is to be placed between stations 55+50 and 98+50 and requires a minimum unit weight of 180 pcf.

The nominal dimension for new B-stone at a unit weight of 180 pcf is approximately 5.4 feet. C-stone is to be placed between stations 16+50 and 55+50 and requires a minimum unit weight of 165 pcf. The nominal

SECTION 35 31 26.40 25 Page 11 dimension for new C-stone at a unit weight of 165 pcf is approximately

4.9 feet.

b. Gradation. The Stone Gradation Tables on the following pages provide the required weights of individual armor stones in tons of 2,000 pounds based upon the weight per cubic foot of acceptable stone furnished. Procured jetty stone with a unit weight different than what is provided on the following tables is acceptable as long as the stone requirements outlined in this specification are met.

(1) The stone gradation can be used as follows: for an A-stone with a unit weight of 175 pcf, 0% to 10% of the stones by total weight may be 10 to 19 tons; and 40% to 60% of the stones by total weight must be 10 to 25 tons.

(2) Armor stones larger than the maximum allowed by gradation table may be accepted; however they must be approved by the COR and special care must be utilized to provide interlocking with adjacent stones. A uniform variation of stone weights and shapes must be used throughout the repair areas to ensure a consistent high degree stone-to-stone interlocking. Segregation of stone weights or shapes within specified areas of the work must be avoided unless approved by the Government.

c. Tracking. Track stone gradation by aggregate weight in tons.

SECTION 35 31 26.40 25 Page 12

A-Select Stone Gradation (tons)

Stone Density (pcf)

0% Less than (by total quantity wt shown in tons)

0% to 10% Less than (by total quantity wt shown in tons)

40% to 60% Less Than (by total quantity wt shown in tons)

100% Less than (by total quantity wt shown in tons)

180 12 22 30 45

181 12 22 29 44

182 11 21 29 43

183 11 21 28 42

184 11 21 27 41

185 11 20 27 40

186 11 20 26 40

187 10 19 26 39

188 10 19 25 38

189 10 19 25 37

190 10 18 24 37

191 10 18 24 36

192 9 18 24 35

193 9 17 23 35

194 9 17 23 34

195 9 17 22 34

196 9 16 22 33

SECTION 35 31 26.40 25 Page 13

197 9 16 22 32

198 8 16 21 32

199 8 16 21 31

200 8 15 20 31

201 8 15 20 30

202 8 15 20 30

203 8 15 19 29

204 8 14 19 29

205 8 14 19 28

240 8 14 19 28

290 8 14 19 28

SECTION 35 31 26.40 25 Page 14

A-Stone Gradation (tons)

Stone Density (pcf)

0% Less than(by total quantity wt shown in tons)

0% to 10% Less than (by total quantity wt shown in tons)

40% to 60% Less than (by total quantity wt shown in tons)

100% Less than (by total quantity wt shown in tons)

175 10 19 25 37

176 10 18 24 36

177 9 18 24 36

178 9 17 23 35

179 9 17 23 34

180 9 17 22 33

181 9 16 22 33

182 9 16 21 32

183 8 16 21 31

184 8 15 21 31

185 8 15 20 30

186 8 15 20 30

187 8 15 19 29

188 8 14 19 29

189 7 14 19 28

190 7 14 18 28

191 7 14 18 27

192 7 13 18 27

193 7 13 17 26

194 7 13 17 26

195 7 13 17 25

196 7 12 16 25

197 6 12 16 24

SECTION 35 31 26.40 25 Page 15

198 6 12 16 24

199 6 12 16 23

200 6 12 15 23

201 6 11 15 23

202 6 11 15 22

203 6 11 15 22

204 6 11 14 22

205 6 11 14 21

240 6 11 14 21

290 6 11 14 21

SECTION 35 31 26.40 25 Page 16

B-Stone Gradation (tons)

Stone Density (pcf)

0% Less than(by total quantity wt shown in tons)

0% to 10% Less than (by total quantity wt shown in tons)

40% to 60% Less than (by total quantity wt shown in tons)

100% Less than (by total quantity wt shown in tons)

180 6 10 14 21

181 5 10 14 20

182 5 10 13 20

183 5 10 13 20

184 5 10 13 19

185 5 9 13 19

186 5 9 12 18

187 5 9 12 18

188 5 9 12 18

189 5 9 12 17

190 5 9 11 17

191 4 8 11 17

192 4 8 11 16

193 4 8 11 16

194 4 8 11 16

195 4 8 10 16

196 4 8 10 15

197 4 8 10 15

198 4 7 10 15

199 4 7 10 15

200 4 7 10 14

201 4 7 9 14

202 4 7 9 14

SECTION 35 31 26.40 25 Page 17

203 4 7 9 14

204 4 7 9 13

205 4 7 9 13

240 4 7 9 13

290 4 7 9 13

SECTION 35 31 26.40 25 Page 18

C-Stone Gradation (tons)

Stone Density (pcf)

0% Less than(by total quantity wt shown in tons)

0% to 10% Less than (by total quantity wt shown in tons)

40% to 60% Less than (by total quantity wt shown in tons)

100% Less than (by total quantity wt shown in tons)

165 4 7 10 14

166 4 7 9 14

167 4 7 9 14

168 4 7 9 13

169 4 7 9 13

170 3 6 9 13

171 3 6 8 13

172 3 6 8 12

173 3 6 8 12

174 3 6 8 12

175 3 6 8 12

176 3 6 8 11

177 3 6 7 11

178 3 5 7 11

179 3 5 7 11

180 3 5 7 10

181 3 5 7 10

182 3 5 7 10

183 3 5 7 10

184 3 5 6 10

185 3 5 6 9

186 2 5 6 9

187 2 5 6 9

SECTION 35 31 26.40 25 Page 19

188 2 4 6 9

189 2 4 6 9

190 2 4 6 9

191 2 4 6 8

192 2 4 5 8

193 2 4 5 8

194 2 4 5 8

195 2 4 5 8

196 2 4 5 8

197 2 4 5 8

198 2 4 5 7

199 2 4 5 7

200 2 4 5 7

201 2 4 5 7

202 2 3 5 7

203 2 3 5 7

204 2 3 5 7

205 2 3 5 7

240 2 3 5 7

290 2 3 5 7

d. Rebreaking Stones. Breaking of individual pieces in place by blasting or mechanical methods will not be permitted.

e. Weight Identification. Paint representative stones of the various sizes (0%, 40% to 60%, and 100% for the A-Select classification and 0%, 0%-10%,40% to 60%, and 100% for the A-stone, B-stone, and C-stone classification) to be used for this project with their respective weights and displayed in the quarry and at the job site. The Contractor Quality Control (CQC) System Manager or equivalent and COR must mutually verify on a periodic basis that armor stone gradation requirements are being met. Paint individual weights on each stone.

Mark jetty stones delivered to the storage area to show weight (in tons), and quarry name (if more than 1 quarry is used).

f. Rejected Stone and Residue. Determine the weight of all rejected

SECTION 35 31 26.40 25 Page 20 pieces of stone and residue remaining in the hauling vehicle by reloading and weighing, and deduct such weight from the weight previously determined for payment. Dispose of all rejected stone and residue in an approved manner.

g. Handling Breakage. Any broken stone will be rejected and subtracted from the pay quantity and be disposed of in an approved manner.

2.1.5 Testing Frequency

All stone classifications must have indicated tests run prior to initial delivery. Rerun unit weight testing at 5,000 ton intervals for each type of stone during the Contract or as directed by the COR. At least one test is required from a sample of onsite stones per type of stone.

PART 3 EXECUTION

3.1 JETTY REPAIR FEATURES

3.1.1 General

Repair of the MCR North Jetty consists of placement of jetty stone at the jetty side slopes and the jetty crest to obtain the full repair section shown on the drawings as the Repair Template. The repair activities extend from approximately Station 16+50 to 102+00 and includes blending side slopes of the repairs to meet the existing jetty at the edges of each repair area. Initial work, which involves seating the toe stone, must occur during the low tide windows to expose the existing jetty stone to view.

Excavation and rearrangement (i.e., reworking) of existing jetty stones is required to achieve the Repair Template with maximum interlock of both the existing and new stones. Place all jetty stone by means of a crane, an excavator, a derrick, or other equipment capable of placing stones to the lines, grades, and slopes shown on the drawings.

3.1.2 Jetty Access

Jetty access ramps may be constructed at approximately station 16+50, between stations 40+00 and 43+00 and at approximately station 60+00 to allow equipment access to the crest. The access ramp at station 16+50 must avoid impacting the existing overland tidal area (between stations 18+50 and 20+00). Rework and protect existing jetty stone to create a surface for equipment to drive upon until the beginning of the transition section at station 19+00. Remove the access ramp at Station 16+50 and around station 40+00 upon completion of the project, however, the access ramp around station 60+00 must remain in place. Place 3 jetty stones across the top of the access ramp to block vehicles.

3.1.3 Identification of Repair Areas

The jetty must be repaired if a minimum of 1 layer of new jetty stone can be accommodated within the cross-section template and its tolerances as identified in paragraph STONE PLACEMENT (subparagraph 3.4.1.e). Otherwise the area will not receive new jetty stone placement. The jetty is considered to have significant damage if a contiguous area needing repairs exceeds 50 square feet. First complete repairs where the jetty is significantly damaged, before addressing discrete areas of lesser damage.

At areas where the damage is less than the 50 square foot threshold, the Government will direct the Contractor to make repairs based on the stone quantity available within the limits of this contract. Coordinate with the

SECTION 35 31 26.40 25 Page 21

COR in order to agree on the prioritization of areas to be repaired within a given reach before repair activities have started.

3.1.4 Variable Repair Areas and Re-handling Existing Jetty Armor Stone

Reworking of existing jetty stone will be required to place, interlock, and seat new jetty stone within the repair cross section template. The present damage trend along the repair area is highly variable; some reaches will require significant amount of new armor stone (>2,000 tons/50-ft segment) to re-establish the jetty cross-section and some reaches will need minor repairs (<200 tons/50-ft segment). Because of the variable damage within the project area, many repair areas may require considerable reworking of existing jetty stone to achieve requisite interfacing with new repair armor stone. Cannibalizing "healthy" jetty areas for the purpose of filling in damaged areas will be prohibited.

3.1.5 Protection of Existing Tidal Overflow Area

A Tidal Overflow Area exists on the north side of the jetty between approximately stations 18+50 and 20+00 and is located at elevation +6' NAVD88. The existing access road along the jetty root is at elevation +15' NAVD88 from station 16+00 to 28+00 except at the Tidal Overflow Area.

As-builts of this feature are attached to this contract. This feature must be avoided.

3.1.6 Root Repair and Transition Section, Station 16+50 to 20+00

a. A jetty access ramp is allowed to be constructed somewhere between Station 16+50 and 18+50 to provide access of equipment on top of the jetty crest with interlocked side slopes. Place stone to a crest elevation +20.0 ft NAVD88, and a crest width of 30 feet.

b. Transition the repair template elevation between station 19+00 and 20+00 from +20 feet to +25 feet NAVD88. Move and rearrange existing jetty stone as necessary to allow keying in the new stone to form a tight knit, smooth transition from the existing structure to the new work with no protrusions, notches, or sharp slope changes. Place C-stone in this section.

3.1.7 Jetty Repair Section, Station 20+00 to 55+50

Place C-stone in this section. The toe stones in this section must be the WD size or larger. Place stone to a crest elevation +25.0 ft NAVD88, and a crest width of 30 feet. Place the armor stone with a finished side slope of 1v:1.5H as shown on the drawings. The repair transition to existing side slopes must be smooth with no protrusions, notches, or sharp slope changes.

3.1.8 Jetty Repair Section, Station 55+50 to 98+50

a. Place B-stone in this section. Repairs in this section consist of small holes in the side slopes and are identified on the plan view drawings within the red boundary and are shown on Sheet CS001 Typical Section 1. Place the armor stone with a finished side slope of 1V:1.5H as shown on the drawings. The repair transition to existing side slopes must be smooth with no protrusions, notches, or sharp slope changes.

b. Between stations 60+50 and 63+00, on the north side, sand will be encountered within repair areas where armor stone must be placed. In these areas, excavate the sand away from the existing jetty stones to

SECTION 35 31 26.40 25 Page 22 elevation +5 feet NAVD88. Fill the excavated areas with jetty crest haul road material to elevation +15 feet NAVD88 to create a base for the armor stone, ensuring jetty stone voids are filled as much as practicable. Place the armor stone with a finished side slope of 1V:1.5H to create a finished 30-foot wide crest width at elevation +25 feet NAVD88.

3.1.9 Jetty Head Extension Section, Station 98+50 to 99+00

Between stations 98+50 and 99+00, a jetty head extension must be advanced to transition to the head. Place A-stone with a finished side slope of 1V on 2H, crest width of 40 feet at elevation +25.0 feet NAVD88. Relic armor stone above the final crest elevation in this area must be removed and reused as indicated in the drawings.

3.1.10 Final Jetty Head, Station 99+00 to 102+00

a. Use A-select stone to construct a toe berm with a top width of 18 feet at elevation +6.5 feet NAVD88. The toe berm transitions between station 99+00 and 100+00 from 0 to 18 feet.

b. Use A-stone to construct a head section with a crest width of 40 feet at elevation +25.0 NAVD88 and 1V:2H side slopes. The jetty head will also have a centerline offset to the north (clockwise rotation is at station 99+00 and is not to exceed 3 degrees as shown on the drawings). Build side slopes, including the outer or western end of the repairs, to a stable 1V:2H slope configuration. A minimum of two layers of new armor stone is required. The elevation of the existing relict base stone will vary but on average is level at -5.5 feet NAVD88 from neat lines shown on the drawings. The lowest elevation for new armor stone placement may extend to approximately -6 feet NAVD88. Seat and interlock the new repair stone with the existing stone base.

c. The repair work in the head section is intended to provide a tightly interlocked mass of repair stone which slopes down to the existing stone base and ties the new repair section into the seaward extent of existing stone.

3.2 EQUIPMENT

3.2.1 Hauling Equipment

Plainly mark all hauling equipment with numbers. Weigh empty vehicles at least once a day and at any time after the equipment is modified or repaired in a manner that could affect its weight. The tare weight thus determined will be deducted from the gross weight to determine the net weight of the stone.

3.2.2 Placing Equipment

a. Placing equipment must be capable of placing jetty stone individually without dropping the stone and in such a manner to not displace the underlying material. Stone placing equipment must have adequate safe capacity to repair the jetty to the lines, grades, and slopes shown. Size of equipment should include consideration for handling overweight stones for both newly placed and existing jetty armor stone. Note that the size of some of the existing armor stones presently on the jetty may exceed 30 tons. The selected equipment must be capable of placing the armor stone near its final position before

SECTION 35 31 26.40 25 Page 23 release and be capable of moving the stone if necessary to achieve maximum interlock with adjacent stones. It is essential that all armor stone be placed as dictated by the repair template. The equipment used to place armor stone on the jetty must be capable of securely positioning the toe stone along the lowest point of the template. The horizontal distance from the jetty centerline at Station 101+00 on the finished crest to the toe of the repairs extends approximately 80 feet. The equipment must be capable of turning all stones placed above and below -5 feet NAVD88 at least 90 degrees in the horizontal plane, to the extent necessary for final positioning. The Contractor must sequence the work such that equipment must not be affected by wave action during various phases of tide. Daily inspection of all handling equipment must be conducted. Written or electronic documentation of the inspection must be available for review by the GQAR.

b. Equipment must have mounted software that can track toe stone placement providing XY planar and YZ cross section views (such as

WINOPS).

3.3 PERSONNEL

a. Equipment Operators. The operator of the placing equipment must be experienced in jetty stone placement (larger than 10 ton stones) and be experienced in operating the stone placing equipment as proposed to be used in this Contract work. Submit placement operator's qualifications and certifications. The Government will require that the Contractor replace any operator not capable of placing stone as herein specified.

b. Spotters. The spotter must be physically capable of working on the jetty and must have experience working in the marine environment. All spotters must wear head protection with chin straps when working on the jetty side slopes.

c. Practice rescue techniques on the jetty and have developed plans for water rescue.

3.4 STONE PLACEMENT

3.4.1 General

a. Construction Control. Prior to the placement of stone, establish construction control markers clearly visible and understandable to the equipment operators placing the stone. Stone placement on the jetty's side slopes must be controlled by construction control markers established by the Contractor. Templates or other approved methods to define the limits and slopes must be set up at appropriate intervals so that the stone-placing operator can easily delineate the horizontal and vertical limits of the surfaces of stone to be placed. Construction control markers setup and construction control methods must be reviewed by the COR prior to any placement of repair stone.

b. Placement of Toe Stone. Refer to the typical toe stone placement detail in the drawings. Firmly key in toe stone with existing and new armor stone ensuring face to face contact with adjacent stones, and not face to point or point to point contact. The toe stone must be well seated and securely placed within the existing jetty surface by embedding the new toe stone a half stone dimension below the existing jetty surface. Place toe stone to take advantage of the tides as much as possible to provide the greatest visibility of the completed jetty

SECTION 35 31 26.40 25 Page 24 toe and tie-in to the existing jetty slope. Depths of toe stone placement vary and may extend as low as -3 feet. In some areas, a higher elevation might be preferable to effectively seat the toe stone which may result in side slopes steeper than 1V:1.5H. Efforts must be taken to achieve a side slope as close as 1V:1.5H as possible. Survey each toe stone and submit the x,y,z coordinates.

c. Placement of New Armor Stone. Place stone on the prepared slopes within the limits shown. The finished slopes must present a uniform and regular surface with a side slope not steeper than 1V:1.5H except as required to effectively key in the toe stone in a stable configuration.

Key rock into the existing jetty stone side slopes. Maintain the stone until final acceptance. The position and orientation of each stone should be noted by the stone placing operator and used as a guide to select, orient, and place the next stone. The stone placing operator must have a minimum of five stones to choose from to plan the placement. Pre-selection of stone at the stockpile area must be performed to ensure that various shapes and sizes of stones are available for the stone placing operator to pick from for placement.

Key in the transition from existing stone to new stone to produce maximum interlocking of stone at the beginning station of the work.

(1) Place all stones individually with the long axis of each stone oriented perpendicular to the outer surface with staggered vertical joints, and arranged to secure maximum surface contact and interlock between adjacent stones in order to minimize void size, reduce movement of the stone, and protect underlying stone.

When necessary, set aside stones until a suitable location for each stone is found in order to achieve maximum interlock. No slab-like stone must be placed with its broadest dimension facing out. Place all stone beginning at the bottom of the side slope and then continue up the slope to the crest with overlapping vertical joints.

(2) Casting or dropping of stone or moving by drifting or manipulating down the slope will not be permitted. Placing by methods likely to cause segregation will not be permitted.

Materials that do not meet the specified requirements for size, quality, or distribution of sizes must be removed and replaced with suitable materials at no additional cost to the Government.

(3) The finished work must be a well-distributed mass, free of pockets of either smaller or larger stone with a minimum of voids and a maximum of stone interlocking with stones making contact on all faces.

d. Repair Template Transition and Rehandling of Existing Stone. The transition from repair area to competent existing structure must be continuous (to avoid unraveling of repair area armor stone) for the toe, slope face, and crest areas of repair. Repositioning of existing stone may be required to facilitate a smooth transition. Perform reworking of existing stone within the designated repair areas only when needed:

(1) to achieve stone-stone interlocking with new and existing armor stone,

(2) ensure smooth transition between repaired jetty and existing grade, SECTION 35 31 26.40 25 Page 25

(3) ensure that the appropriate size/shape of armor stone protects the jetty where repair areas transition to the existing grade, and

(4) to gain access to areas along the lower elevation of the repair template.

e. Reworking Limitations. Limit the reworking (or excavation) of the existing jetty grade within the repair areas such that no excavation is greater than 8 feet or extends below +10 feet NAVD88 along the jetty crest. If the existing crest elevation within a repair area is below +10 feet NAVD88, limit excavation of the existing jetty grade to the minimum required for completing repairs.