B.08_Amendment 04 - 35 31 26.40 25_Revised (002).pdf

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.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO T 27 (2014) Standard Method of Test for Sieve Analysis of Fine and Coarse Aggregates

AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)

ANSI Z89.1-2014 Industrial Head Protection

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 C136/C136M (2019) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

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

ASTM D3967 (2016) Standard Test Method for Splitting Tensile Strength of Intact Rock Core Specimens

ASTM D7012 (2014 Method C) Standard Test Methods for Compressive Strength and Elastic Moduli of Intact Rock Core Specimens under Varying States of Stress and Temperatures

OREGON DEPARTMENT OF TRANSPORTATION (ODOT)

00390.11 Class 50 RipRap

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

EM 385-1-1 (2014) Safety and Health Requirements 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 (SPM), Coastal Engineering Research Center, Waterways Experiment Station 1

CONSTRUCTION INDUSTRY RESEARCH AND INFORMATION ASSOCIATION (CIRIA)

CIRIA C683 (2007) The Rock Manual: The Use Of Rock In Hydraulic Engineering

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 01 33 00 , SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Quarry Documentation/Stone Testing ; G

Jetty Access Ramp Plan ; G

Jetty Repair Demonstration Sections ; G

Placement Operator's Qualifications ; G

Proposed Stone Sources ; G

Jetty Crest Haul Road Material Sieve Analysis Test Results ; G

SD-06 Test Reports

Inferior Stone Testing Results ; G

Bedding Material Testing Results ; G

Unit Weight And Absorption ; G

Abrasion ; G

Magnesium Sulfate Soundness ; G

Accelerated Expansion ; G

Wetting And Drying ; G

Freezing And Thawing ; G

Petrographic Examination ; G

X-Ray Analysis ; G

Uniaxial Compressive Strength ; G

Splitting Tensile Strength ; G

1.3 DEFINITIONS

Definitions below are located in REMR-OM-24, with modifications as applied to this project. Additional information can be found in EM 1110-2-1100 , SPMand CIRIA C683 .

1.3.1 Armor Layer

The armor layer is the outer layer of the structure, typically constructed with the largest stones. 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.

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 Bedding Layer

A layer of small graded stone, sometimes with geotextile underneath, placed on the in-situ soil to form a base on which the structure is built. The bedding layer helps reduce structure settlement and lateral movement at the base.

1.3.4 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.

1.3.5 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 confine the channel to a narrow location as well as to prevent sand and other sediments from collecting in the channel and forming shoals.

1.3.5.1 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.

1.3.5.2 Head

The structure's head is the outer end or terminus of a rubble-mound structure. For a jetty, the head is the terminus toward the ocean. To improve stability and improve reliability, the head of a rubble-mound structure may be wider than the structure trunk and may include additional features such as a toe berm.

1.3.5.3 Root

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

1.3.5.4 Trunk

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

1.3.6 Toe Berm

The toe is the lowest section of a side slope at the junction with the foundation. In some cases, the "toe of the side slope" can refer to the lowest stone placed in a repair template along an existing side slope. In both cases, the toe is critical to maintaining the stability and integrity of the side slope and cross section above it. At some repair locations, an outward extension of the side slope, known as a toe berm, is constructed at the toe of the side slope. This extension provides added protection against cross section erosion as well as a first line of defense against wave attack.

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:

https://tidesandcurrents.noaa.gov/stationhome.html?id=9432780 http://www.weather.gov/pqr/barcams http://www.ndbc.noaa.gov https://polar.ncep.noaa.gov/waves/ https://www.ndbc.noaa.gov/station_page.php?station=CHAO3 https://www.ndbc.noaa.gov/station_page.php?station=46229 https://www.ndbc.noaa.gov/station_page.php?station=46015

b. The favorable work season for marine construction is during June through September. October and May can be a transition time from summer- to winter-like conditions. Marine weather and oceanographic conditions at Coos Bay Entrance 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 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 Coos Bay Entrance.

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 -20 feet to +24.5 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 been previously weighed and the weight painted on the stone at an approved certified scale in a manner approved by the Government. Tonnage for each stone must be confirmed prior to placement by certified or otherwise properly calibrated on-deck equipment. Provide proof of certification or calibration through quality control procedures. Jetty stone delivered by barge but not placed directly from the barge will not require on-deck measurement but must be weighed at on-site scales prior to placement.

b. Sea conditions may be hazardous for barge delivery via ocean transit at any time of year. Contractor is advised to exercise extreme caution when scheduling ocean barge shipments. Weather conditions can be particularly hazardous between the months of October and May.

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, haul routes, etc.) are met. Refer to Section 01 10 10.00 25 , CONTRACTOR'S OPERATIONS AND REQUIREMENTS paragraph ACCESS AGREEMENTS AND WORK AREAS for delivery instructions.

1.6 QUARRY

1.6.1 General

The Contractor is responsible for arrangements of quarry permits and rights-of-way, 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.

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.

Provide satisfactory test results dated within the last five years or service records from other Corps of Engineers (COE) projects to determine the acceptability of the stone source. Previous test results must have used a representative sample, as outlined in the "Sampling" paragraph below, and demonstrate the same testing requirements as outlined in paragraph TESTING REQUIREMENTS. 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, uniaxial compressive strength, splitting tensile strength, 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 Government validated testing laboratory. A list of Government validated laboratories can be found at https://mtc.erdc.dren.mil/searchvalidation.aspx .

Summarize stone testing results using the form provided in Attachment A12 and provide the summary table with the laboratory reports submittal.

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 may weigh more than 100 pounds. The presence of the COR or designee during the stone sample selection does 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. Laboratory tests must include specific gravity, absorption, abrasion, accelerated expansion, magnesium sulfate soundness, uniaxial compressive strength, splitting tensile strength, 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 does not constitute approval of all stone from the quarry and in no way changes 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 physical or chemical properties of a stone or rock type from an individual source vary, as determined by visual inspection, field testing and/or laboratory testing, the Contractor may be required to re-do some or all of the required tests for acceptance of that stone or rock type.

The Contractor is responsible for the cost of all re-tests.

e. Failure of Stones. Remove stones failing to meet specific requirements from the off-loading facility or the stockpile area.

Only approved materials or stones may be placed in the jetty. Failed stones that have been procured to site may be used for temporary structures as approved by the COR. Failed stone may be placed in the designated inferior stone disposal area as shown on the Drawings.

Remove all remaining failed stone not placed in designated disposal areas from the site prior to final construction physical completion.

PART 2 PRODUCTS

2.1 SOURCES

2.1.1 General

a. Selection of Source. Submit all proposed stone sources to the COR for approval no later than 120 calendar days after NTP. 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 jetty 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. All stone accepted for use must be as follows:

a. Composed of uniform, 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. Igneous flow breccias, volcanic breccias and other visually variable volcanics 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).

f. Bedding material must conform to Oregon Department of Transportation Standard Specification for Construction (OSSC) paragraph 00390.11 Class 50 Riprap. Material must be processed from naturally occurring gravels or manufactured from quarry stone and must not contain any organic material. Bedding material testing results for requirements specified in OSSC paragraph 00390.11(b) must be submitted for Government approval at least 45 days prior to installation.

2.1.3 Testing Requirements

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

TEST REQUIREMENT

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

Absorption Not more than 3.0 percent

Abrasion - 500 revolutions Not more than 16.0 percent loss (by weight).

TEST REQUIREMENT

Magnesium Sulfate Soundness - 5 cycles

Not more than 10.0 percent loss (by weight)

Accelerated Expansion Not more than 12.0 percent breakdown (by weight) or piece count.

Uniaxial Compressive Strength No less than 5 successful tests per stone source.

Splitting Tensile Strength No less than 5 successful tests per stone source.

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 10.0 percent loss (by weight)

Freezing/Thawing - 100 cycles Not more than 10.0 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) modified as follows:

(1) the test sample must consist of about 5 kg 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 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)

Where MC = moisture content

j. 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.

k. 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.

l. 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.

m. Uniaxial Compressive Strength : Submit Uniaxial Compressive Strength ( ASTM D7012 Method C) test results for each rock type submitted for use as jetty stone. The test sample may be furnished from rock core produced by the contractor or produced in a USACE validated lab from a representative sample of rock which is selected in the presence of the COR and/or designee. The test sample must be rock core that is no less than 2.5" in diameter, 5" in length (1:2 ratio). All core samples must be free of suspicious seams, slaking, laminations, cracks, joints, or deleterious materials that would cause the sample to prematurely break during sample preparation or during sample testing.

n. Splitting Tensile Strength : Submit Splitting Tensile Strength ( ASTM D3967) test results for each rock type submitted for use as jetty stone. The test specimen will be a circular disk with a thickness-to-diameter ratio (t/D) between 0.2 and 0.75. The minimum recommended diameter of this specimen is 2.5". The test sample may be furnished from rock core produced by the contractor or produced in a USACE validated lab from a representative sample of rock, which is selected in the presence of the COR and/or designee. Rock samples collected for this test must be free of suspicious seams, slaking, laminations, cracks, joints, or deleterious materials that would cause the sample to prematurely break during sample preparation or during sample testing. At least ten specimens will be tested to obtain a meaningful average tensile strength value, which must be reported in both pounds per square inch (psi) and megapascal (MPa). If the reproducibility of the test results is good (coefficient of variation less than 5 percent), a smaller number of specimens is acceptable. No less than five successful tests must be performed regardless of test result reproducibility.

2.1.4 Stone Classification

a. Stone Classification. Eight separate stone classifications are used for the jetty repair construction, based on stone size/gradation unit weight and placement location on the jetty.

(1) Reach 1 Armor Stone - Station 80+00 to Jetty End. Minimum unit weight- 175 pcf. Station 80+00 transition Reach 2 Armor Stone to Reach 1 Armor Stone.

(2) Reach 1 Select Armor Stone - Jetty Head Toe Berm Station 82+00 to Jetty End (round head) berm. Minimum unit weight- 180 pcf.

(3) Reach 2 Armor Stone - Station 65+00 to Station 80+00. Minimum unit weight- 175 pcf. Station 65+00 transition Reach 3 Armor Stone to Reach 2 Armor Stone.

(4) Reach 3 Armor Stone - Station 50+00 to Station 65+00. Minimum unit weight- 175 pcf. Station 50+00 transition Reach 4 Armor Stone to Reach 3 Armor Stone.

(5) Reach 4 Armor Stone - Station 40+00 to Station 50+00. Minimum unit weight- 167 pcf. Station 40+00 transition Reach 5 Armor Stone to Reach 4 Armor Stone.

(6) Reach 5 Armor Stone - Station 35+00 to 40+00. Minimum unit weight - 167 pcf.

(7) Reach 4 and 5 Core Stone - Station 35+00 to 46+75. Minimum unit weight - 167 pcf.

(8) Bedding Material - Jetty bedding to support armor stone placement on sand. Use Oregon Department of Transportation Standard Specification for Construction (OSSC) paragraph 00390.11 Class 50 Riprap.

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 unit 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 minimum unit weight listed on the gradation tables and stone requirements outlined in this specification are met. Bedding stone, used between the sand and armor stone units, must meet the OSSC gradation.

(1) The stone gradation can be used as follows: for a Reach 1 Armor stone with a unit weight of 175 pcf, 0 percent to 10 percent of the stones by total weight must be 12 to 23 tons; 30 percent to 50 percent of the stones by total weight must be 23 to 30 tons; 50 percent to 70 percent of the stones by total weight must be 30 to 38 tons; and 100 percent of the stones by total weight must be less than 38 tons.

(2) Armor stones larger than the maximum allowed by the 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 of stone-to-stone interlocking. Segregation of stone weights or shapes within specified areas of the work must be avoided unless approved by the Government.

(3) Armor Stones that have a unit weight greater than the maximum unit weights shown on the gradation tables will have the same gradation as the maximum unit weight.

(4) D50 computed with assumption that stone shape is a cube.

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

Reach 1 Ar mor St one Gr adat i on, Head St at i on 80+00 t o Jet t y End

St one Uni t Wei ght ( pcf )

0% t o 10% ( by t ot al quantity wt . shown i n t ons)

30% t o 50%(by total quantity wt . shown i n t ons)

50% t o 70% ( by t ot al quantity wt . shown i n t ons)

100% Less Than ( by total quant i t y wt .

shown i n t ons)

D50 (ft)

175 12 to 23 23 to 30 30 to 38 38 7.0

176 12 to 22 22 to 30 30 to 37 37 7.0

177 12 to 22 22 to 29 29 to 36 36 6.9

178 11 to 21 21 to 28 28 to 35 35 6.8

179 11 to 21 21 to 28 28 to 35 35 6.8

180 11 to 20 20 to 27 27 to 34 34 6.7 181 11 to 20 20 to 27 27 to 34 34 6.7 182 10 to 20 20 to 26 26 to 33 33 6.6 183 10 to 19 19 to 26 26 to 32 32 6.5 184 10 to 19 19 to 25 25 to 31 31 6.5 185 10 to 18 18 to 25 25 to 31 31 6.4 186 10 to 18 18 to 24 24 to 30 30 6.4 187 9 to 18 18 to 24 24 to 30 30 6.3 188 9 to 17 17 to 23 23 to 29 29 6.3 189 9 to 17 17 to 23 23 to 29 29 6.2 190 9 to 17 17 to 22 22 to 28 28 6.2 191 9 to 16 16 to 22 22 to 27 27 6.1 192 9 to 16 16 to 22 22 to 27 27 6.1 193 8 to 16 16 to 21 21 to 27 27 6.0 194 8 to 16 16 to 21 21 to 26 26 6.0 195 8 to 15 15 to 20 20 to 26 26 5.9 196 8 to 15 15 to 20 20 to 25 25 5.9 197 8 to 15 15 to 20 20 to 25 25 5.9 198 8 to 15 15 to 19 19 to 24 24 5.8 199 8 to 14 14 to 19 19 to 24 24 5.8 200 8 to 14 14 to 19 19 to 23 23 5.7

Reach 1 Sel ect Ar mor St one Gr adat i on, Jet t y Head Toe Ber m St at i on 82+00 t o End

St one Uni t Wei ght ( pcf )

0% t o 10% ( by t ot al quantity wt . shown i n t ons)

30% t o 50% ( by t ot al quantity wt . shown i n t ons)

50% t o 70% ( by t ot al quantity wt . shown i n t ons)

100% Less Than ( by total quantity wt . shown i n t ons)

D50 ( f t )

180 14 to 26 26 to 34 34 to 43 43 7.2

181 13 to 25 25 to 33 33 to 42 42 7.2

182 13 to 25 25 to 33 33 to 41 41 7.1

183 13 to 24 24 to 32 32 to 40 40 7.0

184 13 to 24 24 to 31 31 to 39 39 7.0

185 12 to 23 23 to 31 31 to 38 38 6.9

186 12 to 23 23 to 30 30 to 38 38 6.9

187 12 to 22 22 to 30 30 to 37 37 6.8

188 12 to 22 22 to 29 29 to 36 36 6.8

189 11 to 21 21 to 29 29 to 36 36 6.7

190 11 to 21 21 to 28 28 to 35 35 6.7

191 11 to 21 21 to 27 27 to 34 34 6.6

192 11 to 20 20 to 27 27 to 34 34 6.6

193 11 to 20 20 to 27 27 to 33 33 6.5

194 10 to 20 20 to 26 26 to 33 33 6.5

195 10 to 19 19 to 26 26 to 32 32 6.4

196 10 to 19 19 to 25 25 to 31 31 6.4

197 10 to 19 19 to 25 25 to 31 31 6.3

198 10 to 18 18 to 24 24 to 30 30 6.3

199 10 to 18 18 to 24 24 to 30 30 6.2

200 9 to 18 18 to 23 23 to 29 29 6.2

Reach 2 Ar mor St one Gr adat i on, Jet t y Tr unk St at i on 65+00 t o 80+00

St one Uni t Wei ght ( pcf )

0% t o 10% ( by t ot al quant i t y wt .

shown i n t ons)

30% t o 50% Less Than ( by total quant i t y wt .

shown i n t ons)

50% t o 70% Less Than ( by total quant i t y wt .

shown i n t ons)

100% Less Than ( by total quant i t y wt .

shown i n t ons)

D50 ( f t )

175 10 to 20 20 to 26 26 to 33 33 6.7

176 10 to 19 19 to 26 26 to 32 32 6.6

177 10 to 19 19 to 25 25 to 31 31 6.6

178 10 to 18 18 to 25 25 to 31 31 6.5

179 10 to 18 18 to 24 24 to 30 30 6.5

180 9 to 18 18 to 24 24 to 30 30 6.4

181 9 to 17 17 to 23 23 to 29 29 6.3

182 9 to 17 17 to 23 23 to 28 28 6.3

183 9 to 17 17 to 22 22 to 28 28 6.2

184 9 to 16 16 to 22 22 to 27 27 6.2

185 9 to 16 16 to 21 21 to 27 27 6.1

186 8 to 16 16 to 21 21 to 26 26 6.1

187 8 to 15 15 to 21 21 to 26 26 6.0

188 8 to 15 15 to 20 20 to 25 25 6.0

189 8 to 15 15 to 20 20 to 25 25 5.9

190 8 to 15 15 to 19 19 to 24 24 5.9

191 8 to 14 14 to 19 19 to 24 24 5.9

192 8 to 14 14 to 19 19 to 23 23 5.8

193 7 to 14 14 to 18 18 to 23 23 5.8

194 7 to 14 14 to 18 18 to 23 23 5.7

195 7 to 13 13 to 18 18 to 22 22 5.7

196 7 to 13 13 to 17 17 to 22 22 5.6

197 7 to 13 13 to 17 17 to 21 21 5.6

198 7 to 13 13 to 17 17 to 21 21 5.5

199 7 to 12 12 to 17 17 to 21 21 5.5

200 7 to 12 12 to 16 16 to 20 20 5.5

Reach 3 Ar mor St one Gr adat i on, Jet t y Tr unk St at i on 50+00 t o 65+00

St one Uni t Wei ght ( pcf )

0% t o 10% ( by t ot al quant i t y wt .

shown i n t ons)

30 t o 50% ( by t ot al quant i t y wt .

shown i n t ons)

50 t o 70% ( by t ot al quant i t y wt .

shown i n t ons)

100% Less Than ( by total quant i t y wt .

shown i n t ons)

D50 (ft)

175 6 to 12 12 to 15 15 to 23 23 5.6

176 6 to 12 12 to 15 15 to 23 23 5.5

177 6 to 11 11 to 15 15 to 22 22 5.5

178 6 to 11 11 to 14 14 to 22 22 5.4

179 6 to 11 11 to 14 14 to 21 21 5.4

180 6 to 10 10 to 14 14 to 21 21 5.4

181 5 to 10 10 to 14 14 to 20 20 5.3

182 5 to 10 10 to 13 13 to 20 20 5.3

183 5 to 10 10 to 13 13 to 20 20 5.2

184 5 to 10 10 to 13 13 to 19 19 5.2

185 5 to 9 9 to 13 13 to 19 19 5.1

186 5 to 9 9 to 12 12 to 18 18 5.1

187 5 to 9 9 to 12 12 to 18 18 5.1

188 5 to 9 9 to 12 12 to 18 18 5.0

189 5 to 9 9 to 12 12 to 17 17 5.0

190 5 to 9 9 to 11 11 to 17 17 4.9

191 4 to 8 8 to 11 11 to 17 17 4.9

192 4 to 8 8 to 11 11 to 16 16 4.9

193 4 to 8 8 to 11 11 to 16 16 4.8

194 4 to 8 8 to 11 11 to 16 16 4.8

195 4 to 8 8 to 10 10 to 16 16 4.7

196 4 to 8 8 to 10 10 to 15 15 4.7

197 4 to 8 8 to 10 10 to 15 15 4.7

198 4 to 7 7 to 10 10 to 15 15 4.6

199 4 to 7 7 to 10 10 to 15 15 4.6

200 4 to 7 7 to 10 10 to 14 14 4.6

Reach 4 Ar mor St one Gr adat i on, Jet t y Tr unk St at i on 40+00 t o 50+00

St one Uni t Wei ght ( pcf )

0% t o 10% ( by t ot al quant i t y wt .

shown i n t ons)

3o% t o 50% ( by t ot al quant i t y wt .

shown i n t ons)

50% t o 70% ( by t ot al quant i t y wt .

shown i n t ons)

100% Less Than ( by total quant i t y wt .

shown i n t ons)

D50 (ft)

167 4 to 7 7 to 9 9 to 14 14 4.8

168 4 to 7 7 to 9 9 to 13 13 4.7

169 4 to 7 7 to 9 9 to 13 13 4.7

170 3 to 6 6 to 9 9 to 13 13 4.7

171 3 to 6 6 to 8 8 to 13 13 4.6

172 3 to 6 6 to 8 8 to 12 12 4.6

173 3 to 6 6 to 8 8 to 12 12 4.5

174 3 to 6 6 to 8 8 to 12 12 4.5

175 3 to 6 6 to 8 8 to 12 12 4.4

176 3 to 6 6 to 8 8 to 11 11 4.4

177 3 to 6 6 to 7 7 to 11 11 4.4

178 3 to 5 5 to 7 7 to 11 11 4.3

179 3 to 5 5 to 7 7 to 11 11 4.3

180 3 to 5 5 to 7 7 to 10 10 4.3

181 3 to 5 5 to 7 7 to 10 10 4.2

182 3 to 5 5 to 7 7 to 10 10 4.2

183 3 to 5 5 to 7 7 to 10 10 4.1

184 3 to 5 5 to 6 6 to 10 10 4.1

185 3 to 5 5 to 6 6 to 9 9 4.1

186 2 to 5 5 to 6 6 to 9 9 4.0

187 2 to 5 5 to 6 6 to 9 9 4.0

188 2 to 4 4 to 6 6 to 9 9 4.0

189 2 to 4 4 to 6 6 to 9 9 3.9

190 2 to 4 4 to 6 6 to 9 9 3.9

191 2 to 4 4 to 6 6 to 8 8 3.9

192 2 to 4 4 to 5 5 to 8 8 3.9

193 2 to 4 4 to 5 5 to 8 8 3.8

194 2 to 4 4 to 5 5 to 8 8 3.8

195 2 to 4 4 to 5 5 to 8 8 3.8

196 2 to 4 4 to 5 5 to 8 8 3.7

197 2 to 4 4 to 5 5 to 8 8 3.7

198 2 to 4 4 to 5 5 to 7 7 3.7

199 2 to 4 4 to 5 5 to 7 7 3.7

200 2 to 4 4 to 5 5 to 7 7 3.6

Reach 5 Ar mor St one Gr adat i on, Jet t y Tr unk St at i on 35+00 t o 40+00

St one Uni t Wei ght ( pcf )

0% t o 10% ( by t ot al quant i t y wt .

shown i n t ons)

30% t o 50% ( by t ot al quant i t y wt .

shown i n t ons)

50% t o 70% ( by t ot al quant i t y wt .

shown i n t ons)

100% Less Than ( by total quant i t y wt .

shown i n t ons)

D50 (ft)

167 3 to 6 6 to 7 7 to 11 11 4.4

168 3 to 6 6 to 7 7 to 11 11 4.4

169 3 to 5 5 to 7 7 to 11 11 4.4

170 3 to 5 5 to 7 7 to 10 10 4.3

171 3 to 5 5 to 7 7 to 10 10 4.3

172 3 to 5 5 to 7 7 to 10 10 4.2

173 3 to 5 5 to 6 6 to 10 10 4.2

174 3 to 5 5 to 6 6 to 9 9 4.2

175 2 to 5 5 to 6 6 to 9 9 4.1

176 2 to 5 5 to 6 6 to 9 9 4.1

177 2 to 4 4 to 6 6 to 9 9 4.1

178 2 to 4 4 to 6 6 to 9 9 4.0

179 2 to 4 4 to 6 6 to 8 8 4.0

180 2 to 4 4 to 6 6 to 8 8 3.9

181 2 to 4 4 to 5 5 to 8 8 3.9

182 2 to 4 4 to 5 5 to 8 8 3.9

183 2 to 4 4 to 5 5 to 8 8 3.8

184 2 to 4 4 to 5 5 to 8 8 3.8

185 2 to 4 4 to 5 5 to 8 8 3.8

186 2 to 4 4 to 5 5 to 7 7 3.8

187 2 to 4 4 to 5 5 to 7 7 3.7

188 2 to 4 4 to 5 5 to 7 7 3.7

189 2 to 3 3 to 5 5 to 7 7 3.7

190 2 to 3 3 to 5 5 to 7 7 3.6

191 2 to 3 3 to 4 4 to 7 7 3.6

192 2 to 3 3 to 4 4 to 7 7 3.6

193 2 to 3 3 to 4 4 to 6 6 3.5

194 2 to 3 3 to 4 4 to 6 6 3.5

195 2 to 3 3 to 4 4 to 6 6 3.5

196 2 to 3 3 to 4 4 to 6 6 3.5

197 2 to 3 3 to 4 4 to 6 6 3.4

198 2 to 3 3 to 4 4 to 6 6 3.4

199 2 to 3 3 to 4 4 to 6 6 3.4

200 2 to 3 3 to 4 4 to 6 6 3.4

Reach 4 and 5 Cor e St one Gr adat i on, Jet t y Root Cor e St at i on 35+00 t o 46+75

Stone Density (pcf) 0% to 50% (by total quantity wt shown in pounds)

50% to 70% (by total quantity wt shown in pounds)

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

167 915 to 1830 1830 to 2750 2750

168 895 to 1790 1790 to 2690 2690

169 875 to 1750 1750 to 2630 2630

170 855 to 1710 1710 to 2570 2570

171 835 to 1670 1670 to 2500 2500

172 820 to 1640 1640 to 2460 2460

173 800 to 1600 1600 to 2400 2400

174 785 to 1570 1570 to 2360 2360

175 765 to 1530 1530 to 2300 2300

176 750 to 1500 1500 to 2250 2250

177 735 to 1470 1470 to 2200 2200

178 720 to 1440 1440 to 2160 2160

179 705 to 1410 1410 to 2120 2120

180 690 to 1380 1380 to 2070 2070

181 680 to 1360 1360 to 2040 2040

182 665 to 1330 1330 to 2000 2000

183 650 to 1300 1300 to 1950 1950

184 640 to 1280 1280 to 1920 1920

185 625 to 1250 1250 to 1880 1880

186 615 to 1230 1230 to 1850 1850

187 600 to 1200 1200 to 1800 1800

188 590 to 1180 1180 to 1770 1770

189 580 to 1160 1160 to 1740 1740

190 570 to 1140 1140 to 1710 1710

191 560 to 1120 1120 to 1680 1680

Stone Density (pcf) 0% to 50% (by total quantity wt shown in pounds)

50% to 70% (by total quantity wt shown in pounds)

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

192 550 to 1100 1100 to 1650 1650

193 540 to 1080 1080 to 1620 1620

194 530 to 1060 1060 to 1590 1590

195 520 to 1040 1040 to 1560 1560

196 510 to 1020 1020 to 1530 1530

197 500 to 1000 1000 to 1500 1500

198 495 to 990 990 to 1490 1490

199 485 to 970 970 to 1460 1460

200 475 to 950 950 to 1430 1430

Bedding Material Gradation

OSSC CLASS 50 RIPRAP OR EQUIVALENT

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

a. Repair of the Coos Bay North Jetty consists of placement of jetty stone to rebuild the jetty root, raise portions of the jetty trunk along the jetty crest and side slopes, and reconstruct the jetty head to obtain the full repair section(s) and profile(s) shown on the drawings as the Repair Template. The jetty repair activities extend from Station 65+00 to approximately Station 85+00 and includes blending side slopes of the repairs to meet the existing jetty at the edges of each repair area. Optional work includes repairs to jetty sections from Station 35+00 to Station 65+00. Place all jetty stone by means of a crane, an excavator, a derrick, or other equipment capable of placing stones to the lines, grades, slopes, and quality of placement shown on the drawings and described in these specifications.

b. Reconstruction of relict stone that is within template, but not stable and interlocked, will be required. Seating the toe stones (or the lowest stone in the repair template) must occur during the low tide windows to expose the existing jetty stone to view. Removal and/or 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.

c. Repair work also includes removal of existing inferior quality jetty stone from the jetty side slopes and the jetty crest and replacement with new jetty stone meeting size and quality specifications. Existing inferior quality stone has been determined to not meet the required quality and/or gradation specifications.

Existing inferior quality stone that must be removed, and its on-site disposal location, will be designated by the COR.

3.1.2 Jetty Access

Jetty access ramps may be constructed (in accordance with Contractor's Jetty Access Ramp Plan ) on the land side (north) of the jetty adjacent to the North Jetty staging area and at or above +15 feet NAVD88 elevation to allow equipment access to the crest. Any ramp or road material connected to the access ramp must be removed prior to completing the jetty repair in that area. The contractor is responsible for design, construction, and maintenance of the jetty access ramp. The jetty access ramp design, construction materials and methods must be approved by the COR prior to installation. Jetty access ramps must be blocked and secured from public vehicular access when ramp is not used by Contractor. Remove the access ramps and fill placed during this contract upon completion of the work.

3.1.3 Identification of Repair Areas

a. The jetty must be repaired if a minimum of 1 layer of new jetty stone can be accommodated within the cross-section template, including tolerances, as identified in paragraph STONE PLACEMENT (subparagraph 3.4.1.f). Otherwise the area will not receive new jetty stone placement. The jetty must be repaired to the design template and tolerances in areas where existing inferior jetty stone is removed and replaced with jetty stone meeting size and quality specifications.

The jetty is considered to have significant damage if a contiguous surface 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 COR in order to agree on the prioritization of areas to be repaired within a given reach before repair activities have started. Reconstruction will be required in areas where unstable slopes are identified but no new stone placement is required.

b. Repair areas shown on the plan, profile, and cross-section drawings are based on the 2019 survey. It is anticipated that additional degradation will occur to the jetty before repairs can be accomplished. Anticipated degradation has been factored into the armor stone quantities listed for each CLIN in the Price Schedule.

3.1.4 Variable Repair Areas and Re-handling Existing Armor Stone

a. 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. Because of the variable damage and existing inferior stone within the project area, many repair areas may require considerable reworking of existing jetty stone to achieve requisite interfacing with new repair armor stone.

b. Existing inferior stone removal and replacement with new jetty stone meeting specification is required between Stations 55+00 and 82+00 as shown on the Drawings. The extent of existing inferior stone replacement was estimated based on field observations by Government Representatives. New jetty stone quantities required to replace removed inferior stone are included in the armor stone CLIN quantities needed for Reaches 1 and 2, and Reach 3 between Stations 55+00 and 65+00, measured in cubic yards. The inferior stone must be removed from its present location, weighed, and placed within the project to be payable as described within Section 01 22 00.00 25 , MEASUREMENT AND PAYMENT. Inferior stone removed between Stations 55+00 and 82+00 must be placed in the designated inferior stone disposal area as shown on the Drawings or within the jetty core sections between Stations 35+00 and 47+00 if optional armor stone placement work in these areas is awarded. If used in the interior core of the optional reach, the inferior stone must be interlocked well with the new stone placed and must not be smaller than the repair stone for that reach.

c. Collect a minimum of 15 inferior stone samples prior to scheduled jetty stone armor stone placement. Coordinate the sample collection locations with the GQAR or COR. Samples must be collected across the entire jetty repair length. Submit all samples to a laboratory validated by the Corps of Engineers Material Testing Center (MTC)for determination of a representative bulk average density using ASTM C127 (Modified) method. Submit inferior stone testing results including density results of each sample and bulk density average to the CO for approval no less than 30 days prior to the start of stone placement. The approved bulk density average will be used to convert inferior stone weight to cubic yard volume for measurement and payment purposes.

d. Between Stations 47+00 and 55+00, jetty repairs are to be constructed on top of existing inferior armor stone.

e. Reconstruction work will be required at additional areas of the jetty crest or side slope, which have unstable conditions due to stone bridging, excessive voids or deficient stone-stone interlock, but are currently within the repair template tolerances. These areas have been estimated and included in the Reconstruction of Existing Stone CLINs for Reaches 1 and 2, and Reach 3 between Stations 55+00 and 65+00, measured as square yards. These areas will be verified as construction progresses. Where reconstruction work will take place, the Contractor and GQAR will measure the surface area (in square yards with a Contractor provided measuring tape) before the work begins.

Upon completion, the GQAR will re-measure reconstructed areas to verify the quantity of work completed. Little or no new stone is anticipated to be needed in some reconstruction areas, but the completed work must be as well interlocked and stable as a section of work that receives new stone. Deconstructing "healthy" jetty areas for the purpose of filling in damaged areas will be prohibited.

f. Reconstruction work in Reach 3 from Stations 50+00 to 55+00, and Reaches 4 and 5 is estimated to be minimal and will be considered incidental to the placement of new armor stone and equivalent to rework that is done to accommodate new stone in other areas.

3.1.5 Starting Transition Section, Station 35+00 to 35+50

a. Place Reach 5 Armor Stone within the repair template from Station 35+00 to 35+50 as shown on the drawings and as indicated in paragraph STONE CLASSIFICATION. Reach 4 and 5 - Core Stone must be placed first, followed by twp layers of armor stone. From the existing structure; transition to the repair template crest elevation of +15.5 feet NAVD88, crest width of 20 feet and finished side slopes of 1V:1.5H as shown on the drawings. This transition is to take place over a distance not to exceed 50 feet.

b. When placing repair rock on existing rock, no bedding material is needed. When placing repair rock on accreted sand material, place 36" of bedding material on sand before placing armor stone.

c. In order to secure adequate tie-in of the channel side (south) repair slope with the existing relic stone base, the repair centerline has been shifted north/landward of the jetty control line 10 feet, see drawings.

d. Reconstruction work may be required so that the existing stone can interlock with the new stone being placed. Move and rearrange existing jetty stone as necessary to allow keying in the new stone to form a tight knit, smooth transition from existing structure to the new work with no protrusions, notches, or sharp slope changes.

3.1.6 Reach 5, Station 35+50 to 40+00

a. Place Reach 5 Armor Stone within the repair template from Station 35+50 TO 40+00 on the channel side (south) slope, crest, and land side (north) slope as shown on the drawings and as indicated in paragraph STONE CLASSIFICATION. Reach 4 and 5 Core Stone must be placed first, followed by 2 layers of armor stone. The crest elevation of +15.5 ft NAVD88, crest width of 20 feet, and finished side slopes of 1V:1.5H will remain the same.

b. When placing repair rock on existing rock, no…