PM_4-Amendment_4_Specs.pdf

Port Monmouth Phase II Contract 4, NJ PORTMONPIICT4

SECTION 01 55 26

TRAFFIC CONTROL

12/13

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.

NEW JERSEY DEPARTMENT OF TRANSPORTATION (NJDOT)

NJDOT Specifications (2007; R 2014) Standard Specifications for Road and Bridge Construction

U.S. FEDERAL HIGHWAY ADMINISTRATION (FHWA)

MUTCD, PART 6 (2009) Manual on Uniform Traffic Control Devices - Temporary Traffic Control

New Jersey Department of Transportation (NJDOT)

NJDOT Standard Specification Division 1000-Equipment, Section 1001.02 Portable Variable Message Sign

1.2 SUBMITTALS

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

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

Submit the following preconstruction submittal items no later than 20 calendar days after award or 5 calendar days after Notice to Proceed, whichever is later:

SD-01 Preconstruction Submittals

Traffic Control Plan ; G, RO

The Plan shall be in written form and shall indicate the type and location of all signs, lights, barricades, striping, and barriers to be used for safe passage of vehicular traffic through the project, and for the protection of construction traffic and workers through the project, including traffic along levees, berms, and the borrow and disposal areas. The Plan shall include specific details addressing ingress and egress at all access points with public right of way. The Plan shall indicate conditions and setups for each phase of the Contractor's activities. In no case shall the Contractor begin work until the Plan has been approved. Modifications to the Plan that become necessary shall be submitted in writing for approval. Except in an emergency, no modifications to the approved Plan shall be

SECTION 01 55 26 Page 1 implemented on the project until the Contractor submits and receives approval of such modification.

By-pass roadway plan ; G, RO

For roadway closures with appropriate temporary signs.

1.3 GENERAL REQUIREMENTS

1.3.1 Codes

Work includes the furnishing, erection, relocation, maintenance and eventual removal of temporary signs, barricades, pavement markings, lighting, signals, flaggers and other traffic control devices as may be required for the maintenance and protection of traffic. Traffic control devices and traffic control operations shall be in conformance with the

MUTCD, PART 6 .

1.3.2 Safety

Operations shall be conducted in a manner to insure the convenience and safety of travelers and abutting property owners as well as the safety of the Contractor's employees.

1.3.3 Responsibility

The Contractor has sole responsibility for providing the necessary traffic control devices and taking other appropriate measures for the protection of the public and his personnel. The fact that provisions may be included in the plans and other contract documents, or may be ordered, for the maintenance and protection of traffic during construction, does not relieve the Contractor of his responsibilities. In the absence of specific provisions in the contract plans and specifications, or instructions from the Contracting Officer, additional devices and operational measures as may be considered necessary for the protection of the public and his employees shall be provided.

1.3.4 Cleanup

Temporary traffic control devices installed under this specification shall remain the property of the Contractor and shall be removed from the project after release by the Contracting Officer.

PART 2 PRODUCTS

2.1 MATERIALS

Traffic control devices shall conform to the design, materials, colors, fabrication and installation requirements specified by NJDOT Specifications and the applicable specification as may be modified by this Section.

Traffic control devices, whether new or used, shall be in good working condition and shall be subject to approval. Reflective sheeting of the encapsulated lens grade shall be used on all devices requiring reflectorization.

2.2 ROADWAY MAINTENANCE

Existing and temporary pavements shall be kept in good repairs using the same or materials compatible with the pavement. In general, plant-mixed

SECTION 01 55 26 Page 2 bituminous concrete is suitable for all pavement surfaces. Other suitable material may be used if approved.

PART 3 EXECUTION

3.1 CONSTRUCTION IN GENERAL

During construction, the Contractor shall provide a right-of-way for roads and intersecting access roads. In addition, the Contractor shall provide temporary relocated roads as necessary to provide the required right-of way. The Contractor shall maintain and protect traffic on existing adjacent roadways until the completion of the work along local streets connected to Campbell Avenue and Broadway that include Creek Road, Church Street and Main Street which may or may not be totally inclusive of project requirements. Temporary, limited additional lane closures are subject to approval of the submitted Traffic Control Plan , By-pass roadway plan and obtaining required permits in accordance with the paragraph of this section titled PERMIT REQUIREMENTS. Traffic will be maintained continuously for the duration of the contract and the travelling public shall be protected from all damage to person and property. At least one lane of traffic must be maintained on either Campbell Avenue or Broadway at all times. Temporary total closure to traffic and public access must be developed by the contractor for the areas of work at Campbell Avenue and Broadway subject to the traffic control plan as approved by the Contracting Officer. In no event shall Campbell Avenue and Broadway have total closure to traffic at the same time.

3.1.1 Delay to Traffic

Construction operations shall be conducted to insure a minimum of delay to traffic. Stopping traffic for more than 5 minutes shall not be permitted unless specifically authorized.

3.1.2 Debris

The traveled way shall be maintained free of foreign objects such as spilled earth, rocks, timber, and other items that may fall from transporting vehicles. Materials spilled by or dropped from any vehicle used in the Contractor's hauling operations along or across any public traveled way, both within and outside the project limits, shall be removed immediately.

3.1.3 Dust Control

Dusty conditions resulting from the Contractor's operations shall be corrected by the use of calcium chloride and/or water.

3.1.4 Ingress and Egress

Provide and maintain safe and adequate ingress and egress to and from intersecting highways, private points of access, and other establishment at existing or new access points, consistent with the work, unless otherwise shown on the plans or authorized.

3.1.5 Existing Signage

Existing traffic signs and other traffic control devices within the project limits which are to remain shall be protected from damage by construction operations. Any such items lost or damaged because of

SECTION 01 55 26 Page 3 negligence on the part of the Contractor shall be replaced. Should temporary relocation of any such items be required because of construction operations, they shall be placed as directed.

3.1.6 Parking

The Contractor shall not permit his employees to park their vehicles nor shall he store equipment or materials adjacent to the traveled way or NJDOT rights-of-way where it may be a hazard to traffic. Normally, a clear distance of at least 30 feet from the edge of pavement shall be kept free of any such obstacles unless otherwise authorized.

3.1.7 Hazards

Whenever construction operations near the traveled way result in a hazardous condition to the traveling public, the extent of such operations shall be limited to work that can be performed within a reasonable period of time. Once started, such work shall progress continuously to completion within a reasonable extent of time.

3.1.8 Temporary Traffic Control Devices

Temporary devices shall remain in operation only as long as they are needed for traffic guidance and safety. Only those devices shall be in place as apply to conditions and operations in existence at a particular time. Traffic control devices shall be cleaned, repainted, reflectorized or replaced as necessary to provide adequate visibility and legibility.

3.2 TRAFFIC REGULATIONS

Highway ramps, crossings, approaches to crossings, and NJDOT and local rights-of-way used by the Contractor's equipment, shall be kept clear of debris and excavated material resulting from the Contractor's operations.

Ramps shall be constructed approaching and leaving the highway pavement.

The gross weight of each loaded vehicle using roadways and crossing shall not exceed State and local limits. The roadway at the ramp and crossing sites shall be restored to conditions existing before hauling operations started. If the highway pavement has been damaged as a result of the Contractor's operations, the pavement shall be reconstructed to the proper line and grade in conformance with NJDOT Specifications .

3.3 TRAFFIC CONTROL STANDARDS

Updated NJDOT Standard Specifications for Road and Bridge Construction, Section 159 Traffic Control and associated sections shall also be considered as required and necessary.

3.4 CONSTRUCTION SIGNS

Signs shall be furnished, erected, maintained, moved and removed as required and as directed to adequately and safely inform and direct the traveling public. The number of signs indicated in the MUTCD, PART 6 are a minimum and the Contracting Officer may require additional signs. The Contractor shall have an adequate quantity of these signs on hand prior to starting construction operations for use as required. Sign sizes and details shall conform to the MUTCD, PART 6 or standard models. Signs and markers shall indicate actual existing conditions and shall be moved, removed, relocated, or changed as directed. Signs shall be kept clean and in good condition for the duration of the contract. They shall be mounted

SECTION 01 55 26 Page 4 at the required height on the adequate supports and placed in proper position and alignment so as to give maximum visibility both day and night. During nonworking hours and following the completion of a particular construction operation, all warning signs, except those required to remain for the safety of the public, shall be removed or covered.

3.5 BARRICADES, CONES, AND DRUMS

Barricades, cones, and drums shall be furnished, erected, maintained, moved, replaced, and removed where indicated in the MUTCD, PART 6 , Part VI, or as directed. Where required or directed, construction barricades shall be supplemented either by approved flashing or steady burning lights as appropriate.

3.6 PORTABLE VARIABLE MESSAGE SIGN (VMS)

Provide at least two portable variable message signs (VMS) during the construction phase. The location of the VMS signs shall be approved by the COR/ACO. The VMS signs shall be in accordance with NJDOT Standard Specification for Road and Bridge Construction, Division 1000-Equipment, Section 1001.02 Portable Variable Message Sign. Verify that the VMS signs are operating at all times and providing sufficient information to control and direct the vehicular traffic.

3.7 MAINTENANCE AND PROTECTION OF TRAFFIC

As approved by the Contracting Officer and stated in the Traffic Control Plan the traffic shall be directed by either flaggers or Uniformed Law Enforcement Officers (Police Traffic Directors). Flaggers shall be trained and certified by NJDOT, they shall wear orange vest and helmets and operate the traffic in conformance with the procedure and requirements of NJDOT specifications. Police traffic directors shall be assigned according to the Middletown Township requirements and approved by the Contracting Officer.

ASSIGNMENT OF POLICE

TRAFFIC DIRECTOR, POC

NAME: LIEUTENANT HANSEN

TITLE: TRAFFIC BUREAU COMMANDER

ADDRESS: ONE KINGS HIGHWAY, MIDDLETOWN, NJ 07748

PHONE NUMBER: 732-615-2100 X 2045

3.8 PERMIT REQUIREMENT

The Contractor is responsible for acquiring permits and paying fees required for portable variable message signs (VMS), road closure or opening from Monmouth County or Middletown County or New Jersey Department of Transportation (NJDOT). Point of contact (POC) information is provided below. Permit for regrading Route 36 is included in these specifications. No work shall be commenced without an approved permit.

Road opening permit required for Campbell Avenue and Broadway shall be obtained from Monmouth County. The Contractor shall allow a minimum of 30 calendar days from date of written application to receive permission to close the road.

SECTION 01 55 26 Page 5

MONMOUTH COUNTY POC NAME: ROBERT E. DICKERSON (HIGHWAY)

PHONE NUMBER: 732-431-6550 X7572

EMAIL: ROBERT.DICKERSON@CO.MONMOUTH.NJ.US

MIDDLETOWN TOWNSHIP POC NAME: TED MALONEY

PHONE NUMBER: 732-615-2259

EMAIL: TMALONEY@MIDDLETOWNNJ.ORG

-- End of Section --

SECTION 01 55 26 Page 6

Amendment 0004

SECTION 02 01 51

VIBRATION MONITORING

PART 1 GENERAL

1.1 SUBMITTALS

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

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

SD-01 Preconstruction Submittals

Vibration Control Specialist ; G, DO Vibration Control Specialist Alternate ; G, DO Vibration Monitoring Technician(s) ; G, DO Structural Inspection/Evaluation Engineer ; G, DO

Within 14 calendar days after Notice of Award, submit qualifications for the Vibration Control Specialist and his Alternate; Vibration Monitoring Technician(s); and, Structural Inspection/Evaluation Engineer. Refer to qualifications in paragraph PERSONNEL QUALIFICATIONS below for each person.

Pre-Construction Structural Survey ; G, DO

Within 45 calendar days after Notice of Award and prior to mobilization of equipment, submit 3 copies of the Pre-Construction Structural Survey. Refer to requirements in paragraph PRE-CONSTRUCTION STRUCTURAL SURVEY below.

Vibration Control Plan ; G, DO

Within 60 calendar days after Notice of Award and prior to mobilization of equipment, submit 3 copies of a Vibration Control Plan. Submit the Vibration Control Plan for compliance with the requirements in paragraph VIBRATION CONTROL PLAN below. The Plan shall include, but not be limited to, the following:

a. List of structures that are susceptible to vibration and noise damage, and existing structures that require monitoring of existing cracks.

b. Number of monitors (seismographs, strain gauges, movement gauges, and noise monitors, for example) required for the project and location of monitors that will operate simultaneously in each work area.

c. Calibration data for each seismograph, strain gage, movement gauge, and noise monitor that will be used for the project. Calibrations shall be current, not older than one year, and follow the manufacturer's recommended procedures.

SECTION 02 01 51 Page 1

d. List of methods and procedures to reduce ground and noise vibrations induced by construction activities to below the pre-determined maximum allowable vibration level for the designated vibration sensitive structure(s); i.e., reducing equipment speed, changing fill placement method, reducing equipment size, and using manual labor.

e. Plan for each work area showing the proposed construction equipment in the area, the description of susceptible structure(s) in the work area, monitors in the work area, and the list of methods and procedures in subparagraph d. above.

f. The minimum safe working distance that vibration and noise producing equipment may operate from each vibration and noise sensitive structure(s).

g. The maximum allowable ground and noise vibration level and movement gage distance that is permissible without causing threshold damage to each vibration and noise sensitive structure(s) and strain/movement gauge locations.

SD-06 Test Reports

Vibration Monitoring Report

Submit a Vibration Monitoring Report every 2 weeks for compliance with the requirements in paragraph VIBRATION MONITORING REPORT below. Submit the Vibration Monitoring Report and the Daily Instrument Logs concurrently.

Daily Instrument Logs

Submit the Daily Instrument Logs every 2 weeks for compliance with the requirements in paragraph DAILY INSTRUMENT LOGS below.

Submit the Daily Instrument Logs and the Vibration Monitoring Report concurrently.

Post-Construction Structural Survey ; G, DO

Submit 3 copies of the Post-Construction Structural Survey within 15 calendar days after completion of the inspection.

Submit the Post-Construction Structural Survey for compliance with the requirements in paragraph POST-CONSTRUCTION STRUCTURAL SURVEY below.

1.2 PERSONNEL QUALIFICATIONS

1.2.1 Vibration Control Specialist

The Vibration Control Specialist shall have a background in structural and/or geotechnical engineering, a minimum of three years of demonstrated experience in vibration monitoring and related work, and be a registered professional engineer or registered professional geologist in the State of New Jersey. The Vibration Control Specialist Alternate may serve in the event of the Vibration Control Specialist's absence. The Vibration Control Specialist's absence shall not exceed one week at any one time and not more than fifteen workdays during a calendar year. The requirements for the alternate are the same as for the Vibration Control Specialist.

The Vibration Control Specialist shall be designated in the Vibration

SECTION 02 01 51 Page 2

Control Plan.

1.2.2 Vibration Monitoring Technician(s)

Personnel responsible for operation, maintenance and calibration of seismographs, movement gauges, and noise monitors shall have a minimum of three years of demonstrated experience in vibration monitoring and related work.

1.2.3 Structural Inspection/Evaluation Engineer

Structural inspections shall be performed by professional structural engineers registered in the State of New Jersey with a minimum of three years of demonstrated experience in structural condition inspections. The Structural Inspection Engineer shall have responsibility for pre-construction and post-construction structural surveys. The Structural Inspection Engineer shall be designated in the Vibration Control Plan.

1.2.4 Organizational Changes

When it is necessary to make changes to personnel, resubmit qualifications in accordance with paragraph SUBMITTALS above.

PART 2 PRODUCTS (NOT APPLICABLE)

PART 3 EXECUTION

3.1 VIBRATION CONTROL PROGRAM

Implement a program that protects existing structures from damages that result from construction equipment operations and vibrations. The purpose of the program is to avoid damages and potential claims that allege damages were caused by construction activities. The Contractor is responsible to document pre-existing conditions, to avoid damaging existing structures that were determined to be susceptible to vibration damage, and to avoid damaging existing structures that were not determined to be susceptible to vibration damage; related responsibilities include inspection, damage claims, and work stoppage that results from monitoring.

The Contractor's attention is called to Clauses PERMITS AND RESPONSIBILITIES and PROTECTION OF EXISTING VEGETATION, STRUCTURES, EQUIPMENT, UTILITIES AND IMPROVEMENTS of Section 00 72 00 CONTRACT CLAUSES of this contract that define the Contractor's responsibilities. The Contractor shall process any claim arising from his operation; in particular, all property damage claims shall be acknowledged by the Contractor (or his agent) immediately, and the claimed damage inspected within 30 calendar days following initial notification, and processed to a conclusion (honored, denied, or compromised) within 90 calendar days after completion of the contract; but, in no case shall the claim(s) remain unresolved for a period exceeding six months.

3.2 PRE-CONSTRUCTION STRUCTURAL SURVEY

Inspect existing structures within 300 feet from Contractor's site operations, access bridge limits, access roadways, laydown and work limits as to their potential susceptibility to vibration damage from construction equipment induced ground and noise vibration, equipment and material weight. Visible structural and/or cosmetic damage to structures, or any component of structures, houses, buildings, exterior walls, foundations, SECTION 02 01 51 Page 3 decks, pools, roadways, paver stones, bulkheads and seawalls shall be documented by photographs, videos, sketches, and field notes.

Factors to consider in determining potential susceptibility shall include but not be limited to: foundation design; foundation conditions; visible existing cracks, soils testing data; construction handling and transporting of reef blocks and reef mats; structural condition including construction materials; past damage history and existing stresses (known cracks shown on plans), magnitude, frequency, and duration of predicted vibrations from construction equipment and their loaded, operational weight, and distance from stone and concrete placement.

Inspect all existing structures, within 300 feet, from Contractor's site operations and nearby structures which are determined to be vibration sensitive. Any damage found shall be documented thoroughly by binders organized to exhibit photographs (supplemented with video as necessary), sketches of visible structural and/or cosmetic damage, and field notes.

Photographs shall be at least 3- by 5-inch (or digital) and shall provide a detailed visual explanation of the damage. Include a reference scale in each close-up photograph. Sketches shall show the general damage location and extent. All inspection items shall be indexed and cross-referenced and shall use the stationing and locations shown on the contract drawings. Include hotel/motel names and addresses where applicable.

Structural damage shall be additionally documented by measuring crack or damage size, width, and length. Every effort shall be made to inspect and document the condition of the structure's interior where the building has been determined to be extremely susceptible to vibration damage.

Structure(s) determined not to be susceptible to vibration damage shall be noted as such.

All accessways, easements and work areas shall also be surveyed. This survey shall include: utilities, landscaping, surfaces, seawalls, roads, bridges, buildings, sidewalks, and any stormwater outfalls.

3.3 VIBRATION CONTROL PLAN

Use the results of the Pre-Construction Structural Survey to develop the Vibration Control Plan. The Plan shall include procedures to monitor vibration and noise sensitive structures, adjust daily mobilization and demobilization activities, and alter construction operations. The Plan shall include the appropriate tolerable ground vibration level and noise vibration level for each structure that has been determined to be susceptible to vibration damage. Should ground or noise vibrations equal or exceed the pre-determined maximum vibration level(s), construction operations shall be halted, the Contracting Officer shall be notified, and corrective measures shall be taken in accordance with the approved Plan.

The minimum safe working distance that vibration producing equipment may operate from each vibration sensitive structure shall be documented in the Plan.

The maximum allowable ground and noise vibration level that is permissible without causing threshold damage to each vibration sensitive structure shall be documented in the Plan. Threshold damage is defined as the occurrence of cosmetic damage.

Each seismograph and/or noise monitor shall have the capability to measure peak particle velocity and frequency and shall be equipped with an alarm system to alert the on-site Vibration Control Specialist that ground

SECTION 02 01 51 Page 4 vibrations are approaching the maximum tolerable ground vibration level.

Strain and movement gages shall be implemented and monitored at critical stress cracks along vibration sensitive structures. Alarms shall be installed. Strain and movement gage activity shall be monitored and reported under the same conditions as the vibration and noise monitors.

Seisomograph and/or noise monitors shall be relocated by the Contractor at the discretion of the ACO. The Contractor shall provide the Government with access to real-time monitoring data.

The Contractor's personnel responsible for implementation of the Plan is hereinafter called Vibration Control Specialist. The Vibration Control Specialist shall be on the site during mobilization, demobilization and operation of stone and concrete placement equipment. and the Vibration Monitoring Technician shall be available whenever vibrations can be produced by construction activities.

3.4 DAILY INSTRUMENT LOGS

Daily instrument logs shall document satisfactory performance of the equipment during monitoring periods. Strip charts shall be documented daily with monitoring station number, date, technician signature, and instrument serial number.

3.5 VIBRATION MONITORING REPORT

The monitoring report shall detail the daily activities of the vibration monitoring program. This report shall include, but not be limited to, locations of monitoring equipment; instrument serial number; date and times of readings; magnitude of vibration levels; a sketch and photograph (3- by 5-inch) of each monitoring station showing the relationship of the monitor to vibration sensitive structures; daily instrument logs;

instructions transmitted to the Contractor's personnel regarding the modification or stoppage of work operations to keep vibrations below the allowable levels; description of complaint(s); and, any other information pertinent to the vibration monitoring program.

3.6 POST-CONSTRUCTION STRUCTURAL SURVEY

Immediately after completion of work, conduct a post-construction inspection of the structures previously inspected under the Pre-Construction Structural Survey. Documentation procedures shall be identical to those performed under the Pre-Construction Structural Survey. Changes or deviations from the pre-construction inspection conditions in any structure shall be identified and described in the inspection documentation. All citizen complaints and remedies that occurred during all project activities shall be summarized and included in the report.

SECTION 02 01 51 Page 5

SECTION 31 00 00

EARTHWORK

08/08

PART 1 GENERAL

1.1 SCOPE

The work covered by this section consists of furnishing all plant, labor, equipment, and materials, and performing all operations necessary for fill placement and compaction for the project and all other fill placement incidental to the construction of the embankments and floodwalls as specified herein or as shown on the drawings.

1.2 CRITERIA FOR BIDDING

Base bids on the following criteria:

a. Surface elevations are as indicated.

b. Pipes or other artificial obstructions, except those indicated, will not be encountered.

c. Ground water elevations indicated by the boring log were those existing at the time subsurface investigations were made and do not necessarily represent ground water elevation at the time of construction. Ground water elevation is 1 to 3 feet below existing surface elevation.

e. Material character is indicated by the boring logs.

f. Hard materials will not be encountered in most of the excavations.

1.3 REFERENCES

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

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO T 180 (2010) Standard Method of Test for Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop

AASHTO T 224 (2010) Standard Method of Test for Correction for Coarse Particles in the Soil Compaction Test

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA C600 (2010) Installation of Ductile-Iron Water Mains and Their Appurtenances

SECTION 31 00 00 Page 1

ASTM INTERNATIONAL (ASTM)

ASTM A139/A139M (2004; R 2010) Standard Specification for Electric-Fusion (ARC)-Welded Steel Pipe (NPS 4 and over)

ASTM A252 (2010) Standard Specification for Welded and Seamless Steel Pipe Piles

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

ASTM D1140 (2014) Amount of Material in Soils Finer than the No. 200 (75-micrometer) Sieve

ASTM D1556 (2007) Density and Unit Weight of Soil in Place by the Sand-Cone Method

ASTM D1557 (2012) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D1586 (2011) Penetration Test and Split-Barrel Sampling of Soils

ASTM D2167 (2008) Density and Unit Weight of Soil in Place by the Rubber Balloon Method

ASTM D2216 (2010) Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

ASTM D2487 (2011) Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D2937 (2010) Density of Soil in Place by the Drive-Cylinder Method

ASTM D422 (1963; R 2007; E 2014; E 2014)

Particle-Size Analysis of Soils

ASTM D4318 (2010; E 2014) Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D6938 (2010) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

ASTM D698 (2012; E 2014) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft. (600 kN-m/cu. m.))

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

EPA SW-846.3-3 (1999, Third Edition, Update III-A) Test Methods for Evaluating Solid Waste:

Physical/Chemical Methods

SECTION 31 00 00 Page 2

1.4 DEFINITIONS

1.4.1 Embankment

The terms "levee" or "embankment" as used in these specifications are defined as the earth and rock fill portions of the levee structure or other fills related to the levee structure. "Backfill" as used in this section is defined as that fill material which cannot be placed around or adjacent to a structure until the structure is completed or until a specified time interval has elapsed after completion.

1.4.2 Degree of Compaction

Degree of compaction required, except as noted in the second sentence, is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D1557 abbreviated as a percent of laboratory maximum density. Since ASTM D1557 applies only to soils that have 30 percent or less by weight of their particles retained on the 3/4 inch sieve, express the degree of compaction for material having more than 30 percent by weight of their particles retained on the 3/4 inch sieve as a percentage of the maximum density in accordance with AASHTO T 180 and corrected with AASHTO T 224 . To maintain the same percentage of coarse material, use the "remove and replace" procedure as described in NOTE 8 of Paragraph 7.2 in AASHTO T 180 .

1.4.3 Topsoil

Material suitable for topsoils obtained from offsite areas excavations is defined as: Natural, friable soil representative of productive, well-drained soils in the area, free of subsoil, stumps, rocks larger than one inch diameter, brush, weeds, toxic substances, and other material detrimental to plant growth. Amend topsoil pH range to obtain a pH of 5.5 to 7.

1.4.4 Hard/Unyielding Materials

Hard/Unyielding materials comprise weathered rock, dense consolidated deposits, or conglomerate materials which are not included in the definition of "rock" with stones greater than 3 inch in any dimension or as defined by the pipe manufacturer, whichever is smaller. These materials usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal.

1.4.5 Pile Supported Structure

As used herein, a structure where both the foundation and floor slab are pile supported.

1.5 SYSTEM DESCRIPTION

Subsurface soil boring logs are included in Section 00 90 03 . The subsoil investigation report and samples of materials taken from subsurface investigations may be examined at the NAB Materials and Investigations Unit, Fort McHenry, Baltimore, MD. These data represent the best subsurface information available; however, variations may exist in the subsurface between boring locations.

SECTION 31 00 00 Page 3

1.5.1 Blasting

Blasting will not be permitted.

1.5.2 Dewatering Work Plan

Submit procedures for accomplishing dewatering work.Calculations shall include data, assumptions and references used and be certified by a registered Professional Engineer in the State of New Jersey.

1.6 SUBMITTALS

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

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

SD-01 Preconstruction Submittals

Dewatering Work Plan ; G, RO

SD-03 Product Data

Utilization of Excavated Materials ; G Opening of any Excavation or Borrow Pit ; G, RO

Procedure and location for disposal of unused satisfactory material. Procedure and location for disposal of unsatisfactory material. Proposed source of borrow material and related material testing. Notification of encountering rock in the project. Advance notice on the opening of excavation or borrow areas.

SD-06 Test Reports

Testing

Borrow Site Testing

Within 48 hours of conclusion of physical tests, submit 3 copies of test results, including calibration curves and results of calibration tests.

SD-07 Certificates

Testing

PART 2 PRODUCTS

2.1 Soil Materials

2.1.1 Satisfactory Materials

Any materials classified by ASTM D2487 as GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, SM, SP-SM, or SP used in the construction of this project shall be free of debris, roots, wood, scrap material, vegetation, refuse, soft unsound particles, and frozen, deleterious, or objectionable materials. Unless specified otherwise, the maximum particle diameter shall be one-half the lift thickness at the intended location up to a maximum of 3 inches. Materials for embankment and backfill construction will be

SECTION 31 00 00 Page 4 obtained from sources provided by the Contractor and from commercial sources. Materials obtained from common excavation which meet the requirements for random earth or structural fill materials, or which can be processed to meet the requirements for these materials, as specified herein, may be utilized in the appropriate zones of the embankment. All roots, limbs, and wood splinters shall be removed from embankment materials. Materials containing sod or other organic or perishable material shall not be used in the embankment. The Contractor shall submit to the Contracting Officer the source or sources from which he the Contractor intends to obtain materials for embankment construction. It shall be the responsibility of the Contractor to obtain Federal, State, and local permits which may be required for excavation and reclamation of any borrow areas. Where reclamation of the borrow area is required, a copy of the plan and procedures to be utilized for reclamation shall be furnished to the Contracting Officer.

2.1.2 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials. Unsatisfactory materials also include man-made fills, trash, refuse, or backfills from previous construction. Unsatisfactory material also includes material classified as satisfactory which contains root and other organic matter, frozen material, and stones larger than 3 inches .

The Contracting Officer shall be notified of any contaminated materials.

2.1.3 Cohesionless and Cohesive Materials

Cohesionless materials include materials classified in ASTM D2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as GC.

Materials classified as GM and SM shall be identified as cohesionless only when the fines are nonplastic (plasticity index equals zero). Materials classified as GM and SM will be identified as cohesive only when the fines have a plasticity index greater than zero.

2.1.4 Expansive Soils

Soils that have a plasticity index equal to or greater than 13 when tested in accordance with ASTM D4318.

2.1.5 Select Gravel Fill

Select gravel fill will be required for the gravel adjacent to the floodwall and shall be obtained by the Contractor. Provide materials classified as GP or GW by ASTM D2487 where indicated. The liquid limit of such material shall not exceed 40 percent when tested in accordance with ASTM D4318. The plasticity index shall not be greater than 0 percent when tested in accordance with ASTM D4318, and not more than 5 percent by weight shall be finer than No. 200 sieve when tested in accordance with ASTM D1140. The select gravel fill be determined by a registered Professional Engineer in the State of New Jersey in accordance with Appendix D of EM 1110-2-1913 or another approved method. The gradation may change throughout the jobsite as needed. This determination shall be submitted to the Government for approval. The following gradation shall be used for bidding purposes only.

SECTION 31 00 00 Page 5

Sieve Size Percent Passing by Weight

1-1/2" 100

1" 90 - 100

1//2" 65 - 95

3/8" 45 - 85

No. 4 20 - 45

No. 30 0 - 15

No. 200 0 - 5

2.1.6 Select Earth Fill Material

Select earth fill will be required for the earth embankment and shall be obtained by the Contractor. The select earth fill materials shall have a plasticity index (PI) between 5 and 50 as determined by ASTM D 4318 testing method. The select earth fill shall be well graded having a maximum particle size not exceeding 1/2 of the placement lift thickness up to a maximum of 3 inches in diameter and not less than 35% by weight passing a Standard No. 200 sieve. The select earth fill shall consist of materials meeting the above requirements and classified in ASTM D 2487 as clays (CL), silty or sandy clays (CL-ML, CL); silts (ML), clayey sands (SC), or clayey gravels (GC). All stones and rock fragments exceeding 2/3 of the placement lift thickness shall be removed at the source prior to hauling to the fill. Uniform silts or sands, soft organic soils, frozen materials, or other soils deemed unsuitable by the Contracting Officer shall not be utilized in the select earth fill. Uniform silts or sands are defined as silts and sands with a uniformity coefficient (Cu=D60/D10) which is less than 6.

2.1.7 Select Granular Fill Material

Select granular fill will be required for the sand material adjacent to the floodwall and for the sand toe drain in the levee section and shall be obtained by the Contractor. Provide materials classified as SP or SW by ASTM D2487 where indicated. The liquid limit of such material shall not exceed 40 percent when tested in accordance with ASTM D4318. The plasticity index shall not be greater than 0 percent when tested in accordance with ASTM D4318, and not more than 5 percent by weight shall be finer than No. 200 sieve when tested in accordance with ASTM D1140. The select granular fill be determined by a registered Professional Engineer in the State of New Jersey in accordance with Appendix D of EM 1110-2-1913 or another approved method. The select granular fill must meet filter criteria for the native soil, embankment fill, and the select gravel fill as applicable. The gradation may change throughout the jobsite as needed.

SECTION 31 00 00 Page 6

This determination shall be submitted to the Government for approval. The following gradation shall be used for bidding purposes only.

Sieve Size Percent Passing by Weight

No. 4 95-100

No. 8 80 - 100

No. 16 50 - 85

No. 30 25 - 65

No. 50 10 - 30

No. 100 0 - 10

No. 200 0 - 5

2.2 REQUIREMENTS FOR OFFSITE SOILS

Test offsite soils brought in for use as backfill for Total Petroleum Hydrocarbons (TPH), Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and full Toxicity Characteristic Leaching Procedure (TCLP) including ignitability, corrosivity and reactivity. Backfill shall contain a maximum of 100 parts per million (ppm) of total petroleum hydrocarbons (TPH) and a maximum of 10 ppm of the sum of Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and shall pass the TCPL test. Determine TPH concentrations by using EPA 600/4-79/020 Method 418.1. Determine BTEX concentrations by using EPA SW-846.3-3 Method 5030/8020. Perform TCLP in accordance with EPA SW-846.3-3 Method 1311 . Provide borrow site testing for TPH, BTEX and TCLP from a composite sample of material from the borrow site, with at least one test from each borrow site. Fill must be additionally tested for potential chemical contaminants. The testing requirement is for Priority Pollutants (PP+40). All soils exhibiting chemical levels exceeding NJDEP Residential Direct Contact Soil Cleanup Criteria must not be used at this site. Do not bring material onsite until tests have been approved by the Contracting Officer.

2.3 BURIED WARNING AND IDENTIFICATION TAPE

Provide polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines. Provide tape on rolls, 6 inches minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Provide permanent color and printing, unaffected by moisture or soil.

SECTION 31 00 00 Page 7

Warning Tape Color Codes

Red Electric

Yellow Gas, Oil; Dangerous Materials

Orange Telephone and Other Communications

Blue Water Systems

Green Sewer Systems

White Steam Systems

Gray Compressed Air

2.3.1 Warning Tape for Metallic Piping

Provide acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above, with a minimum thickness of 0.003 inch and a minimum strength of 1500 psi lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.

2.3.2 Detectable Warning Tape for Non-Metallic Piping

Provide polyethylene plastic tape conforming to the width, color, and printing requirements specified above, with a minimum thickness of 0.004 inch , and a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Manufacture tape with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 3 feet deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.4 DETECTION WIRE FOR NON-METALLIC PIPING

Insulate a single strand, solid copper detection wire with a minimum of 12

AWG.

2.5 PIPE CASING

2.5.1 Casing Pipe

ASTM A139/A139M , Grade B, or ASTM A252, Grade 2, smooth wall pipe. Match casing size to the outside diameter and wall thickness as indicated.

Protective coating is not required on casing pipe.

2.5.2 Spacers

Casing spacers shall be non-metallic and manufactured of preformed sections of high-density polyethylene. Spacers shall conform to ISO 9001:2015 quality management reporting and certified for strength and quality. The spacers require projection type perimeter surfaces with a minimum number of projections equal to the circumference diameter in inches. Spacing between spacer rings (span) shall be calculated based on the actual weight of pipe filled with liquid. Spacing shall not exceed 10 feet / 3 meters. Verify manufacturer's load carrying capacity for each

SECTION 31 00 00 Page 8 type of spacer used. Require spacer thickness to permit the pipe bell contain clear space to inner surface of pipe casing. Casing spacers shall be installed using double backed tape and fastened tightly to the carrier pipe.

PART 3 EXECUTION

3.1 STRIPPING OF TOPSOIL

In all areas where excavation is to occur or where fill is to be placed, strip topsoil to a depth of f of 12 inches . Spread topsoil on areas already graded and prepared for topsoil, or transport and deposit in stockpiles convenient to areas that are to receive application of the topsoil later, or at locations indicated or specified. Keep topsoil separate from other excavated materials, brush, litter, objectionable weeds, roots, stones larger than 1 1/2 inches in diameter, and other materials that would interfere with planting and maintenance operations.

Remove from the site any surplus of topsoil from excavations and gradings.

3.2 Additional Geotechnical Exploration

As soon as practical after notice to proceed, perform soil borings to verify the geotechnical recommendations. The Contractor shall complete the number of soil borings as shown on the plans. The Contractor shall hire a geotechnical engineering firm with at least 5 years of experience in drilling, sampling, and boring log production to complete these borings.

The borings shall be accomplished using the Standard Penetration Test (SPT) Procedure per ASTM D1586 using a 1-3/8 inch ID x 2 foot 8 inch long split spoon sampler. Sample spoons shall be advanced automatically by a 140 pound hammer dropped 30 inches. Testing shall be accomplished at 2.5' intervals to a total depth of 65 90 feet. These explorations shall be completed and the results submitted to the Contracting Officer for review at a minimum of 20 days before the start of fill or excavation activities.

The boring logs shall be prepared in a format similar to the logs shown in Section 00 09 03 BORING DATA. The Contractor shall retain all soil samples collected for a period of one year after completion of the soil borings and shall provide any soil samples, at no additional charge, to the Government at the request of the Contracting Officer.

3.2.1 Toe Drain Gradation

Perform additional sampling during excavation of the toe trench to determine the needed gradation of select granular material and select gravel fill as specified above. Samples shall be taken at a rate of at least one sample per 100 linear feet of trench. Samples locations shall be chosen by the Contractor's geotechnical engineering personnel or at the direction of the Contracting Officer.

3.3 SELECTION OF BORROW MATERIAL

Select borrow material to meet the requirements and conditions of the particular fill or embankment for which it is to be used. Obtain borrow material from the borrow areas selected by the Contractor or from approved private sources. Unless otherwise provided in the contract, the Contractor is responsible for obtaining the right to procure material, pay royalties and other charges involved, and bear the expense of developing the sources, including rights-of-way for hauling from the owners. Unless specifically provided, do not obtain borrow within the limits of the

SECTION 31 00 00 Page 9 project site without prior written approval. Consider necessary clearing, grubbing, and satisfactory drainage of borrow pits and the disposal of debris thereon related operations to the borrow excavation.

3.4 OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS

Notify the Contracting Officer sufficiently in advance of the opening of any excavation or borrow pit or borrow areas to permit elevations and measurements of the undisturbed ground surface to be taken. Except as otherwise permitted, excavate borrow pits and other excavation areas providing adequate drainage. Transport overburden and other spoil material to designated spoil areas or otherwise dispose of as directed.

Provide neatly trimmed and drained borrow pits after the excavation is completed. Ensure that excavation of any area, operation of borrow pits, or dumping of spoil material results in minimum detrimental effects on natural environmental conditions.

3.5 GRADING AREAS

Where indicated, divide work into grading areas within which satisfactory excavated material will be placed in embankments, fills, and required backfills. Do not haul satisfactory material excavated in one grading area to another grading area except when so directed in writing. Place and grade stockpiles of satisfactory and unsatisfactory as specified. Keep stockpiles in a neat and well drained condition, giving due consideration to drainage at all times. Clear, grub, and seal by rubber-tired equipment, the ground surface at stockpile locations; separately stockpile excavated satisfactory and unsatisfactory materials. Protect stockpiles of satisfactory materials from contamination which may destroy the quality and fitness of the stockpiled material. If the Contractor fails to protect the stockpiles, and any material becomes unsatisfactory, remove and replace such material with satisfactory material from approved sources.

3.6 GROUND SURFACE PREPARATION

3.6.1 General Requirements

Remove and replace unsatisfactory material with satisfactory materials, as directed by the Contracting Officer Officer's Representative , in surfaces to receive fill or in excavated areas. Scarify the surface to a depth of 6 inches before the fill is started. Plow, step, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so that the fill material will bond with the existing material. When subgrades are less than the specified density, break up the ground surface to a minimum depth of 6 inches , pulverizing, and compacting to the specified density. When the subgrade is part fill and part excavation or natural ground, scarify the excavated or natural ground portion to a depth of 12 inches and compact it as specified for the adjacent fill.

3.6.2 Frozen Material

Do not place material on surfaces that are muddy, frozen, or contain frost. No fill may contain ice or any frozen material.

3.7 UTILIZATION OF EXCAVATED MATERIALS

Dispose unsatisfactory materials and excess satisfactory material at an approved offsite disposal site. Use satisfactory material removed from excavations, insofar as practicable, in the construction of fills, SECTION 31 00 00 Page 10 embankments, subgrades, shoulders, bedding (as backfill), and for similar purposes. Submit procedure and location for disposal of unsatisfactory and any unused satisfactory material. Submit proposed source of borrow material .

3.