W912PL-09-B-0009_Spec_Vol1B.pdf

W912PL-09-B-0009

Recovery Port of Long Beach (Deepening) and Other Long Beach Projects Volume 1 of 2

Port of Long Beach Los Angeles County, California

Construction Solicitation and Specifications

UNRESTRICTED

July 2009

This page was intentionally left blank for duplex printing.

Recovery – Port of Long Beach (Deepening) W912PL-09-B-0009 And Other Long Beach Projects

TOC-1

PROJECT TABLE OF CONTENTS

VOLUME 1

DIVISION 00 – BIDDING REQUIREMENTS, CONTRACT FORMS AND

CONTRACT CONDITIONS

SF1442 SOLICITATION, OFFER AND AWARD (SF 1442)

00010 BIDDERS NOTES AND BID SCHEDULE

00100 INSTRUCTIONS TO BIDDERS

00600 REPRESENTATIONS AND CERTIFICATIONS

00700 CONTRACT CLAUSES

00800 SPECIAL CONTRACT REQUIREMENTS

00850 WAGE RATES

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 GENERAL REQUIREMENTS

01 11 00 SUMMARY OF WORK

01 22 00 MEASUREMENT AND PAYMENT

01 32 01 PROJECT SCHEDULE

01 32 02 COORDINATION

01 33 00 SUBMITTAL PROCEDURES

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 02 QUALITY CONTROL SYSTEM (QCS)

01 45 04 CONTRACTOR QUALITY CONTROL

01 50 02 TEMPORARY CONSTRUCTION FACILITIES

01 57 20 ENVIRONMENTAL PROTECTION

01 78 02 CLOSEOUT SUBMITTALS

DIVISION 03 - CONCRETE

03 30 00 CAST-IN-PLACE CONCRETE

DIVISION 05 - METALS

05 50 00 METAL FABRICATIONS

DIVISION 09 - FINISHES

09 96 00 HIGH-PERFORMANCE COATINGS

Recovery – Port of Long Beach (Deepening) W912PL-09-B-0009

TOC-2

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 02 00 SETTLEMENT MONITORING AND INSTRUMENTATION

31 03 00 DUST PALLIATIVE

31 05 22 GEOTEXTILES USED AS FILTERS

31 05 65 WICK DRAINS

31 23 33 TRENCH EXCAVATION AND BACKFILL

31 41 00 EXCAVATION AND SHORING

31 41 16 STEEL SHEET PILING

31 62 13 PRECAST/PRESTRESSED CONCRETE PILES

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 11 00 BASE COURSE

32 12 16 ASPHALT CONCRETE PAVEMENT

32 17 23 PAVEMENT MARKINGS AND SIGNAGE

DIVISION 33 - UTILITIES

33 40 02 STORM DRAINAGE SYSTEMS

33 46 00 SUBDRAINAGE

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

35 20 23 DREDGING

35 20 24 SCOW SILENT INSPECTOR

35 20 25 MECHANICAL DREDGE SILENT INSPECTOR

35 31 19 STONE, CHANNEL, SHORELINE/COASTAL PROTECTION FOR

STRUCTURES

-- End of Project Table of Contents for Volume 1 –

Recovery – Port of Long Beach (Deepening) W912PL-09-B-0009

TOC-3

PROJECT TABLE OF CONTENTS

VOLUME 2 – PIER T, WEST BASIN IR SITE 7 SEDIMENT REMEDIATION

DIVISION 2 – SITE WORK

02020 SPECIAL SITE REQUIREMENTS

02050 DEMOLITION AND REMOVAL (PIER 11)

02082 ASBESTOS REMOVAL

02083 LEAD CONTAINING MATERIAL REMOVAL AND DISPOSAL

02085 REMOVAL AND DISPOSAL OF CHEMICALLY TREATED WOOD

WASTE

02482 DREDGING

02975 HYDROSEEDING

DIVISION 16 – ELECTRICAL

16010 PIER T DREDGE SUBSTATION CONNECTION ELECTRICAL

REQUIREMENTS

-- End of Project Table of Contents for Volume 2 –

Recovery – Port of Long Beach (Deepening) W912PL-09-B-0009

TOC-4

LIST OF APPENDICES

IR Site 7 Appendices Appendix A: USA and COLB Lease

Appendix B: IR Site Summary

Appendix C: IR Site Safety Plan Requirements

Appendix D: WDR’s File No. 08-133

Appendix E: Electrical Dredge Substation O&M Manual

Appendix F: General Construction Activity Stormwater Permit and Template

Appendix G: ACOE PERMIT No. SPL-200700708-TS

Appendix H: Report of Offshore Sampling by Kleinfelder

Appendix I: Pre-Design Sediment Sampling by Weston Solutions

Appendix J: Remedial Action Plan and Design Report by Anchor

Appendix K: LBHP Underwater Observations of Sunken Barges

Appendix L: Hazardous Materials Survey Report for Pier 11

Appendix M: Available Drawings of Pier 11

Appendix N: Available Drawings of Electrical Dredge Substation

Appendix O: Available Drawings of Irrigation System at Laydown

Appendix P: Available Drawings of POLB Std. Fence Plan

Appendix Q: DMM Previously Discovered at Port of Long Beach

Appendix R: Dredge Reporting Forms

Appendix S: Harbor Development Permit for IR Site 7

North Slip Dike and Dredging Appendix T: Harbor Development Permit for Pier G

Appendix U: Geotechnical / Environmental Report(s)

Appendix V: List of Standard Plans

Appendix W: General Construction Permits (NPDES) for Pier G

Appendix X: Reference Drawings

Catalina Express Terminal Dredging

Appendix Y: Catalina Express Terminal Regulatory Permits Appendix Z: Catalina Express Terminal Geotechnical Information and Side Scan Survey

Main Channel Deepening

Appendix AA: Main Channel Deepening Project Geotechnical Investigation

Port of Long Beach (Deepening) W912PL-09-B-0009 and Other Long Beach Projects

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 00 00

EARTHWORK

07/06

PART 1 GENERAL

1.1 SUMMARY

1.2 RELATED SECTIONS

1.3 REFERENCES

1.4 SUBMITTALS

1.5 QUALITY ASSURANCE

1.6 REGULATORY REQUIREMENTS

1.7 PROJECT CONDITIONS

1.8 AVAILABLE GEOTECHNICAL INVESTIGATIONS REPORT

PART 2 PRODUCTS

2.1 UNCLASSIFIED FILL MATERIAL

2.2 PEA GRAVEL

2.3 GRANULAR FILL MATERIAL

2.4 HAULING

2.5 CRUSHED ROCK

2.6 FILTER FABRIC

PART 3 EXECUTION

3.1 PREPARATION FINISH ELEVATIONS AND LINES

3.2 EXCAVATION

3.3 UNAUTHORIZED EXCAVATION

3.4 SUBGRADE PREPARATION

3.5 BACKFILLING AROUND AND OVER TIE RODS AND BEHIND THE SHEET PILE WALL

3.6 BACKFILLING

3.7 COMPACTION

3.8 DENSITY CONTROL

3.9 MOISTURE CONTROL

3.10 WORKING ADJACENT TO EXISTING STRUCTURES

-- End of Section Table of Contents --

SECTION 31 00 00 Page 1

SECTION 31 00 00

EARTHWORK

07/06

PART 1 GENERAL

1.1 SUMMARY

Work under this section consists of furnishing all labor, transportation, materials, equipment, and incidentals necessary to perform the following as shown on the plans:

A. Excavation, loading, hauling, stockpiling, re-handling, placing, compaction, moisture control, and grading, on-site unclassified fill material.

B. Grading the entire site. Perform subgrade preparations.

C. Backfill behind sheet pile wall and around tie-rods.

D. General grading to maintain adequate drainage during excavation and backfill operation.

1.2 RELATED SECTIONS

A. Drawings and general provisions of the Contract, including General and Special Provisions and Division 1 Specification Sections, apply to this Section.

B. Section 31 02 00 - Settlement Gages

C. Section 35 20 23 - Dredging and Filling

D. Section 31 03 00 - Dust Palliative

E. Section 31 05 22 - Geotextiles Used as Filters

F. Section 31 41 16 - Steel Sheet Piling

G. Section 32 11 00 - Base Course

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.

ASTM INTERNATIONAL (ASTM)

ASTM D 1556 (2000) Density and Unit Weight of Soil in Place by the Sand-Cone Method

SECTION 31 00 00 Page 2

ASTM D 1557 (2002e1) Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/cu. ft. (2,700 kN-m/cu.m.))

ASTM D 2922 (2004) Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)

ASTM D 3017 (2004) Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO T89 Standard Method of Test for Determining the Liquid Limit of Soils

AASHTO T90 Standard Method of Test for Determining the Plastic Limit and Plasticity of Soils

AASHTO T96 Standard Method of Test for Resistance to Degradation of Small Size Coasrse Aggergate by Abrasion and Impact in the Los Angeles Machine.

STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION "GREENBOOK"

(SSPWC)

SSPWC 300-3.5 Structure Backfill

SSPWC 301-1.2 Preparation of Subgrade

SSPWC 301-1.4 Subgrade Tolerances

SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT (SCAQMD)

SCAQMD Rule 1149 () Storage Tank and Pipeline Cleaning and Degassing Volatile Organic Compound Emissions from Decontamination of Soil

SCAQMD Rule 403 (1976, R2005) Fugitive Dust

1.4 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

Hauling Plans; G

Existing Pavement Investigation Report

Submit 15 days prior to starting work.

SECTION 31 00 00 Page 3

SD-07 Certificates

Testing laboratory

Qualifications of the Contractor's validated testing facilities.

1.5 QUALITY ASSURANCE

Prior to commencing work, the Contractor shall examine contract drawings and specifications, inspect site and prior contracts by others, and note all conditions and limitations which may influence work required by this section.

1.6 REGULATORY REQUIREMENTS

A. The Contractor shall comply with requirements of the SCAQMD Rule 1149 Regulations.

B. The Contractor shall comply with requirements of the SCAQMD Rule 403 on dust control for Large Operations as described in Section 01 57 20 - Environmental Protection.

C. The Contractor shall conform to regulatory procedures when hazardous materials and contaminated materials are encountered. See 01 57 20 - Environmental Protection.

1.7 PROJECT CONDITIONS

A. The Contractor shall furnish flag men at no additional cost to the Government where required based upon the Contractor’s hauling plan and where required by the Contracting Officer.

B. The Contractor shall barricade open excavations and post with warning lights and signage. The Contractor shall operate warning lights during hours from dusk to dawn each day and as otherwise required.

C. The Contractor shall protect utilities, structures, and facilities designated to remain in place from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by excavation and backfill operations.

D. The Contractor shall allow rainfall to drain freely, protect against erosion within and adjacent to project limits, comply with Section 01574 - Environmental Protection, and comply with the requirements of the Erosion Control Plans and the SWPPP.

E. The Contractor shall notify Underground Service Alert at (800) 422-4133 two working days prior to commencing earthwork operations.

1.8 AVAILABLE GEOTECHNICAL INVESTIGATIONS REPORT

The Port of Long Beach has conducted subsurface investigations at the Pier G site in connection with this project. Its findings are included in the documents included in Appendix U.

SECTION 31 00 00 Page 4

PART 2 PRODUCTS

2.1 UNCLASSIFIED FILL MATERIAL

A. The Contractor shall reuse the on-site excavated soil for backfill material.

B. Unclassified fill materials shall be excavated from within project work area limits. Unclassified fill materials shall be free from organic matter, clay, and excessive fines. Unclassified fill materials shall be free from products of demolition, rocks, and solid debris, in excess of 3 inches in their greatest dimension.

2.2 PEA GRAVEL

A. Pea gravel for use around tie-rods shall conform to the following:

1. The pea gravel shall be composed of a hard durable fragments meeting the following gradation:

Sieve Size Percent Passing Sieve 1/2 inch 100 3/8 inch 90-100 No. 4 5-30 No. 8 0-10 No. 16 0-5 No. 200 0-2

B. The portion retained on the No. 4 sieve shall have a maximum percentage of wear of 50 at 500 revolutions as determined by AASHTO T96.

C. The portion passing a No. 40 sieve shall have a maximum liquid limit of 25 and a maximum plasticity index of 7, as determined by AASHTO T89 and AASHTO T90, respectively.

D. The pea gravel shall be free from clay lumps, vegetable matter, and deleterious material.

2.3 GRANULAR FILL MATERIAL

Granular fill material for behind sheet pile wall above the tie rods as shown on the Drawings shall conform the SSPWC 300-3.5.

2.4 HAULING

A. Trucks licensed for street use shall be used for hauling soil material across existing pavements. No “off-road” hauling equipment will be permitted on any existing paved surfaces.

B. The Contractor shall, prior to commencing hauling operations, conduct a joint site walk-through with the Contracting Officer to document the existing pavement condition at the project site and Pier G Terminal and to note any conditions not reflected in the drawings. The Contractor shall prepare a Existing Pavement Investigation Report summarizing findings of the site walk-through and submit to the COR for the project record. The Contractor shall be responsible for restoring the existing pavement surfaces to the condition as documented in the walk-through and as approved in the submittal.

SECTION 31 00 00 Page 5

C. Hauling Plans: The Contractor shall submit detailed hauling plans for material to be transported to and from Pier G. Plans shall include dump sites, hauling dates, hauling times, estimated trips per day, equipment to be used, necessary traffic control procedures, methods to keep material off public streets, and other information requested by the Contracting Officers Representative.

2.5 CRUSHED ROCK

3/4 inch crushed rock shall conform to the requirements of Coarse Aggregates for Portland Cement Concrete listed in Table 200-1.4(B) no. 4 of

SSPWC.

2.6 FILTER FABRIC

Filter fabric for trench drain shall be Mirafi 570 or equal.

PART 3 EXECUTION

3.1 PREPARATION FINISH ELEVATIONS AND LINES

The Contractor shall set and establish finish earthwork and subgrade elevations and lines to within 0.1-foot tolerance as needed to execute and control work, and as approved by Contracting Officer.

3.2 EXCAVATION

A. Excavation consists of removal of material within specified limits including site grading.

B. Excavated material shall be used as unclassified fill material.

C. Excavation shall be carried out to the lines, grades, and typical sections specified herein, and as shown on contract drawings.

3.3 UNAUTHORIZED EXCAVATION

A. Unauthorized excavation consists of removal of materials beyond limits specified herein and not shown on the contract drawings.

B. Unauthorized excavations shall be backfilled and compacted, by the Contractor as specified for adjacent authorized excavations, unless otherwise directed by Contracting Officer.

C. Additional structural fill and earth backfill required as a result of unauthorized excavations, shall be provided by the Contractor at the Contractor's expense and must be approved by the Contracting Officer.

3.4 SUBGRADE PREPARATION

A. The Contractor shall grade subgrade to lines and elevations indicated on the contract drawings.

B. The Contractor shall prepare the subgrade in conformance with SSPWC 301-1.2 and shall conform to the subgrade tolerances specified in

SSPWC 301-1.4.

C. The Contractor shall not place any structure nor pavement, including

SECTION 31 00 00 Page 6 base, on subgrade without the Contracting Officer's prior approval of subgrade.

D. The Contractor shall not operate equipment supported directly on the subgrade unless the equipment selected can be supported without softening of the subgrade, as approved by the Contracting Officer.

E. Compaction requirements for subgrade shall be as specified in Part 3, Article - Compaction.

3.5 BACKFILLING AROUND AND OVER TIE RODS AND BEHIND THE SHEET PILE WALL

After the tie rods have been installed for the sheet pile wall, the Contractor shall use quarry run stone to fill behind the sheet pile wall to the elevation of the bottom of the tie rods. Contractor shall be required to halt backfilling for a period of 14 calendar days, and as determined by the Contracting Officer, to allow for settlement of the fill material.

After the Contracting Officer has notified the Contractor that the Contractor shall resume backfill operations, the Contractor shall use pea gravel to backfill behind the sheet pile wall to an elevation two feet higher than the tie rods. The Contractor shall use granular fill material above the pea gravel lift to subgrade elevation. The granular fill material shall be placed in eight-inch lifts loose before compaction and compacted to 90% of Modified Proctor Dry Density (ASTM D 1557). Contractor shall protect the tie rods from damage as specified in Section 05 50 00 - Metal Fabrications.

3.6 BACKFILLING

A. In areas to receive paving, the Contractor shall remove all organic matter and other objectionable material from placement area, prior to placement of backfill and base courses.

B. The Contractor shall place all backfill as promptly as work permits, but not until completion of the following:

1. Approval by the Contracting Officer of construction below finish grade.

2. Survey and recording of final location, elevation, and limits of any structure, utility, and other underground feature that will be covered by backfill.

3. Removal of concrete formwork, trash, and debris.

4. Removal of shoring and bracing.

C. The Contractor shall place fill and backfill material around structures in horizontal layers not exceeding 6 inches in thickness prior to compaction.

D. The Contractor shall not place fill and backfill material for structures or pavement on surfaces that are muddy or "pumping" as determined by the Contracting Officer.

3.7 COMPACTION

A. The Contractor shall properly compact all subgrade, fill, and backfill materials to achieve the following requirements, and correct any

SECTION 31 00 00 Page 7 deficiencies resulting from insufficient and improper compaction of such materials throughout contract period:

1. In areas under pavement and structures, ninety percent (90%) of Modified Proctor Dry Density (ASTM D 1557) for unclassified fill placed more than two feet below finished grade.

2. In areas under pavement, CMB base around perimeter of surcharge, and structures, ninety-five percent (95%) of Modified Proctor Dry Density ( ASTM D 1557) for backfill material and unclassified fill placed within two feet of finished grade.

3. Ninety-five percent (95%) of Modified Proctor Dry Density ( ASTM D 1557) for structure backfill material placed within five feet of structures.

4. In areas not specified, (90%) of Modified Proctor Dry Density ( ASTM D 1557) for unclassified fill.

5. Water content in the range of optimum minus 1% to optimum plus 2% in accordance with ASTM D 1557.

B. Following tests may be used by Contracting Officer for on-site density control:

1. ASTM D 2922

a. Density of Soil and Soil Aggregate in Place by Nuclear Methods (Shallow Depth)

2. ASTM D 3017

a. Test Method for Moisture Content of Soil and Soil Aggregate in Place by Nuclear Methods (Shallow Depth)

3. ASTM D 1556

a. Test Method Using a Sand Cone

C. Whenever the Contractor's operations do not conform to above criteria and requirements contained in other subparagraphs of this article, the Contracting Officer will prohibit placement of an overlying lift until the Contractor takes effective corrective action.

3.8 DENSITY CONTROL

A. The Contractor shall take corrective action if density tests do not meet requirements, including re-compaction and manipulation of moisture.

B. Damage to any compacted lift at any time during course of construction, such as rutting under loads imposed by earth moving equipment, shall be fully repaired and re-compacted to specified density, by the Contractor at his own expense prior to placement of any overlying materials.

C. The Contracting Officer reserves the right to perform density tests.

When tests are performed, acceptable results shall indicate that the requirements specified in Article - Compaction of this Section have been obtained.

SECTION 31 00 00 Page 8

3.9 MOISTURE CONTROL

A. Where material must be moisture conditioned before compaction, the Contractor shall uniformly apply water to surface of layer of placed material and mix uniformly in such a manner as to prevent free water appearing on surface during and subsequent to compaction operations.

B. The Contractor shall remove and replace, or scarify and mix dry, soil material that is too wet to permit compaction to specified density. Drying of soil shall be at no additional cost to the City.

C. Material that is too wet to permit compaction may be temporarily stockpiled onsite, spread, and allowed to dry, by the Contractor. The Contractor shall assist drying by using one or a combination of discing, harrowing, and pulverizing, until moisture content is reduced to a satisfactory value, as determined by moisture density relation test. Any moisture conditioning required shall be at no additional cost to the City.

3.10 WORKING ADJACENT TO EXISTING STRUCTURES

The Contractor shall use caution when working adjacent to existing structures to assure they are not damaged.

-- End of Section --

SECTION 31 00 00 Page 9

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 02 00

SETTLEMENT MONITORING AND INSTRUMENTATION

PART 1 GENERAL

1.1 SUMMARY

1.2 SUBMITTALS

1.3 RELATED SECTIONS

1.4 REFERENCES

1.5 QUALITY ASSURANCE

1.6 DELIVERY, STORAGE, AND PROTECTION

PART 2 PRODUCTS

2.1 SETTLEMENT MONITORING SYSTEM

PART 3 EXECUTION

3.1 INSTALATION

3.2 FIELD QUALITY CONTROL

SECTION 31 02 00 Page 1

SECTION 31 02 00

SETTLEMENT MONITORING AND INSTRUMENTATION

PART 1 GENERAL

1.1 SUMMARY

The work described in this section includes furnishing and installing settlement monitoring system complete as shown on the Drawings including, settlement plates, settlement monuments, and all necessary appurtenances for the purpose of obtaining foundation settlement data during and following placement of embankment and surcharge construction.

1.2 SUBMITTALS

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

submittals not having a "G" designation are for information only or as otherwise designated. 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 manufacturer's instructions

SD-03 Product Data catalog cuts and product data

The Contractor shall provide catalog cuts and product data prior to ordering instruments and products to be provided under this section.

SD-06 Test Reports test results

SD-07 Certificates certificate of compliance manufacturer warranty

1.3 RELATED SECTIONS

A. Drawings and general provisions of the Contract, including General and Special Provisions and Division 1 Specification Sections, apply to this Section.

B. Section 31 00 00 - Earthwork

C. Section 31 05 65 - Wick Drains

SECTION 31 02 00 Page 2

1.4 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.

ASTM INTERNATIONAL (ASTM)

ASTM A 53/A 53M (2007) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM D 3034 (2008) Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings

1.5 QUALITY ASSURANCE

A. Manufacturer Qualifications: Company specializing in manufacturing products specified in this section, with not less than three years of documented experience. Contractor shall submit manufacturer's instructions to the Contracting Officer.

B. Contractor shall submit certificate of compliance stating that the settlement monitoring and instrumentation complies with contract specifications.

C. Contractor shall submit manufacturer warranty for settlement monitoring and instrumentation material.

D. Contractor shall submit catalog cuts and product data for the settlement monitoring and instrumentation equipment.

1.6 DELIVERY, STORAGE, AND PROTECTION

The Contractor shall be responsible to protect the settlement gages, pore pressure gages, and all instrumentation from damage as a result of his operations on the site.

PART 2 PRODUCTS

2.1 SETTLEMENT MONITORING SYSTEM

A. Settlement monitoring system shall include settlement plates and settlement monuments. Settlememnt plates shall be fabricated as shown on the Drawings using steel plate. Steel riser pipe shall be black steel pipe conforming to the requirements os ASTM A 53/A 53M, seamless, Grade B, extra strong. PVC pipe shall conform to the requirements ofASTM D 3034

PART 3 EXECUTION

3.1 INSTALATION

A. The Contractor shall install settlement monitoring system in accordance with manufacturer's instructions.

B. Settlement instrument plate shall be installed as shown on the Drawings.

SECTION 31 02 00 Page 3

3.2 FIELD QUALITY CONTROL

Upon completion of embankment construction and installation of all instrumentation, all instrumentation shall be tested by the Contractor in accordance with the manufacturer's recommendations. The test results shall be provided to the Contracting Officer and any instruments that are not satisfactory to the Contracting Officer will be replaced by the Contractor at the Contractor's expense.

SECTION 31 02 00 Page 4

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 03 00

DUST PALLIATIVE

PART 1 GENERAL

1.1 SUMMARY

1.2 SUBMITTALS

1.3 RELATED SECTIONS

1.4 REFERENCES

1.5 MEASUREMENT AND PAYMENT

1.6 QUALITY CONTROL

PART 2 PRODUCTS

2.1 MIX MATERIALS

2.2 EMULSION

2.3 EQUIPMENT

PART 3 EXECUTION

3.1 PREPARATION

3.2 SOIL TREATMENT

3.3 FIELD QUALITY CONTROL

SECTION 31 03 00 Page 1

SECTION 31 03 00

DUST PALLIATIVE

PART 1 GENERAL

1.1 SUMMARY

A. This section includes the requirements, methods, and materials for controlling dust and other particulate matter resulting from the construction of the surcharge as shown on the Drawings. this section describes the preparation of thesurface and the application of Dust Palliative.

1.2 SUBMITTALS

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

submittals not having a "G" designation are for information only or as otherwise designated. 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-06 Test Reports

Laboratory Test Reports;

SD-07 Certificates

Certificate of Compliance

1.3 RELATED SECTIONS

A. Drawings and general provisions of the Contract, including General and Special Provisions and Division 1 Specification Sections, apply to this Section.

B. Section 31 00 00 - Earthwork

C. Section 35 20 23 - Dredging

1.4 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.

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

EPA 8270 Method 8270

1.5 MEASUREMENT AND PAYMENT

No separate measurement and payment will be made for items in the Section.

They will be considered incidental to and included in the prices for other items provide in the Pricing Schedule.

SECTION 31 03 00 Page 2

1.6 QUALITY CONTROL

Upon request, the Contractor shall provide independent laboratory test reports from a certified analytical laboratory experienced in environmental acceptability testing documenting tests performed on product samples of the non-ionic pitch and rosin emulsion. These tests shall include the U.S. EPA 7000 Series (TTLC or CAM17) for metals and Method 8270 testing that verify that neither organic solvents nor identifiable EPA 8270 target compounds were detected in amounts that exceed US EPA and State of California regulatory standards as applicable to products that intended use involves incorporation into compacted aggregate and soil materials during construction operations.

PART 2 PRODUCTS

2.1 MIX MATERIALS

A. The Dust Control Palliative shall consist of a non-ionic pitch and rosin emulsion with a minimum solids content of 48% (typically 50%) as supplied by the Soil Stabilization Products Company, Inc., Merced, CA, 1(800)523-9992 or equal. The rosin content shall be a minimum of 26% (typically 30%) of the total solids content. Product will be formulated with a non-ionic emulsifying agent.

B. The product shall be formulated specifically for use as a natural flexible pavement cement, and additional applications such as dust control, erosion control, and soil stabilization. The product shall be non-corrosive and a water-dilutable emulsion that, upon application, cures to a water insoluble binding and cementing agent.

2.2 EMULSION

A. With each load of emulsion, the Contractor shall present to the Contracting Officer on site one copy of a fully executed Certificate of Compliance provided by materials supplier stating:

1. Date.

2. Contracting Officer Name and Designation.

3. Contract Number and Purchase Order No.

4. Identification (Truck # and Car #).

5. Net Weight of Total Shipment.

6. Percent Solids by Weight.

7. Materials Supplier.

8. Brand Name.

9. Compliance statement: This shipment of emulsion, identified above and covered by this Certification, complies with the specifications applicable to this project.

SECTION 31 03 00 Page 3

10. Signed by Material Supplier’s Representative.

2.3 EQUIPMENT

A. The Contractor shall provide a water truck for water priming application and prewatering required ahead of product application.

1. The water truck shall provide a uniform spray of water.

B. The Contractor shall provide a standard bituminous material spreader truck.

1. The spreader truck shall apply material uniformly at variable widths of 12 feet or more. A field verifiable application method that will place the product at controlled rates from .05 to 2 gallons per square yard, with uniform pressure and with an allowable variation from any specified rate not to exceed .02 gallon per square yard shall be provided by the Contractor.

2. The spreader truck shall include a tachometer, pressure gauges, and accurate volume measuring devices or a calibrated tank. Spreader trucks shall be equipped with a power unit for the pump and a hose and nozzle attachment for applying material to areas inaccessible to the spray bars.

PART 3 EXECUTION

3.1 PREPARATION

A. The Contractor shall not apply the emulsion when it is raining or when rain is expected. Weather forecasts should indicate no rain during application procedures and for 24 hours following application.

B. The Contractor shall apply the emulsion to the prepared surface. The Contractor shall prepare the surface by grading and compacting to a smooth, tightly bound, and properly drained surface, in conformance with the specified typical section, lines, and grades. The Contractor shall prime the surface and dampen the surface with water immediately preceding the application and maintain the surface in this condition until the emulsion is applied. When priming cohesive and fine particle soils, the Contractor shall achieve proper wetting without saturating soils to the point of rutting under the weight of the distributor truck. The Contractor shall close the surface to traffic until the Contractor has applied the emulsion treatment and the emulsion has fully cured. The surface to which the emulsion is applied shall be smooth, tightly bound, and properly drained.

C. Dilution: The Contractor shall dilute the emulsion in preparation for application at a ratio of four gallons of water for each gallon of emulsion. The Contractor shall pump the emulsion into the tank of the spreader truck before adding water. The Contractor’s trucks and other approved water sources shall be used to pump the dilution water into the tank. To avoid foaming, the Contractor shall pump the water from a bottom inlet into the emulsion. When it is necessary to fill from the top, the Contractor shall use a dip leg and ensure that the fill hose is lowered beneath the surface of the liquid. Mixing of water and product shall not be required since emulsion is itself a water borne emulsion and the gentle turbulence occurring during the pumping of the water into the spreader truck will suffice to properly mix the additional water. The Contractor

SECTION 31 03 00 Page 4 shall not recirculate the emulsion before or after addition of the dilution water.

3.2 SOIL TREATMENT

Placement: The Contractor shall apply emulsion treatment in a single coat application. Overlapping and skipping between spread sections shall not be allowed. The Contractor shall apply the emulsion at a rate of 0.10 gallons per square yard (diluted four to one with water, the application rate of the dilute solution would be 0.50 gallons per square yard). The Contractor shall protect the treated surface from traffic for two days following application.

3.3 FIELD QUALITY CONTROL

Protection from Accidental Discharge – Surface Waters: Since the emulsion is water-dilutable until it cures, the Contractor shall check weather forecasts to make sure that rain will not wash the product into streams and other bodies of water. Also, the Contractor shall keep the product from spilling into nearby bodies of water from storage tanks, from spreader trucks, and through gross over-application of product.

Inspection and Acceptance: Sampling shall be taken by the Contractor to validate adherence to specifications. Samples may be obtained from either the material supplier’s plant or from hauling units following delivery to project areas.

SECTION 31 03 00 Page 5

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 05 22

GEOTEXTILES USED AS FILTERS

04/06

PART 1 GENERAL

1.1 SUMMARY

1.2 RELATED SECTIONS

1.3 REFERENCES

1.4 SUBMITTALS

1.5 DELIVERY, STORAGE, AND PROTECTION

PART 2 PRODUCTS

2.1 GEOTEXTILE

2.1.1 Geotextile Fiber

2.1.2 Seams

2.1.3 Securing Pins

PART 3 EXECUTION

3.1 SURFACE PREPARATION

3.2 INSTALLATION

3.3 FIELD QUALITY CONTROL

SECTION 31 05 22 Page 1

SECTION 31 05 22

GEOTEXTILES USED AS FILTERS

04/06

PART 1 GENERAL

1.1 SUMMARY

The Work in this Section includes furnishing transportation, labor, materials, and equipment necessary to furnishing and installing filter fabric as shown on the Drawings.

1.2 RELATED SECTIONS

A. Drawings and general provisions of the Contract, including General and Special Provisions and Division 1 Specification Sections, apply to this Section.

B. Section 31 00 00 - Earthwork.

C. Section 35 31 19 - Stone, Channel, Shoreline/Coastal Protection.

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.

ASTM INTERNATIONAL (ASTM)

ASTM D 123 (2003) Terminology Relating to Textiles

ASTM D 4355 (2002) Deterioration of Geotextiles from Exposure to Light, Moisture and Heat in a Xenon-Arc Type Apparatus

ASTM D 4491 (1999; R 2004) Water Permeability of Geotextiles by Permittivity

ASTM D 4533 (2004) Trapezoid Tearing Strength of Geotextiles

ASTM D 4632 (1991; R 2003) Grab Breaking Load and Elongation of Geotextiles

ASTM D 4751 (2004) Determining Apparent Opening Size of a Geotextile

ASTM D 4833 (2000e1) Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products

ASTM D 4884 (1996; R 2003) Strength of Sewn or

SECTION 31 05 22 Page 2

Thermally Bonded Seams of Geotextiles

1.4 SUBMITTALS

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

submittals not having a "G" designation are for [Contractor Quality Control approval.][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-04 Samples

Geotextile samples;G

SD-07 Certificates

Certificate of Compliance

Submit the manufacturer's certification of the geotextile material to verify that the type and physical characteristics of the geotextile to be used meet the specifications..

1.5 DELIVERY, STORAGE, AND PROTECTION

The geotextile material shall be shipped, stored, covered, and handled per the manufacturer's recommendations.

PART 2 PRODUCTS

2.1 GEOTEXTILE

The geotextile shall be a non-woven pervious sheet as defined by ASTM D 123.

The geotextile shall equal or exceed the minimum average roll values listed in TABLE 1, MINIMUM PHYSICAL REQUIREMENTS FOR DRAINAGE GEOTEXTILE.

Strength values indicated in the table are for the weaker principal direction.

TABLE 1

MINIMUM PHYSICAL REQUIREMENTS FOR DRAINAGE GEOTEXTILE

PROPERTY UNITS ACCEPTABLE VALUES TEST METHOD

GRAP STRENGTH lb 115 ASTM D 4632 SEAM STRENGTH lb 115 ASTM D 4632 PUNCTURE lb 40 ASTM D 4833 TRAPEZOID TEAR lb 40 ASTM D 4533 PERMEABILITY cm/sec 0.005 ASTM D 4491

APPARENT OPENING

SIZE U.S. SIEVE #40 (MAX) ASTM D 4751

SECTION 31 05 22 Page 3

TABLE 1

MINIMUM PHYSICAL REQUIREMENTS FOR DRAINAGE GEOTEXTILE

PERMITTIVITY sec -1 0.5 (MIN) ASTM D 4491

ULTRAVIOLET

DEGRADATION Percent 50 AT 500 Hrs ASTM D 4355

The Contractor shall submit geotextile samples for approval. When required, submit samples a minimum of 60 days prior to the beginning of installation of the same textile. Upon delivery of the geotextile, submit duplicate copies of the written certificate of compliance signed by a legally authorized official of the manufacturer. The certificate shall state that the geotextile shipped to the site meets the chemical requirements and exceeds the minimum average roll value listed in TABLE 1, MINIMUM PHYSICAL REQUIREMENTS FOR DRAINAGE GEOTEXTILE. Upon request, supply quality control and quality assurance tests for the geotextile. All samples provided shall be from the same production lot as will be supplied for the contract, and shall be the full manufactured width of the geotextile by at least 10 feet long, except that samples for seam strength may be a full width sample folded over and the edges stitched for a length of at least 5 feet. Samples submitted for testing shall be identified by manufacturers lot designation. For needle punched geotextile, the manufacturer shall certify that the geotextile has been inspected using permanent on-line metal detectors and does not contain any needles.

2.1.1 Geotextile Fiber

Fibers used in the manufacturing of the geotextile shall consist of a long-chain synthetic polymer composed of at least 85 percent by weight of polyolefins, polyesters, or polamides. Stabilizers and/or inhibitors shall be added to the base polymer if necessary to make the filaments resistant to deterioration caused by ultraviolet light and heat exposure. Reclaimed or recycled fibers or polymer shall not be added to the formulation.

Geotextile shall be formed into a network such that the filaments or yarns retain dimensional stability relative to each other, including the edges.

The edges of the geotextile shall be finished to prevent the outer fiber from pulling away from the geotextile.

2.1.2 Seams

The seams of the geotextile shall be sewn with thread of a material meeting the chemical requirements given above for geotextile yarn or shall be bonded by cementing or by heat. The sheets of geotextile shall be attached at the factory or another approved location, if necessary, to form sections not less than TWELVE feet wide. Seams shall be tested in accordance with method ASTM D 4884. The strength of the seam shall be not less than 90 percent of the required grab tensile strength of the unaged geotextile in any principal direction.

2.1.3 Securing Pins

The geotextile shall be secured to the embankment or foundation soil by pins to prevent movement prior to placement of revetment materials. Other appropriate means to prevent movement such as staples, sand bags, and stone could also be used. Securing pins shall be inserted through both strips of overlapped geotextile along the line passing through midpoints of the overlap. Securing pins shall be removed as placement of revetment

SECTION 31 05 22 Page 4 materials are placed to prevent tearing of geotextile or enlarging holes maximum spacing between securing pins depends on the steepness of the embankment slope. The maximum pins spacing shall be equal to or less than the values listed in TABLE 2, MAXIMUM SPACING FOR SECURING PINS. When windy conditions prevail at the construction site, the number of pins should be increased upon the demand of the Contracting Officer. Terminal ends of the geotextile shall be anchored with key trench or apron at crest, toe of the slope and upstream and downstream limits of installation.

TABLE 2

MAXIMUM SPACING FOR SECURING PINS

EMBANKMENT SPACING, feet

STEEPER THAN 1V ON 3H 2

1V ON 3H TO 1V ON 4H 3

FLATTER THAN 1V ON 4H 5

PART 3 EXECUTION

3.1 SURFACE PREPARATION

Surface on which the geotextile will be placed shall be prepared to a relatively smooth surface condition, in accordance with the applicable portion of this specification and shall be free from obstruction, debris, depressions, erosion feature, or vegetation. Any irregularities will be removed so as to insure continuous, intimate contact of the geotextile with all the surface. Any loose material, soft or low density pockets of material, will be removed; erosion features such as rills, gullies etc.

must be graded out of the surface before geotextile placement.

3.2 INSTALLATION

A. The Contractor shall install in accordance with manufacturer's instructions.

B. The geotextile shall be placed in the manner and at the locations shown.

At the time of installation, the geotextile shall be rejected if it has defects, rips, holes, flaws, deterioration, and any other damage.

C. The geotextile shall be placed with the long dimension parallel to the slope of the bank with an anchor trench at the top and laid smooth and free of tension, stress, folds, wrinkles, and creases. The widths shall be placed to provide a minimum width of 18 inches overlap for each joint.

D. The geotextile shall be covered with rock as shown on the Drawings within 24 hours after placement of the geotextile. Failure to comply with this requirement shall require replacement of the geotextile.

E. No equipment of any type shall be allowed on the unprotected geotextile..

SECTION 31 05 22 Page 5

3.3 FIELD QUALITY CONTROL

The Contractor shall protect the geotextile at all times from contamination by surface runoff and any geotextile so contaminated shall be removed and replaced with uncontaminated geotextile. The geotextile shall be protected from damage prior to and during the placement of rock or other materials.

Any damage to the geotextile during its installation or during placement of rock shall be replaced by the Contractor at the Contractor's expense.

SECTION 31 05 22 Page 6

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 05 65

WICK DRAINS

PART 1 GENERAL

1.1 SUMMARY

1.2 REFERENCES

1.3 SUBMITTALS

1.4 METHOD OF INSTALLATION

1.5 MANUFACTURER'S INFORMATION

1.6 SAMPLES

1.7 RELATED SECTIONS

PART 2 PRODUCTS

2.1 WICK DRAINS

PART 3 EXECUTION

3.1 TEST SECTION

3.2 INSTALLATION

3.3 FIELD QUALITY CONTROL

SECTION 31 05 65 Page 1

SECTION 31 05 65

WICK DRAINS

PART 1 GENERAL

1.1 SUMMARY

This work includes furnishing and installing wick drains as shown on the plans.

1.2 REFERENCES

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

ASTM INTERNATIONAL (ASTM)

ASTM D 3884 (2007) Abrasion Resistance of Textile Fabrics (Rotary Platform, Double-Head Method)

ASTM D 4491 (1999a; R 2004e1) Water Permeability of Geotextiles by Permittivity

ASTM D 4533 (2004) Trapezoid Tearing Strength of Geotextiles

ASTM D 4632 (2008) Grab Breaking Load and Elongation of Geotextiles

ASTM D 4833 (2007) Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products

1.3 SUBMITTALS

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

submittals not having a "G" designation are for information only or as otherwise designated. 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

Sequence and Method of Installation;

Source of Materials

SD-03 Product Data

Manufacturer's Literature

SD-04 Samples

SECTION 31 05 65 Page 2

Wick Drain Sample

SD-07 Certificates

Certificate of Compliance

1.4 METHOD OF INSTALLATION

A. The Contractor shall submit to the Engineer for review and approval, details of the sequence and method of installation. The submittal shall, at a minimum, contain the following specific information:

1. Size, type, weight, maximum pushing force, vibratory hammer rated energy, and configuration of the installation rig.

2. Dimensions and length of the mandrel.

3. Details of the wick drain anchorage.

4. Detailed description of the proposed installation procedures.

5. Proposed methods for splicing wick drains.

6. Three samples of materials.

7. Method and equipment for installing wick drains in hard material, including pre-drilling methods and equipment.

1.5 MANUFACTURER'S INFORMATION

A. The Contractor shall submit to the Contracting Officer, for review and approval, the manufacturer's literature documenting the physical and mechanical properties of the wick drains (as a minimum, those properties required by the Specifications).

B. The Contractor shall indicate the proposed source of materials prior to delivery at the project site.

C. The Contractor shall retain a manufacturer's certificate of compliance to verify the type and physical characteristics of the wick drain to be used.

1.6 SAMPLES

A. The Contractor shall submit a sample of the proposed wick drain for the Engineer's approval.

1.7 RELATED SECTIONS

A. Drawings and general provisions of the Contract, including General and Special Provisions and Division 1 Specification Sections, apply to this Section.

B. Section 31 02 00 - Settlement Monitoring Instrumentation C. Section 31 00 00 - Earthwork D. Section 35 20 23 - Dredging

PART 2 PRODUCTS

2.1 WICK DRAINS

A. The vertical drains shall be a band shaped, prefabricated drain consisting of a polypropylene drainage core wrapped in a suitable filter fabric. The core shall be fabricated with suitable drainage channels. The filter fabric shall allow water to pass into the drain core, yet restrict the movement of soil particles. The prefabricated wick drain material shall

SECTION 31 05 65 Page 3 meet the following specifications:

1. Minimum thickness: 1/8 inch.

2. Minimum width: 4 inches.

3. Tensile strength: 225 lbs at elongation minimum 2 percent, maximum 10 percent.

4. Discharge capacity: .0007 cubic feet/sec at 7,310 lbf/sf soil pressure after 4 weeks.

5. Discharge capacity of deformation: .00035 cubic feet/sec at 25 percent relative compression.

6. Water permeability (K-value), fabric: .000328 ft/sec.

7. Tear strength, fabric: 67 lb ASTM D 4533.

8. Tensile strength, fabric: 135 lb ASTM D 4632.

9. Elongation at break: 50 percent ASTM D 4833.

10. Modulus: 600 lb at 10 percent elongation ASTM D 4632.

11. Puncture strength, fabric: 50 lb ASTM D 4833.

12. Mullen burst, fabric: 130 psi ASTM D 774.

13. Abrasion resistance: 42 lb ASTM D 3884.

14. Specific gravity, fabric: 0.95.

15. Flux, fabric: 55 gal/sf/min ASTM D 4491.

B. The jacket and core components shall conform to the following:

1. The jacket shall be a synthetic, non-woven geotextile capable of resisting bending, punching, and tensile forces imposed both during installation and the design life of the wick drain.

2. The jacket material shall be subject to localized damage (e.g., punching through the filter by sand or gravel particles).

3. The jacket material shall be rigid enough to withstand lateral earth pressures due to embedment and surcharge so that the vertical flow capacity through the core will not be adversely affected.

4. The jacket material shall be flexible enough to bend smoothly during installation and induced consolidation settlement without damage.

5. Jacket material shall not undergo cracking and peeling during installation of the wick drain.

6. The core shall be continuous plastic material fabricated to promote drainage along the axis of the vertical drain.

7. The mechanical properties (strength and modulus) of the assembled wick drain shall equal or exceed those specified for the component jacket and core.

8. The assembled drain shall be resistant against wet rot, mildew, bacterial action, insects, salts in solution, acids, alkalis, and solvents.

PART 3 EXECUTION

3.1 TEST SECTION

Prior to the installation of the production wick drains, the Contractor shall demonstrate that the equipment, method, and materials produce a satisfactory installation. For this purpose, the Contractor shall install ten drain trials at ten locations within the work area, as designated by the Contracting Officer. Trial drains shall be paid for at the same unit price as the production drains, if accepted by the Contracting Officer.

3.2 INSTALLATION

A. Vertical wick drains shall be located, numbered, and staked by the

SECTION 31 05 65 Page 4

Contractor. The Contractor shall take precautions to preserve the stake locations, and is responsible for restaking, if necessary.

B. During wick drain installation, the Contractor shall provide the Contracting Officer with a means of determining the depth of the advancing drain at any given time and the length of the drain installed at each location. A summary tabulation of the number and length (to the nearest foot) of acceptable wick drains shall be submitted daily to the Contracting Officer.

C. Wick drains shall be installed using a continuous push using either static weight or, when approved by the Contracting Officer, vibration. A vibrator shall only be used when approved by the Contracting Officer in areas where constant load or constant rate of advancement methods cannot install the wicks to the designed depths.

D. A mandrel shall be used to protect the wicks during installation. To minimize disturbance of the subsoil, the mandrel or sleeve shall have a maximum crosssectional area of ten square inches. The mandrel or sleeve shall be sufficiently stiff to prevent wobble or deflection during installation. The mandrel or sleeve shall be retracted after each drain is installed. In no case will alternative raising and lowering of the mandrel during advancement be permitted.

E. Jetting and use of falling weight impact hammers will not be allowed.

F. The drain shall be provided with an anchor plate, or similar arrangement, at the bottom, to anchor the bottom of the drain at the required depth during the mandrel removal, and to prevent soil from entering the bottom of the wick drain during installation. The corresponding dimension of the anchor shall conform as closely as possible to the breadth dimensions of the mandrel so as to minimize soil disturbance. The projected cross-sectional area of the mandrel and anchor combination shall not be greater than fourteen square inches.

G. Wick Drains shall be installed from the working surface shown on the Drawings. The Contracting Officer may vary the depths, spacing, and the number of wick drains to be installed, and may revise the drawing limits for this work.

H. The prefabricated drain shall be cut off approximately six inches above the working surface.

I. It is the intent of…