technical specifications table of contents

DULLES CORRIDOR METRORAIL PROJECT – PHASE 2 JUNE 2013 MAINTENANCE FACILITY SITE PREPARATION REV 0

TABLE OF CONTENTS 1

TECHNICAL SPECIFICATIONS

TABLE OF CONTENTS

SECTION

SECTION TITLE

02 41 19 STRUCTURE DEMOLITION

31 25 14 ST0RMWATER POLLUTION PREVENTION

32 72 00 WETLANDS RESTORATION

32 73 00 WETLANDS PERMITS REQUIREMENTS

32 92 00 TURF AND GRASSES

ITEM D-701 PIPE FOR STORM DRAINS AND CULVERTS

ITEM D-751 MANHOLES, CATCH BASINS, INLETS AND INSPECTION HOLES

ITEM D-752 CONCRETE CULVERTS, HEADWALLS, AND MISCELLANEOUS DRAINAGE STRUCTURES

ITEM MC-109 SOIL STABILIZATION FABRIC

ITEM MC-142 RIPRAP

ITEM MC-171 HAUL ROAD DUST SUPPRESSANT

ITEM MC-172 TEMPORARY PIPE SLOPE DRAIN AND END SECTION

ITEM P-151 CLEARING AND GRUBBING

ITEM P-152 EXCAVATION AND EMBANKMENT

ITEM P-610 STRUCTURAL PORTLAND CEMENT CONCRETE


STRUCTURE DEMOLITION 02 41 19 - 1

SECTION 02 41 19 - STRUCTURE DEMOLITION

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Contract Drawings, Contract Provisions, Supplementary Conditions, and other Division 1 Specification Sections apply to this Section.

1.2 SUMMARY

A. This Section includes the following:

1. Demolition and removal of remnants of buildings and structures. Concrete foundation may remain in place.

1.3 DEFINITIONS

A. Remove: Detach items and legally dispose of them off airport property.

1.4 MATERIALS OWNERSHIP

A. Archeological and Historical Findings: For additional requirements, see "Supplementary Conditions."

1.5 QUALITY ASSURANCE

A. Demolition Firm Qualifications: An experienced firm that has specialized in demolition work similar in material and extent to that indicated for this Project.

B. Professional Engineer Qualifications: Comply with Division 1 Section "Quality Requirements."

C. Regulatory Requirements: Comply with governing EPA notification regulations before beginning demolition. Comply with hauling and disposal regulations of authorities having jurisdiction.

D. Standards: Comply with ANSI A10.6, NFPA 241 and the USBC.

1.6 PROJECT CONDITIONS

A. Hazardous Materials: For additional information regarding hazardous materials refer to Section 01 10 00, Summary and General Requirements. In addition coordinate with the Authority’s Building Codes/Environmental Department through the Project Manager.


STRUCTURE DEMOLITION 02 41 19 - 2

B. Storage or sale of removed items or materials on airport property is not permitted.

PART 2 - PRODUCTS

NOT USED

PART 3 - EXECUTION

3.1 EXAMINATION

A. Verify that utilities have been disconnected and capped.

3.2 DISPOSAL OF DEMOLISHED MATERIALS

A. General: Remove demolished materials from Project site and legally dispose of them in an EPA-approved landfill.

1. Do not allow demolished materials to accumulate on-site. 2. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces

and areas.

B. Burning: Do not burn demolished materials.

C. Disposal: Transport demolished materials off the Authority's property and legally dispose of them.

END OF SECTION 024119


STORM WATER POLLUTION PREVENTION 31 25 14 - 1

SECTION 31 25 14 - STORM WATER POLLUTION PREVENTION

PART 1 - GENERAL


A. Contract, Supplementary Conditions, latest version of Virginia Erosion and Sediment Control Handbook and other Division-01 Specifications apply to this Section.

1.2 SUMMARY

A. This Section includes preparation for and submitting for approval for a Storm Water Pollution Prevention Plan (SPPP).

1. Provisions for furnishing, installing and removal of silt fence, filter boxes, storm drain inlet protection, straw bale barriers, construction entrances, sediment traps, diversion berm, dust control and other erosion control measures during construction, and temporary and permanent soil stabilization measures, as noted on the contract plans and in the approved SPPP. All measures and practices shall be in accordance with the latest version of the Virginia Erosion and Sediment Control Handbook and for preventing contamination of storm water from construction activities in accordance with the Commonwealth Of Virginia Regulation 9VAC 25-180 (i.e., temporary fuel storage, fueling operations, equipment maintenance, hazardous material and waste handling, good housekeeping practices, etc.).

B. Related Sections

1. Division 01 Section 01 40 00 “Quality Requirements” for quality issues. 2. Division 32 Section 32 72 00 “Wetlands Restoration” for protection of wetlands.

1.3 DEFINITIONS

A. CWA- Clean Water Act means the law passed by the Congress of the United States in 1972 controlling the Discharge of Pollutants into the Nation's waterways.

B. BMP- Best Management Practices are defined as any one or group of management practices, activities, policies, equipment, and structures that will: prevent pollutants from entering the



environment, minimize pollutants from entering the environment, and mitigate, reduce, and treat prior to the pollutant entering the environment.

C. NPDES- National Pollutant Discharge Elimination System is the national program for issuing, modifying, revoking, reissuing, terminating, monitoring and enforcing permits pursuant to sections 402, 318, and 405 of the CWA.

D. VDEQ- Virginia Department of Environmental Quality is the agency of the Commonwealth of Virginia that manages the Commonwealth of Virginia's environmental regulations.

E. VPDES- Virginia Pollutant Discharge Elimination System is the Commonwealth of Virginia program and regulations that describe the proper management of discharges of pollutants into the waters of the Commonwealth

F. DCR- The Commonwealth of Virginia Department of Conservation and Recreation, Division of Soil and Water Conservation, regulates land disturbing activities and erosion and sedimentation compliance. (NOTE: DCR’s Virginia Stormwater Management Program group is scheduled to become part of VDEQ effective 7-01-13, so any reference below to DCR will also apply to VDEQ.)

1.4 SUBMITTALS

A. Storm water Pollution Prevention Plan (SPPP) - Prepare and submit for written approval by the Authority in accordance with the information provided below. Do not initiate ground-disturbing activities until the Authority has approved the SPPP. In addition, the SPPP will serve as the Soil Erosion and Sediment Control Plan required as a condition of the Authority's issuance of a Construction Permit by the Authority's Building Codes Department. Issuance of this Construction Permit is required prior to initiation of any project construction.

B. The SPPP may utilize plans, details, notes and other information provided in the construction documents, however, such information shall not, in itself, be construed to meet the requirements of this Section. Provide additional details to ensure that the SPPP accurately reflects means and methods for construction.

C. Prepare the SPPP on regular 8 ½ X 11 inch paper. Include attachments of the plans showing locations of erosion and sediment control devices and BMPs. Submit four bound copies for review and approval.

D. Plan Certification with Virginia Pollution Discharge Elimination System Regulation (9VAC 25-180) and DCR (4VAC50-30).



1. Submit with Plan Certification the following certification statement signed by an officer of the company of Contractor and signed by all its subcontractors:

"I certify under penalty of law that I understand the terms and conditions of the General Permit for Discharges from Construction Activities that authorizes the storm water discharges from construction activities associated with the site identified by the permit."

2. The above certification shall be executed on the Contractor's letterhead. Include the name, title, address, and telephone number of contractor and all subcontractors, and the date the certification is made. The Certification shall be attached to the SPPP and submitted to the Owner.

E. Once the SPPP has been accepted by the Owner, submit a Virginia Storm Water Management Program (VSMP) permit application to the Virginia Department of Conservation and Recreation (DCR) to obtain the VSMP permit. Submit payment with the permit application. The Contractor shall include the cost of the VSMP in his proposal.

F. Be responsible for submitting the Notice of Project Termination (NPT) shown in Appendix II for all construction activities within this particular construction project. Contractor shall notify the Owner and provide a copy to the Owner upon completion of this construction project.

G. Submit the name, and a copy of the certificate of competence issued by the Department of Conservation and Recreation for the person in charge of and responsible for carrying out the land-disturbing activity prior to conducting any land-disturbing activities.

H. Prepare the SPPP narrative and associated drawings in accordance with the following outline:

1. Site Description: A detailed description of the construction activities, physical features of the site, and other pertinent information shall be included in this Section.

a. A description of the nature of the construction activities;

b. A description of the intended sequence of major activities which disturb soils for major portions of the site (e.g. grubbing, excavation, grading);

c. Estimate of the total area of land disturbing activities. Land disturbing areas greater than 2,500 square feet require the implementation and enforcement of a SPPP.

d. Describe the quality of any discharge water from the site;

e. A description of the existing vegetative cover at the site, include an estimate of the total buffer area that is covered by the vegetation before construction activities commence.



f. The name of the receiving water(s), their tributaries, and the ultimate receiving water(s). A description of the aerial extent of wetlands present at the site and other sensitive habitats present on site describe measures that will be used to protect wetlands.

g. Include in the plan a schedule of the planned start and completion of construction activities, major grading activities, and other activities that may require stabilization measures to be initiated at the site.

2. Potential Pollution Sources:

a. Describe potential pollution sources. Description should include, but not be limited to, the following:

1) Vehicle Fueling: A description of the location and number of all above ground storage tanks (ASTs) and any storage containers that will be used for the purpose of fueling vehicles or storing any materials used during construction activities (indicate location on the site map).

2) Storage Tanks: ASTs storing regulated substances and greater than 660 gallons shall be registered with the Department of Environmental Quality. All ASTs shall be properly equipped and follow the AST requirements. For example, requirements include that ASTs be double walled or have 110% secondary containment devices that will not collect rainwater. Tanks shall have spill containment buckets and be properly labeled, etc. Earthen berms shall not be permitted.

3) Materials Storage: A description of the storage location and a minimum quantity of all hazardous and non-hazardous materials that might pollute storm water. Pollutants such as, but not limited to, paints, solvents, hydraulic fluids, engine oil, form oil, etc. that will be used during the course of construction activities. All containers of materials of any size that are used on site and their associated secondary containment shall be covered to prevent rainwater from coming in contact with the containers. Earthen berms shall not be permitted. All drums and containers shall be removed from the site as they become empty.

4) Sanitary Waste Facility: A description of the location and the number of sanitary waste facilities (e.g. portable chemical toilets) and method of disposal for the subject waste during the course of construction activities on site.

5) Equipment Maintenance: A detailed description of how and where equipment will be maintained. This shall include fluid changes, servicing, breakdowns, etc. The plan shall provide a standard operating procedure that shall be used for the protection of the environment while maintaining the equipment.



6) The SPPP shall include a drum and container management plan. The plan shall describe the methods and location for the containment, protection, and storage of all solvents, chemicals, petroleum products, and all toxic material as defined by the EPA brought on site. All drums and containers shall be stored within a secondary containment system and shall be covered to prevent rainwater from entering the secondary containment.

3. Best Management Practices (BMPs) And Control Measures. The purpose of this Section is to identify all appropriate BMPs and control measures that shall be implemented at the construction site. This Section of the plan shall clearly describe the construction activities in sequence and their associated BMPS, control measures, and Erosion and Sediment (E&S) controls that are applicable. This Section shall indicate the timing to achieve the above-referenced sequencing relative to the installation of BMPs, E&S, and the control measures.

a. The components of this Section of the plan shall, at a minimum, include but not be limited to the following:

1) Stabilization Practices: All stabilization practices, including interim and permanent stabilization measures as well as specific scheduling of the Implementation of the practices, shall be included in this Section. Where possible, this portion of the plan shall describe all existing vegetation that is preserved for the purpose of site stabilization. Stabilization measures include, but are not limited to the following:

a) Vegetative buffer strips

b) Sod stabilization

c) Geotextile

d) Mulching

e) Temporary Seeding

f) Permanent Seeding

g) Protection of trees

h) Preservation of mature vegetation

i) Other measures/stabilization practices

2) Structural BMPS: This Section shall adequately describe the structural BMPs and practices that will divert and mitigate storm water runoff from soils, sediments, exposed materials, ASTs, and containers of hazardous/non-



hazardous materials. Structural BMPs include, but are not limited to the following list:

a) Silt fences

b) Earth dikes

c) Drainage swales

d) Sediment traps

e) Subsurface drains

f) Secondary containment for ASTs and containers

g) Pipe slope drains

h) Coverage for ASTs and containers

i) Level spreaders

j) Storm drain inlet protection

k) Reinforced soil retaining systems

l) Rock outlet protection/wheel washers

m) Gabions

n) Construction rock entrance

o) Temporary or permanent sediment basins

p) Other BMPs and structural controls.

3) The installation of these structural BMPs may be subject to the CWA Section 404 "Permitting Requirements". Be responsible for determination whether the above-permitting requirements apply to any of the structural BMPs.

4) Provide wheel washers and construction rock entrances for all projects where constructions traffic enters or exits paved surfaces. Be responsible for ensuring that all wheel washers and construction rock entrances are designed and constructed to adequately meet the expected construction traffic demand.

5) Temporary or Permanent Sediment Basins



a) If the project site involves common drainage areas that serve 3 acres or more of disturbed area(s), a temporary or permanent sediment basin is required. Such a basin shall provide 134 cubic feet of storage per acre drained. Where 134 cubic feet of storage per acre drained or equivalent is not attainable due to site constraints, smaller sediment basins and sediment traps shall be used as approved by the Owner on a case-by-case basis.

b) To prevent the movement and erosion of soils, structural measures should be placed on all upland areas.

4. Operational Practices (Good Housekeeping Practices). This Section shall include measures and BMPs including good housekeeping practices that address the following sources of pollution:

a. The plan shall contain measures that prevent trash, innocuous solid materials, building materials, garbage, and debris from entering the airport's storm sewer system or directly into a stream or waterway.

b. Provide a daily program of vacuum or hand sweeping or other acceptable means of cleaning sediments that are tracked or transported onto the public roads from the construction sites shall be implemented. The roads may be washed only after the sediments have been removed.

5. Inspection And Maintenance of BMPs

a. Provide a schedule of inspection of all structural BMPs, the necessary maintenance and corrective action to correct all discrepancies found on site. Designate qualified personnel that have adequate knowledge of E&S requirements and storm water management and pollution prevention requirements, to inspect all structural control measures and BMPs at "least every seven calendar days and within 24 hours of the end of a storm event that is .5 inches or greater."

b. At a minimum develop a checklist for these inspections that conforms to the inspection checklist of Appendix I. Areas where final stabilization has been established need only be inspected once every month. Provide the completed inspection checklist and a report summarizing the corrective actions taken by the contractor to the Owner according to the following schedule of frequencies:

c. Every seven calendar days: Under the normal circumstances.

d. Every 24 hours: After a rainfall of 0.5 inches or greater, of intensity.

e. Every 30 days: for the areas where final stabilization has been accomplished.

f. Correct any and all discrepancies immediately upon discovery. The SPPP shall be revised as necessary to reflect any modifications to strengthen the BMPs and other structural controls in order to address the discrepancies. The above inspections and findings shall be subject to Authority field verification. Be responsible for



responding to all regulatory inquiries from the Virginia Department of Environmental Quality-Water Division (VDEQ-Water), Virginia Department of Conservation and Recreation (DCR), and the Environmental Protection Agency (EPA) Region III. Be responsible for addressing the outcome of all compliance monitoring inspections conducted by the above regulatory agencies. Take all corrective actions as required by VDEQ-Water, DCR or EPA Region III.

6. Non-Storm water Discharge. This SPPP is for the sole purpose of preventing pollution associated with storm water runoff (Act of God: rain, snow, etc.). Plan shall identify all non-storm water components, process waste water discharges, and any other non-storm water influent that may exist in this particular construction site. Plan shall ensure that all of the above non-storm water discharges are appropriately eliminated, permitted or addressed through other acceptable regulatory permitting mechanisms.

7. Detailed Composite SPPP Map. Prepare the following:

a. Drainage pattern and approximate slopes anticipated after completing major grading activities on site

b. Soil disturbance areas

c. Location of all Best Management Practices (BMPs), structural controls, non-structural controls, good housekeeping practices (GHP) and other erosion and sediment (E&S) control measures to be used during the course of construction activities

d. Locations where stabilization is expected to be used, including the types of vegetative cover which will be employed on site

e. Location of all receiving waters, including their tributaries and the ultimate receiving waters (including wetlands/sensitive habitats)

f. Location of all points of discharge to existing storm sewers and outfalls

g. Existing and planned paved areas, impervious surfaces, and buildings

h. Location of all post-construction BMPs and Storm water management practices that will address the long-term water quality improvement needs for the site, if applicable.

i. Location of any fuel storage, materials storage and sanitary waste and other potential pollution sources and their associated BMPs. shall be reflected on the site map.

j. Two site maps shall be developed, one indicating pre-construction and during construction site conditions and the second indicating final site conditions. Maps shall be to the same scale.




A. Prepare and submit the SPPP with input from each subcontractor.

PART 2 - PRODUCTS

2.1 GENERAL

A. Provide erosion and sediment control devices and products as indicated, in accordance with the SPPP and in accordance with the latest updated version of the Virginia Erosion and Sediment Control Handbook.

PART 3 - EXECUTION

3.1 IMPLEMENTATION

A. Implement and maintain the approved SPPP throughout the life of the contract in accordance with provisions of the Virginia Erosion and Sediment Control Handbook and applicable contract documents.

B. Exercise every reasonable precaution, including temporary and permanent measures, throughout the duration of the project to control erosion and prevent or minimize pollution of rivers, streams, lakes and other receiving waters. Apply siltation and stabilization control measures to material, subject to erosion, exposed by any activity associated with construction including but not limited to local material sources, stockpiles, disposal areas, and haul roads.

C. Initiate stabilization measures as soon as practicable in portions of the site where construction activities have temporarily or permanently ceased but no later than 14 days after the construction activities have temporarily or permanently ceased. Except as provided in the following paragraphs:

1. If snow cover and or severe weather conditions preclude initiation of the stabilization measures by the 14th day after construction activities have ceased, either temporarily or permanently, the stabilization practices shall be initiated as soon as practicable.

2. If construction activities resume on a portion of the site within 21 days from the date that construction activities have temporarily ceased, then stabilization practices need not be initiated on that particular portion of the site by the 14th day after construction activities have temporarily ceased.



D. Be solely responsible for complying with the soil erosion, sedimentation control and good housekeeping requirements of this Contract, and for otherwise preventing contamination of storm water from construction activities. Be solely responsible for any and all fines, penalties or damage that result from the Contractor’s failure to comply.

3.2 EROSION AND SILTATION CONTROL:

A. Control erosion and siltation through the use of the devices and measures specified herein, in the approved SPPP or as is otherwise necessary. The Owner reserves the right to require other temporary measures not specifically described herein to correct an erosion or siltation condition.

B. Maintenance: Maintain erosion and siltation control devices and measures in a functional condition at all times. Inspect temporary and permanent erosion and sedimentation control measures after each rainfall and at least daily during periods of prolonged rainfall. Correct deficiencies immediately. Make a daily review of the location of erosion and sediment control devices to ensure that they are properly located for effectiveness. Where deficiencies exist, make corrections immediately as approved or directed by the Owner.

3.3 CONTRACTOR’S QUALITY CONTROL

A. Field Quality: Conform to all applicable provisions of Division 01 Section 01 40 00 “Quality Requirements". Be responsible for periodic inspections for conformance with the approved SPPP. The results of the periodic inspections shall be submitted to the Owner upon completion.

END OF SECTION 31 25 14



APPENDICES ATTACHED

APPENDIX I - SPPP INSPECTION CHECKLIST

APPENDIX II - FORM Notice of Project Termination for Storm water Discharges from Construction Activities.

APPENDIX III - HAZARDOUS MATERIALS SPILL NOTIFICATION CHECKLIST



APPENDIX I



SPPP INSPECTION CHECKLIST

BMP

Proper

Installation

Yes, No. or NA

Proper

Operation

Yes or No

Housekeeping

Practices

Good-Poor

Potential

Hazard

Yes or No

Discharge:

Storm water

Non-storm water

Effectiveness

of BMP

Observations

Comments

1. Drainage Swale

2. Gabion

3. Silt Fence

4. Dry Pond

5. Cattle Grate

6. Earth Dike

7. Sediment Trap

8. Hay Bale

9. Subsurface Drains

10. Pipe Slope Drains



BMP

Proper

Installation

Yes, No. or NA

Proper

Operation

Yes or No

Housekeeping

Practices

Good-Poor

Potential

Hazard

Yes or No

Discharge:

Storm water

Non-storm water

Effectiveness

of BMP

Observations

Comments

11. Level Spreaders

12. Storm Drain Inlet Protection

13. Reinforced Soil Retaining Basins



SPPP INSPECTION CHECKLIST

BMP

Proper

Installation

Yes, No. or NA

Proper

Operation

Yes or No

Housekeeping

Practices

Good-Poor

Potential

Hazard

Yes or No

Discharge:

Storm water

Non-storm water

Effectiveness

of BMP

Observations

Comments

14. Temporary or Permanent Sediment Basins

15. Construction Rock Entrance

16. Rock Outlet Protection

17. Secondary Containment for all ASTs



BMP

Proper

Installation

Yes, No. or NA

Proper

Operation

Yes or No

Housekeeping

Practices

Good-Poor

Potential

Hazard

Yes or No

Discharge:

Storm water

Non-storm water

Effectiveness

of BMP

Observations

Comments

18. Evidence of oil, fuel or other material spills or releases on site

19. Other BMPs

20. Other BMPs



Please list any discrepancies or items that are not in compliance in the space provided below.

Please list the corrective actions necessary to abate the above-listed discrepancies.

Note: All corrective actions must take place within 7 days of the discovery of the above discrepancies and non-compliance item(s).

Inspector:

Signature: Date: ________________



APPENDIX II



Metropolitan Washington Airports Authority

Notice of Project Termination

For

Storm water Discharges from Construction Activities

Note: This form shall be completed by the construction contractors upon final stabilization of the site, upon elimination of all storm water, or when the construction contractor has changed within the same construction project. The contractor shall submit a completed copy of this form to the Owner within 30 days after final stabilization has been achieved or when it is no longer the construction contractor for this project. (An officer of the company shall sign this certification)


STORM WATER POLLUTION PREVENTION 31 25 14 ‐ 20

Contract Number:

Contractor Information:

Contractor's name and mailing address:

Subcontractor(s) name and mailing address:

Location of Construction Site:

Project Name

Address

City State Zip Code ____________

Latitude Longitude ______________________

If there is a change in the contractor(s) please provide the new contractor's information here:

Certification:

"I certify under penalty of law that disturbed soils at the identified project have been finally stabilized and temporary erosion and sediment control measures have been removed or will be removed at an appropriate time and that all storm water discharges associated with construction activities in this project have been eliminated, or that I am no longer the contractor for this construction site."

Print name:

Title:

Signature:

Date:

(This certification shall be signed by an officer of the company)



APPENDIX III



METROPOLITAN WASHINGTON AIRPORTS AUTHORITY

WASHINGTON DULLES INTERNATIONAL AIRPORT

HAZARDOUS MATERIALS SPILL NOTIFICATION CHECKLIST

Note: This checklist shall be completed by all tenants of Washington Dulles International Airport (IAD) in the event of a hazardous material spill (under CERCLA, CWA, CAA, TSCA and/or a release of hazardous waste under RCRA). It is the responsibility of the tenants to notify all pertinent regulatory agencies within the time frame prescribed under the respective statutes and regulations.

1. Tenant Name:

2. Facility location within IAD where spill occurred:

3. Facility Environmental Manager, Foreman, or person in charge:

4. Time and date of release:

5. Amount of release material:

6. Description of how the release occurred and whether material reached a floor drain (if this situation occurred, describe amount of material that entered drain):

7. Type of material released (include common and chemical name; attach MSDS and/or Waste Manifest):

8. In the event of a release, verbal notification to IAD Fire Department and IAD Environmental Coordinator must be made immediately as follows:

a. Fire Department:

(703) 572-2970

b. IAD Government, Programs Engineer:

(703) 572-0210

END OF SECTION APPENDICES 31 25 14


WETLANDS RESTORATION 32 72 00 - 1

SECTION 32 72 00 - WETLANDS RESTORATION

PART 1 - GENERAL


A. Contract Provisions and other Division 01 Specification Sections apply to this Section.

1.2 DESCRIPTION OF WORK

A. This Section covers seeding of wetland areas distributed by project construction activities. All wetland areas temporarily impacted as a result of excavation/trenching or other ground disturbing activities shall be restored to previous contours and elevations prior to the application of seed and mulch material.

PART 2 - PRODUCTS

2.1 SEED

A. Seed mixture shall be as shown below or similar available mixture of no less than eight (8) wetland species each with a hydrophytic status of OBL or FACW. Any deviation from the seed mix presented in the table below must be approved by the Owner prior to the application of the seed.

Common Name Scientific Name Percent of Mix

Virginia Wild Rye Elymus virginicus 20% Sensitive Fern Onoclea sensibilis 12%

Fox Sedge Carex vulpinoidea 11% Giant Bur Reed Sparganium eurycarpum 8% Blue Vervain Verbena hastate 7% Nodding Bur Marigold Bidens cernua 6% Wool Grass Scirpus cyperinus 6% Tearthumb Polygonum arifolium 5%

Eastern Bur Reed Sparganium americanum 5% Flat Topped/Umbrella Aster Aster umbellatus 4%

Soft Rush Juncus effusus 4% Common Milkweed Asclepias syriaca 3%

Cosmos Sedge Carex comosa 3% Lurid Sedge Carex lurida 3% Hop Sedge Carex lupulina 2%

Fringed Sedge Carex crinita 1%


WETLANDS RESTORATION 32 72 00 - 2

2.2 MULCH

A. Mulch will be clean straw, free of noxious weed seed or other objectionable materials.

2.3 TOPSOIL

A. The topsoil shall be the existing surface soil stripped and stockpiled onsite.

PART 3 - EXECUTION

3.1 SEEDING AND MULCHING

A. Seeding will be accomplished between 15 April and 15 October. Seeding time other than the above shall require the approval of the Engineer.

3.2 APPLICATION

A. Seed shall be thoroughly mixed and evenly sown at a rate of 15 bulk lb/acre over the prepared areas. Seed may be sown hydraulically. A thin layer of straw mulch will be applied immediately following seeding unless the seed mixture is applied by hydroseeding and a suitable mulch material is incorporated into the seed mix. Soil amendments (e.g., fertilizers, pH adjusters, etc.) shall not be incorporated into the seedbed.

B. Mulching material shall be evenly placed over all seeded areas

3.3 WATERING SEED

A. Watering shall be started immediately after completing the seeding of an area. After initial watering, water shall be applied to supplement rainfall at a rate sufficient to ensure moist soil conditions to a minimum 1-in. depth. Run-off and puddling shall be prevented. Watering trucks shall not be driven over seeded areas.



WETLANDS PERMIT REQUIREMENTS 32 73 00 - 1

SECTION 32 73 00 – WETLANDS PERMIT REQUIREMENTS

PART 1 - GENERAL


A. Contract Provisions, Supplementary Conditions, other Division 01 Specification Sections, apply to this Section. The following governmental requirements apply to this Section:

1. U.S. Army Corps of Engineers - Permit pursuant to Section 404 of the Clean Water Act. 2. Commonwealth of Virginia - Department of Environmental Quality - Virginia Water

Protection Permit pursuant to the State Water Control Law and Section 401 of the Clean Water Act.

B. The Section 404 Permit obtained by the Authority is included as part of the contract documents. The Contractor is responsible for obtaining revised permit modifications for all wetland impacts and for complying with all the permit provisions.

1.2 SUMMARY

A. This Section includes the following:

1. Work necessary to fulfill the requirements of the U.S. Army Corps of Engineers. These requirements pertain to work in the waters of the United States, namely Cub Run, Horsepen Run, Indian Creek and Dead Run.

2. Work necessary to fulfill the requirements of the Commonwealth of Virginia, Department of Environmental Quality. Specifically the Virginia Water Protection Permit issued pursuant to the State Water Control Law and Section 401 of the Clean Water Act.

B. Related Sections include the following:

1. Division 01 Section 01 10 00 “Summary and General Requirements” for additional information for environmental protection.

2. Division 01 Section 01 33 00 “Submittals” for submittal requirements of written reports. 3. Division 01 Section 01 32 33 “Photographic Documentation” for Field Quality Control

photographs. 4. Division 01 Section 01 40 00 “Quality Requirements” for quality control. 5. Division 31 Section 31 21 14 “Storm Water Pollution Prevention” for erosion and

sedimentation control. 6. Division 32 Section 32 72 00 “Wetland Restoration” for restoration requirements.

1.3 REFERENCES

A. “Virginia Erosion and Sediment Control Handbook”, latest edition

B. Code of Virginia, Water Statutes, Chapter 2, Section 62.1-10



C. Clean Water Act, Sections 401 and 404

D. The Rivers and Harbor Act of 1899, Section 10

E. State Water Control Law

F. Virginia Wetlands Act


A. General Conditions

1. Maintain the activity authorized by the permit in good condition and in conformance with the terms and conditions of the permit.

2. Allow representatives from the Department of the Army, Norfolk District, Corps of Engineers to inspect the work at any time it is deemed necessary by the Corps of Engineers office to ensure that the work has been accomplished in accordance with the terms and conditions of the permit.

3. On discovery, immediately report to the Owner any fish kills or petroleum product spills.

1.5 SUBMITTALS

A. Construction Monitoring Report

B. Water Quality Report

C. Qualifications of laboratory to be used for testing water quality samples.


A. Project Requirements

1. Do not disturb wetlands during construction. Protect, with construction safety fence or approved equal, and maintain, for the life of construction in that area, a minimum 50-foot buffer to wetlands that are not permitted to be impacted. The Contractor shall notify all employees and subcontractors that these marked areas are surface waters where no activities are to occur. Minimize to the maximum extent practicable temporary disturbances to wetlands that are unavoidable during construction. Stabilize, restore to pre-construction conditions, and plant or seed with matching pre-disturbance wetland vegetation according to cover type (emergent, scrub/shrub, or forested) within 30 calendar days of disturbance. Refer to Section 32 72 00 “Wetlands Restoration” for additional information. Take all necessary measures to promote re-vegetation of temporarily disturbed wetland areas with wetland vegetation by the second year post-disturbance. Remove all temporary fills in their entirety and restore the affected area to pre-existing contours.

2. Place all materials (including fill, construction debris, excavated and woody materials) temporarily stockpiled in permitted wetlands on mats or geotextile fabric, immediately stabilized to prevent entry in surface waters, managed such that leachate does not enter



surface waters, and entirely removed within 30 days following completion of that construction activity. Return disturbed areas to original contours, stabilized within 30 days following removal of the stockpile, and restored to the original vegetated state.

3. Fill material shall consist of suitable material as specified in other sections or as directed by Owner.

4. Accomplish all construction, construction access (for example, cofferdams, sheet piling, and causeways), and demolition activities associated with the project in a manner that will prevent all construction or waste materials from entering surface waters.

5. Prohibit untreated storm water runoff from directly discharging into any surface waters. 6. No machinery may enter surface waters unless authorized by the permit/contract. 7. Prohibit wet or uncured concrete from entry into surface waters. 8. Maintain continuous flow of perennial springs by the installation of spring boxes, French

drains, or other similar structures. 9. Use and maintain in effective operating condition during construction appropriate erosion

and siltation controls, and permanently stabilized at the earliest practicable date all exposed soil and other fills, as well as any work below the ordinary high water mark.

10. Conduct work performed under the permit in a manner so as to minimize any degradation of water quality and/or damage to aquatic life. Take precautions and employ measures to prevent spills of petroleum products from entering the waterway.

11. Place on mats or use other measures to support heavy equipment working in wetlands or temporarily impacted surface waters to minimize soil disturbance.

12. Failure to comply with the terms and conditions of the permit will result in financial penalties against the Contractor.

13. Place fill so as to minimize disturbance of the bottom or turbidity increases in the water that tend to degrade water quality and damage aquatic life.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION

3.1 Standard Project Conditions

A. Include in construction schedule the start date and end date of work authorized by the permit prior to commencement of any work,

B. Execute work in a manner to eliminate any adverse impact on stream beneficial uses, as defined in Paragraph 62.1 – 10(b) of the Code of Virginia, Virginia DEQ Water Programs.

3.2 Field Quality Control

A. Division 01 Section “Quality Requirements” specifies the general requirements for the contractor’s quality control program.

B. Submit a Construction Monitoring Report to the Owner biannually, by April 15 and October 15, for the life of the permit or until construction activities are complete to document the progress of construction activities authorized by the permit. Construction Monitoring Reports shall include, but are not limited to, the following:



1. A written narrative stating whether work was performed, a description of the work performed at each impact area, when the work was initiated, and expected date of completion; a summary of activities conducted to comply with the permit conditions; a summary of permit non-compliance events or problems encountered, subsequent notifications, and corrective actions; a summary of anticipated work to be completed during the next reporting period; and an estimated date of project completion.

2. Dated monitoring photographs showing representative construction activities including, but not limited to, flagging non-impacted wetland areas, site grading, roadway and parking lot/garage construction, storm water management/best management practice facility construction and culvert installation. Take representative photographs pre-construction, during construction, and upon completion of construction from photographic monitoring points selected by the Owner. Monitoring points shall remain the same throughout the entire construction process. The photographic monitoring points shall be identified on a plan view map submitted with the first construction report. Refer to Division 01 Section “Photographic Documentation” for additional information of photographic requirements.

3. Each photograph shall be labeled to include the following information:

a. Permit number b. Impact area c. Photo monitoring point number d. Date and time of the photograph e. Name of the person taking the photograph f. Photograph orientation g. Photograph subject description.

4. Provide 10 photographs per month for documentation. 5. Refer to Division 01 Section “Photographic Requirements”.

C. Conduct monitoring of water quality parameters during rerouting of flowing streams through the new channels in the following manner:

1. Locate a sampling station upstream and immediately downstream of the relocated channel.

2. Take Temperature, pH and dissolved oxygen (D.O.) measurements once every half-hour for at least three readings at each station prior to opening the new channels.

3. After opening the new channel, take temperature, pH and D.O. readings once every half-hour for at least three readings at each station within 24 hours of opening the new channel.

4. Submit data to Owner within seven calendar days of completing the activity.

D. Conduct analysis of pollutants according to 40 CFR Part 136 (2000), Guidelines Establishing Test Procedures for the Analysis of Pollutants.



TURF AND GRASSES 32 92 00-1

SECTION 32 92 00 – TURF AND GRASSES

PART 1 - GENERAL


A. Drawings, Contract Provisions, Supplementary Conditions, and other Division 01 Specification Sections apply to this Section.

1.2 SUMMARY

A. This Section includes subsoil scarification, topsoil placement, application of soil amendments, final grading, fertilizing, turf seeding, mulching, and initial irrigation for the areas indicated on Drawings.

B. This Section also includes removing of topsoil from designated stockpiles, areas to be stripped on the site or from approved sources off the site and subsequent transporting of topsoil to area of placement on site.

C. Topsoil may be stockpiled for reuse in turf and grass areas. If quantity of stockpiled topsoil is insufficient, provide additional topsoil to complete turf and grass areas.

1.3 SUBMITTALS

A. Submit the following to Owner in accordance with requirements of Division 01 Section, 01 33 00, "Submittals."

B. Certification of Grass Seed: Seed vendor's signed statement of turf seed analysis, certifying that each lot of seed has been tested in accordance with requirements of the Commonwealth of Virginia within the previous 6 months by a recognized independent seed testing laboratory. This statement shall include:

1. Name and address of laboratory. 2. Date of analysis. 3. Origin and lot number for each type of seed variety. 4. Results of analysis, including, for each seed variety:

a. Botanical and common name (species and variety). b. Percentage by weight of variety in overall mixture. c. Percentage of purity. d. Percentage of germination. e. Percentage by weight of weed content. f. Percentage by weight of inert content.

C. Topsoil Analysis Report: Report of analysis by an Owner-approved soil testing laboratory stating percentages of silt, clay, sand and organic matter, soil pH, and the mineral and plant nutrient



content of soil. Report shall indicate suitability of topsoil for healthy, vigorous growth of turf grasses. If not suitable, include recommended quantities for nitrogen, phosphorus, potash, limestone, aluminum sulphate, or other soil amendments that shall be added to make topsoil suitable.

D. Sod Analysis: Notify Owner of sod source, including name and telephone number of supplier, and provide certification of seed mix of sod in accordance with sod certification requirements of the Commonwealth of Virginia.


A. Planting time: Sow permanent seed in all areas of project in periods between March 15 to May 15, or between August 15 and October 1 unless otherwise approved in writing by the Owner.

B. Maintenance period: Correlate planting with specified maintenance periods to provide required maintenance from date of substantial completion.

1.5 SPECIAL PROJECT WARRANTY

A. Warranty turf areas through specified maintenance period and until final acceptance.

PART 2 - PRODUCTS

2.1 NEW TOPSOIL

A. Fertile, friable, naturally loamy, surface soil; free of subsoil, clay lumps, brush, weeds, and other litter; and free of roots, stumps, stones larger than 2 inches in any dimension, and other extraneous or toxic matter harmful to plant growth.

B. When tested in accordance with the methods of testing as recommended by the Association of Official Agricultural Chemists topsoil shall have a pH range of 5.5 to 7.6. Organic content shall not be less than 3 percent or more than 20 percent as determined by the wet-combustion method (chromic acid reduction). Not less than 20 percent or more than 80 percent of the topsoil material shall pass the 200 - mesh (0.075 mm) sieve, as determined by the wash test in accordance with ASTM C 117.

1. Natural topsoil may be amended by the Contractor with approved materials and methods to meet above requirements.

C. Obtain topsoil from local sources or from areas having similar soil characteristics to that found at site of work. Obtain topsoil from naturally well-drained sites where topsoil occurs at least 4 inches deep. Obtaining topsoil from bogs or marshes is prohibited.



2.2 SOIL AMENDMENTS

A. Lime: Natural limestone, conforming to requirements of ASTM C 602, and containing at least 85 percent of total carbonates ground to such fineness that at least 90 percent passes a 10-mesh sieve and at least 50 percent passes a 100-mesh sieve.

1. Provide lime in form of dolomitic limestone.

B. Peat Humus: Finely divided or granular texture and with pH of 6.0 to 7.5 composed of moss peat (other than sphagnum), peat humus, or reed-sedge peat.

2.3 FERTILIZER

A. Complete, 10-20-10 commercial fertilizer of neutral character, with some elements derived from organic sources, conforming to requirements of Federal Specification O-F-241d and applicable laws of the Commonwealth of Virginia. Fertilizer to provide nitrogen in a form that will be available during initial period of turf growth.

2.4 GRASS SEED MIXTURE

A. Grass Seed: Provide fresh, clean, new-crop seed complying with tolerance for purity and germination established by Official Seed Analysts of North America for lawn grasses. Seeds included in the mix shall be listed in the most current version of the Virginia Turfgrass Variety Recommendations. Seed mixtures shall be a blend of three standard varieties with no dwarf and shall consist of the following (by weight):

1. 10 % Kentucky Bluegrass 2. 80 % Tall Fescue 3. 10 % Perennial Rye

2.5 SOD

A. Machine-cut, strongly rooted, certified turfgrass sod, at least 2 years old and free of weeds and undesirable native grasses. Provide sod capable of vigorous growth and development when planted (viable, not dormant) and complying with the following requirements:

1. Type: Kentucky Bluegrass (Poa pratensis).

B. Sod Pad Size: Uniform thickness of 5/8 inch, plus or minus 1/4 inch, measured at time of cutting and excluding top growth and thatch. Provide in supplier's standard size of uniform length and width with maximum 5 percent allowable deviation in either length or width. Broken or torn pads or pads with uneven ends are not acceptable.

C. Sod Strength: Provide sod pads capable of supporting their own weight and retaining size and shape when supplier's standard size pad is suspended vertically from a firm grasp on upper 10 percent of the pad.



2.6 MULCH

A. Anti-Erosion Mulch: Clean, salt hay or threshed straw of wheat, rye, oats or barley. Mulch to be air-dry and free of mold and seeds of noxious grasses or weeds.

B. Seed Mulch: Peat moss in natural, shredded, or granulated form, of fine texture, with a pH of 4.0 to 6.0 and a water absorbing capacity of 1,100 to 2,000 percent.

PART 3 - EXECUTION

3.1 SOIL PREPARATION

A. Limit preparation to areas that will be planted within 72 hours.

B. Till sub grade to a minimum depth of 6 inches. Remove stones exceeding 2 inches in any dimension and sticks, roots, rubbish, and other extraneous matter including gravel or other inorganic deposits in excess of 4 stones per square foot (average).

1. Immediately after initial tilling, remove existing grass clumps, vegetation, and turf. Dispose of such material outside of Owner's property; do not turn over into soil being prepared for turfs.

2. Maintain grades in a true and even condition where grades to be provided with topsoil have been established by others.

3. Where grades have not yet been established, smooth-grade the areas to the prescribed elevations indicated and leave in a condition that is properly compacted and evenly graded to prevent formation of low areas where water may pond.

C. Spread topsoil mixture to depth required meeting thickness, grades, and elevations shown, after light rolling and natural settlement.

1. Provide minimum depth of 2 inches (50 mm) after compaction, unless otherwise indicated. Do not spread if either topsoil material or sub grade is frozen.

2. Clean topsoil of roots, plants, sods, stones, clay lumps, and other extraneous materials harmful or toxic to plant growth.

3. Allow for sod thickness in areas to be sodded.

D. Add soil amendments to top surface of topsoil at rates specified and spread initial fertilizers at rate of 1500 lbs. per acre of topsoil.

1. Mix lime with dry soil before mixing in fertilizer. 2. Mix thoroughly into top 4 inches of topsoil prior to fine-grading. 3. Do not mix fertilizer with topsoil more than 72 hours in advance of seeding or sodding

operations. 4. Till soil to a homogenous mixture of fine texture, free of lumps, clods, stones, roots, and

other extraneous matter.

E. Fine-grade to a smooth, even surface with loose, uniformly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish grades. After compaction rolling, leave surfaces at



prescribed grades with uniform slope to drain and free from low areas where water might pond. Limit fine-grading to areas that can be planted within 72 hours. Remove trash, debris, stones larger than 2 inches in diameter, and other objects that may interfere with planting or maintenance operations.

F. Promptly remove topsoil or other materials falling on pavement as result of hauling or spreading of topsoil.

3.2 SEEDING

A. Restore prepared turf areas to specified condition if eroded or otherwise disturbed after fine-grading and before planting.

B. Moisten prepared turf areas before planting if soil is dry. Water thoroughly and allow surface to dry off before seeding operations. Do not create muddy soil.

C. Sow seed with a spreader or a seeding machine. Do not seed when wind velocity exceeds 5 miles per hour. Distribute seed evenly over entire area by sowing equal quantity in 2 directions at right angles to each other.

1. Do not use wet seed or seed that is moldy or otherwise damaged in transit or storage. 2. Sow no less than the quantity of seed specified.

D. Rake seed lightly into top 1/8 inch of soil, roll lightly, and water with fine spray.

3.3 HYDROSEEDING

A. Mix specified seed, fertilizer, and pulverized mulch in water, using equipment specifically designed for hydroseed application. Continue mixing until uniformly blended into homogenous slurry suitable for hydraulic application.

B. Apply slurry uniformly to all areas to be seeded. Rate of application as required obtaining seed application rate equivalent to 6 pounds per 1000 sq. ft. (260 lbs. per acre).

3.4 SODDING

A. Lay sod within 24 hours of stripping. Do not lay dormant sod or if ground is frozen.

B. Lay sod to form solid mass with tightly fitted joints. Butt ends and sides of sod strips; do not overlap. Stagger strips to offset joints in adjacent courses. Work from boards to avoid damage to sub grade or sod.

C. Tamp or roll lightly to ensure contact with sub grade. Work sifted soil into minor cracks between pieces of sod; remove excess to avoid smothering adjacent grass.

D. Anchor sod on slopes with wood pegs as required to prevent slippage.



E. Water sod with fine spray immediately after planting. During first week, water daily or more frequently as necessary to maintain moist soil to depth of 4 inches.

3.5 MULCHING

A. Protect seeded slopes against erosion with jute mesh erosion netting or other similar coverings acceptable to Owner.

B. Protect seeded areas against hot, dry weather or drying winds by applying specified mulch within 24 hours after completion of seeding operations. Presoak and scatter evenly to a depth of 1/8 inches to 3/16 inches thick and roll to a smooth surface. Do not mound.

3.6 RECONDITIONING EXISTING TURF AREAS

A. Recondition turf areas where settlement or washouts occur or where minor re-grading is required.

B. Recondition existing turf areas damaged by Contractor's operations including storage of materials or equipment and movement of vehicles.

C. Recondition other existing turf areas as indicated.

D. Provide fertilizer, seed or sod, and soil amendments same as specified for new turf areas and as required to provide healthy stand of grass in reconditioned areas. Provide new topsoil as required to fill low spots and meet required finish grades.

E. Remove diseased or unsatisfactory grass clumps; do not bury into soil. Remove topsoil containing foreign materials resulting from Contractor's operations including oil drippings, stone, gravel, and other construction materials; replace with new topsoil.

F. Where substantial turf remains (but is thin), mow, rake, aerate if compacted, fill low spots, remove humps, cultivate soil, apply lime, fertilizer, and sow specified seed at rate indicated. Remove weeds before seeding. If weeds are extensive, apply selective chemical weed killers as required. Apply seedbed mulch, if required, to maintain moist condition.

G. Water newly planted areas and keep moist until new grass is established.

3.7 PROTECTION

A. Erect barricades and warning signs as required to protect newly planted areas from traffic. Maintain barricades throughout the maintenance period. Maintain barricades until a substantial and healthy stand of grass is established.

B. Take necessary precautions as required to avoid damage to existing plants, turf, and structures.



3.8 MAINTENANCE

A. Obtain the services of a professional lawn and landscape firm to provide the required maintenance services of this Article. Do not use Contractor’s own forces to accomplish this maintenance.

B. Begin maintenance of grass areas immediately after each area is planted and continue for the periods required to establish acceptable stand of turf grass, but no less than the following:

1. Seeded areas, at least 60 days, after date of Substantial Completion.

a. If seeded in fall after September 1, provide minimum of 30 days maintenance in fall, and provide a minimum of 45 additional days continuing maintenance during following spring until acceptable turf is established.

2. Sodded areas, at least 30 days after date of Substantial Completion.

C. Maintain turf areas by watering, fertilizing, weeding, mowing, trimming, and other operations such as rolling, re-grading, and replanting as required to establish a smooth, acceptable turf, free of eroded or bare areas.

D. Re-mulch with new mulch in areas where mulch has been disturbed by wind or maintenance operations sufficiently to nullify its purpose. Anchor as required preventing displacement.

E. Replant bare areas with same materials specified for new turf.

F. Watering: Provide and maintain temporary piping, hoses and watering equipment to convey water from Authority's water source(s) location indicated and to keep turf areas uniformly moist as required for proper growth. Design temporary watering system to provide a minimum of 3/4 inch of water per day.

1. Lay out temporary watering system and arrange watering schedule to prevent puddling, water erosion, and displacement of seed or mulch. Lay out temporary watering system to avoid necessity of walking over muddy or newly seeded areas.

2. Begin watering immediately. Water on a daily basis for the following 10 days. Apply water uniformly, providing coverage over entire site nominally equivalent to 3/4 inches of rainfall per day. Reduce rate to nominal 1/2 inch of water per day after 5 days.

3. At end of initial 10-day period, remove temporary irrigation system. Continue watering with conventional sprinkler watering system on an as-needed basis.

G. Mow grass as soon as there is 3 - 4 inches of top growth, cut grass with the mower blades set at 1-1/2" to 2" height. Repeat mowing as required to maintain specified height.

1. Remove no more than 40 percent of grass leaf growth in initial or subsequent mowings. Do not delay mowing until grass blades bend over and become matted. Do not mow when grass is wet. Time initial and subsequent mowings to maintain following grass heights.

a. Mow grass from 1-1/2 inches to 2 inches high. Do not mow to less than 1-1/2 inches.

2. Apply second fertilizer application after first mowing and when grass is dry. Use fertilizer that will provide at least 1.0 lb. of actual nitrogen per 1,000 sq. ft. of turf area.



3.9 ACCEPTANCE

A. When work is substantially completed, including maintenance, Owner will, upon request, make an inspection to determine acceptability.

B. Turf work may be inspected for acceptance in parts agreeable to the Owner, provided work offered for inspection is complete, including maintenance.

C. Replant rejected work and continue specified maintenance until re-inspected by Owner and found to be acceptable.

D. Seeded areas will be acceptable provided requirements, including maintenance, have been met and healthy, uniform close stand of specified grass has been established with an average of one healthy grass plant per square inch, free of weeds, with no bare spots in excess of 5 inches in diameter, and free of surface irregularities.

E. Sodded areas will be acceptable provided requirements, including maintenance, have been met and healthy, well-rooted, even-colored, viable turf has been established, free of weeds, open joints, bare areas, and surface irregularities.

3.10 CLEANUP

A. Promptly remove soil and debris created by turf work from paved areas. Clean wheels of vehicles before leaving site to avoid tracking soil onto surface of paved areas.

B. Maintain all areas neat and clean during seeding operations. On a daily basis, remove excess materials and debris to site location designated by Owner. At completion of Work, remove all such materials from site and dispose of in a legal manner.

C. Restore any damage caused by seeding operations to original condition.



ITEM D-701 PIPE FOR STORM DRAINS AND CULVERTS PAGE 1

ITEM D-701 PIPE FOR STORM DRAINS AND CULVERTS

701-1 DESCRIPTION

701-1.1 This item shall consist of the construction of pipe culverts and storm drains in accordance with these specifications and in reasonably close conformity with the lines and grades shown on the plans.

701-1.2 SUBMITTALS

Furnish shop drawings, specifications, manufacturer’s data, test reports and material certification for all materials acquired in the referenced section, including:

701-1.2.1. Pipe

701-1.2.2. Aggregate test data and certifications

701-1.2.2.1 Gradation

701-1.2.2.2 Source of supply

The date of the material certifications shall be current. The test data shall not be more than 6 months previous to the date of the submittal.

701-2 MATERIALS

701-2.1 Materials shall meet the requirements shown on the plans and specified below.

701-2.2 PIPE. The pipe shall be of the type called for on the plans or in the proposal and shall be in accordance with the following appropriate requirements.

ASTM A 760 Metallic Coated Corrugated Steel Pipe (Type I, IR or II)

ASTM A 761 Galvanized Steel Corrugated Structural Plates and Fasteners for Pipe, Pipe-Arches, and Arches

ASTM A 762 Polymer Precoated Corrugated Steel Pipe for Sewers and Drains

ASTM A 849 Post-Coated and Lined (Bituminous or Concrete) Corrugated Steel Sewer and Drainage Pipe

A885/A885M-96 Steel Sheet, Zinc and Aramid Fiber Composite Coated for Corrugated Steel Sewer, Culvert, and Underdrain Pipe

ASTM B 745 Corrugated Aluminum Alloy Culvert Pipe

ASTM C 14 Non-Reinforced Concrete Pipe

ASTM C 76 Reinforced Concrete Pipe

ASTM C 655 Reinforced Concrete D-Load Pipe

ASTM C 506 Reinforced Concrete Arch Pipe

ASTM C 507 Reinforced Concrete Elliptical Pipe

ASTM C 789 and Precast Reinforced Concrete Box Sections



C 850

ASTM F 667 Large Diameter Corrugated Polyethylene Pipe and Fittings

ASTM F 714 Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter

ASTM F 794 Poly (Vinyl Chloride) Ribbed Drain Pipe & Fittings

ASTM F 894 Based on Controlled Inside Diameter Polyethylene (PE) Large Diameter Profile Wall Sewer and Drain Pipe

ASTM F 949 Poly (Vinyl Chloride) (PVC) Corrugated Sewer Pipe With a Smooth Interior and Fittings

ASTM F 2435 Steel Reinforced Polyethylene (PE) Corrugated Pipe

ASTM F 2562 Steel Reinforced Thermoplastic (HDPE) Ribbed Pipe and Fittings for Non-Pressure Drainage and Sewerage

AASHTO M 190 Bituminous-Coated Corrugated Metal Pipe and Pipe Arches

AASHTO M 190 and M 196

Bituminous-Coated Corrugated Aluminum Alloy Culvert Pipe

AASHTO M 167 and M 243

Bituminous-Coated Structural Plate Pipe, Pipe Arch, and Arches

AASHTO M 219 Aluminum Alloy Structural Plate for Pipe, Pipe Arch, and Arches

ASTM D 3034 Polyvinyl Chloride (PVC) Pipe

AASHTO M 252 Corrugated Polyethylene Drainage Tubing (all types)

AASHTO M 294M

Corrugated Polyethylene Pipe 300 to 1200 mm Diameter (all types)

AASHTO M 304 Poly (Vinyl Chloride) (PVC) Profile Wall Drain Pipe and Fittings Based on Controlled Inside Diameter

AASHTO MP-20 Steel Reinforced Polyethylene (PE) Ribbed Pipe

**********************************************************************

The Engineer shall select the pipe used for the project and may delete inappropriate requirements from paragraph 701-2.2 and from the list of material requirements. The Engineer shall include industry standard references (for example, ASTM and/or AASHTO) for installation if necessary.

**********************************************************************



701-2.3 CONCRETE

701-2.3.1 Concrete for pipe cradles shall have a minimum compressive strength of 2000 psi (13.8 MPa) at 28 days and conform to the requirements of ASTM C 94.

701-2.4 RUBBER GASKETS

701-2.4.1 Rubber gaskets for rigid pipe shall conform to the requirements of ASTM C 443. Rubber gaskets for PVC pipe and polyethylene pipe shall conform to the requirements of ASTM F 477. Rubber gaskets for zinc-coated steel pipe and precoated galvanized pipe shall conform to the requirements of ASTM D 1056, for the “RE” closed cell grades. Rubber gaskets for steel reinforced thermoplastic (HDPE) ribbed pipe shall conform to the requirements of ASTM F 477.

701-2.5 JOINT MORTAR

701-2.5.1 Pipe joint mortar shall consist of one part Portland cement and two parts sand. The Portland cement shall conform to the requirements of ASTM C 150, Type I. The sand shall conform to the requirements of ASTM C 144.

701-2.6 JOINT FILLERS

701-2.6.1 Poured filler for joints shall conform to the requirements of ASTM D 1190.

701-2.7 PLASTIC GASKETS

701-2.7.1 Plastic gaskets shall conform to the requirements of AASHTO M 198 (Type B).

701-3 CONSTRUCTION METHODS

701-3.1 EXCAVATION. The width of the pipe trench shall be sufficient to permit satisfactory jointing of the pipe and thorough tamping of the bedding material under and around the pipe, but it shall not be less than the external diameter of the pipe plus 6 in (150 mm) on each side. The trench walls shall be approximately vertical.

701-3.1.1 Where rock, hardpan, or other unyielding material is encountered, the Contractor shall remove it from below the foundation grade for a depth of at least 12 in (300 mm) or ½ in (12 mm) for each foot of fill over the top of the pipe (whichever is greater) but for no more than three-quarters of the nominal diameter of the pipe. The width of the excavation shall be at least 1 ft (30 cm) greater than the horizontal outside diameter of the pipe. The excavation below grade shall be backfilled with selected fine compressible material, such as silty clay or loam, and lightly compacted in layers not over 6 in (150 mm) in uncompacted depth to form a uniform but yielding foundation.

701-3.1.2 Where a firm foundation is not encountered at the grade established, due to soft, spongy, or other unstable soil, the unstable soil shall be removed and replaced with approved granular material for the full trench width. The Engineer of Record shall determine the depth of removal necessary. The granular material shall be compacted to provide adequate support for the pipe.

701-3.1.3 The excavation for pipes that are placed in embankment fill shall not be made until the embankment has been completed to a height above the top of the pipe as shown on the plans.



701-3.2 BEDDING. The pipe bedding shall conform to the class specified on the plans. When no bedding class is specified or detailed on the plans, the requirements for Class C bedding shall apply.

701-3.2.1 Rigid Pipe.

701-3.2.1.1. Class A bedding shall consist of a continuous concrete cradle conforming to the plan details.

701-3.2.1 .2. Class B bedding shall consist of a bed of granular material having a thickness of at least 6 in (150 mm) below the bottom of the pipe and extending up around the pipe for a depth of not less than 30 percent of the pipe’s vertical outside diameter. The layer of bedding material shall be shaped to fit the pipe for at least 10 percent of the pipe’s vertical diameter and shall have recesses shaped to receive the bell of bell and spigot pipe. The bedding material shall be sand or selected sandy soil, all of which passes a 3/8 in (9 mm) sieve and not more than 10 percent of which passes a No. 200 (0.075 mm) sieve.

701-3.2.1.3. Class C bedding shall consist of bedding the pipe in its natural foundation to a depth of not less than 10 percent of the pipe’s vertical outside diameter. The bed shall be shaped to fit the pipe and shall have recesses shaped to receive the bell of bell and spigot pipe.

701-3.2.2 Flexible Pipe. For flexible pipe, the bed shall be roughly shaped to fit the pipe, and a bedding blanket of sand or fine granular material shall be provided as follows:

Pipe Corrugation Depth Minimum Bedding Depth

inch mm inch mm

1/2 12.5 1 25.0

1 25.0 2 50.0

2 50.0 3 75.0

2 ½ 62.5 3 ½ 87.5

701-3.2.3 PVC and Polyethylene Pipe. For PVC and polyethylene pipe, the bedding material shall consist of coarse sands and gravels with a maximum particle size of 3/4 in (13 mm). For pipes installed under paved areas, no more than 12 percent of the material shall pass the No. 200 (0.075 mm) sieve. For all other areas, no more than 50 percent of the material shall pass the No. 200 (0.075 mm) sieve. The bedding shall have a thickness of at least 6 in (150 mm) below the bottom of the pipe and extend up around the pipe for a depth of not less than 50 percent of the pipe’s vertical outside diameter.

701-3.3 LAYING PIPE. The pipe laying shall begin at the lowest point of the trench and proceed upgrade. The lower segment of the pipe shall be in contact with the bedding throughout its full length. Bell or groove ends of rigid pipes and outside circumferential laps of flexible pipes shall be placed facing upgrade.

701-3.3.1 Paved or partially lined pipe shall be placed so that the longitudinal center line of the paved segment coincides with the flow line.

701-3.3.2 Elliptical and elliptically reinforced pipes shall be placed with the manufacturer’s top of pipe mark within five degrees of a vertical plane through the longitudinal axis of the pipe.

701-3.4 JOINING PIPE: Joints shall be made with (1) Portland cement mortar, (2) Portland cement grout, (3) rubber gaskets, (4) plastic gaskets, or (5) coupling bands.

701-3.4.1Mortar joints shall be made with an excess of mortar to form a continuous bead around the outside of the pipe and shall be finished smooth on the inside. Molds or runners shall be used for grouted joints in order to retain the poured grout. Rubber ring gaskets shall be installed to form a flexible watertight seal.



701-3.4.1.1 Concrete Pipe. Concrete pipe may be either bell and spigot or tongue and groove. The method of joining pipe sections shall be such that the ends are fully entered and the inner surfaces are reasonably flush and even. Joints shall be thoroughly wetted before mortar or grout is applied.

701-3.4.1.2 Metal Pipe. Metal pipe shall be firmly joined by form fitting bands conforming to the requirements of ASTM A 760 for steel pipe and AASHTO M 196 for aluminum pipe.

701-3.4.1.3 PVC and Polyethylene Pipe. Joints for PVC and Polyethylene pipe shall conform to the requirements of ASTM D 3212 when water tight joints are required. Joints for PVC and Polyethylene pipe shall conform to the requirements of AASHTO M 304 when soil tight joints are required. Fittings for polyethylene pipe shall conform to the requirements of AASHTO M 252 or M 294M.

701-3.5 BACKFILLING: Pipes shall be inspected before any backfill is placed; any pipes found to be out of alignment, unduly settled, or damaged shall be removed and relaid or replaced at the Contractor’s expense.

701-3.5.1 Material for backfill shall be fine, readily compatible soil, granular material selected from the excavation or a source of the Contractor’s choosing. It shall not contain frozen lumps, stones that would be retained on a 2 in (50.0 mm) sieve, chunks of highly plastic clay, or other objectionable material. No less than 95 percent of a granular backfill material shall pass through a 1/2 in (12 mm) sieve, and no less than 95 percent of it shall be retained on a No. 4 (4.75 mm) sieve.

701-3.5.2 When the top of the pipe is even with or below the top of the trench, the backfill shall be compacted in layers not exceeding 6 in (150 mm) on both sides of the pipe and shall be brought up 1 ft (30 cm) above the top of the pipe or to natural ground level, whichever is greater. Care shall be exercised to thoroughly compact the backfill material under the haunches of the pipe. Material shall be brought up evenly on both sides of the pipe.

701-3.5.3 When the top of the pipe is above the top of the trench, the backfill shall be compacted in layers not exceeding 6 in (150 mm) and shall be brought up evenly on both sides of the pipe to 1 ft (30 cm) above the top of the pipe. The width of backfill on each side of the pipe for the portion above the top of the trench shall be equal to twice the pipe’s diameter or 12 ft (3.5 m), whichever is less.

701-3.5.4 For PVC and polyethylene pipe, the backfill shall be placed in two stages; first to the top of the pipe and then at least 12 in (300 mm) over the top of the pipe. The backfill material shall meet the requirements of paragraph 701-3.2c.

701-3.5.5 All backfill shall be compacted to the density required under Item P-152.

701-3.5.6 Laying Pipe on Existing Grade:

701-3.5.6.1 In some cases in may be necessary to lay pipe on existing grade to provide drainage the storm drain piping as shown on the plans. In these cases the contractor shall construct a pipe embankment to create a trench environment along the alignment of the pipe. The source for the pipe embankment material will be the material being deposited at the fill site. The pipe embankment material shall extend at least 3 feet beyond the diameter of the exterior of the pipe on each side and at least as high as the spring line of the pipe prior to installing the pipe. The bedding and backfill shall be installed as specified up to the limits of the specified pipe embankment.

701- 3.6 CONTRACTOR QUALITY CONTROL 701-3.6.1 The Contractor shall provide quality control for pipe for storm drains in accordance with the Contractor Quality Control Program. In addition, the Contractor quality control shall be as follows:



701-3.6.1.1 Maximum Density-Optimum Moisture: The Contractor shall obtain a maximum density- optimum moisture curve in accordance with requirements specified herein for each material used as backfill. 701-3.6.1.2 Compaction Tests: Contractor shall obtain in place field densities for the backfill as specified herein. Testing will be made at a rate of 1 test per 10 CY of backfill.

701-3.6.1.3 Reports: A report of all maximum density-optimum moisture curves shall be made and given to the Owner prior to use of the material in backfill. A report of all in-place density tests shall be made and given to the Owner within 48 hours of making the tests.

MATERIAL REQUIREMENTS

ASTM A 760 Corrugated Steel Pipe, Metallic-Coated for Sewers and Drains

ASTM A 761 Corrugated Steel Structural Plate, Zinc Coated, for Field-Bolted Pipe, Pipe-Arches, and Arches

ASTM A 762 Corrugated Steel-Pipe, Polymer Precoated for Sewers and Drains

ASTM A 849 Post-Applied Coatings, Pavings, and Linings for Corrugated Steel Sewer and Drainage Pipe

ASTM A 885/A 885M-96 Steel Sheet, Zinc and Aramid Fiber Composite Coated for Corrugated Steel Sewer, Culvert, and Underdrain Pipe

ASTM B 745 Corrugated Aluminum Alloy Culvert Pipe

ASTM C 14 Concrete Sewer, Storm Drain, and Culvert Pipe

ASTM C 76 Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe

ASTM C 94 Ready Mixed Concrete

ASTM C 144 Aggregate for Masonry Mortar

ASTM C 150 Portland Cement

ASTM C 443 Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets

ASTM C 506 Reinforced Concrete Arch Culvert, Storm Drain, and Sewer Pipe

ASTM C 507 Reinforced Concrete Elliptical Culvert, Storm Drain and Sewer Pipe

ASTM C 655 Reinforced Concrete D-Load Culvert, Storm Drain and Sewer Pipe

ASTM C 1433 Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers

ASTM D 1056 Flexible Cellular Materials-Sponge or Expanded Rubber

ASTM D 3034 Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings



ASTM D 3212 Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals

ASTM D 6690 Joint and Crack Sealants, Hot-Applied, for Concrete and Asphalt Pavements

ASTM F 477 Elastomeric Seals (Gaskets) for Joining Plastic Pipe

ASTM F 667 Large Diameter Corrugated Polyethylene Pipe and Fittings

ASTM F 714 Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter

ASTM F 794 Poly (Vinyl Chloride) Ribbed Drain Pipe & Fittings Based on Controlled Inside Diameter

ASTM F 894 Polyethylene (PE) Large Diameter Profile Wall Sewer and Drain Pipe

ASTM F 2435 Steel Reinforced Polyethylene (PE) Corrugated Pipe

ASTM F 2562 Steel Reinforced Thermoplastic Ribbed Pipe and Fittings for Non-Pressure Drainage and Sewerage.

ASTM F 949 Poly (Vinyl Chloride) (PVC) Corrugated Sewer Pipe With a Smooth Interior and Fittings

AASHTO M 190 Bituminous-Coated Corrugated Metal Culvert Pipe and Pipe Arches

AASHTO M 196 Corrugated Aluminum Alloy Culverts and Underdrains

AASHTO M 198 Joints for Circular Concrete Sewer and Culvert Pipe Using Flexible Watertight Gaskets

AASHTO M 219 Aluminum Alloy Structural Plate for Pipe, Pipe-Arches, and Arches

AASHTO M 243 Field Applied Coating of Corrugated Metal Structural Plate for Pipe, Pipe-Arches, and Arches

AASHTO M 252 Corrugated Polyethylene Drainage Tubing

AASHTO M 294M Corrugated Polyethylene Pipe, 300 to 1200 mm Diameter

AASHTO M 304 Poly (Vinyl Chloride) (PVC) Profile Wall Drain Pipe and Fittings Based on Controlled Inside Diameter

AASHTO MP-20 Steel Reinforced Polyethylene (PE) Ribbed Pipe

END ITEM D-701

DULLES CORRIDOR METRORAIL PROJECT – PHASE 2 MAINTENANCE FACILITY SITE PREPARATON

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ITEM D-751 MANHOLES, CATCH BASINS, INLETS AND INSPECTION HOLES PAGE 1

ITEM D-751 MANHOLES, CATCH BASINS, INLETS AND INSPECTION HOLES 751-1 DESCRIPTION

This item shall consist of construction of manholes, catch basins, inlets, and inspection holes, in accordance with these specifications, at the specified locations and conforming to the lines, grades, and dimensions shown on the plans.

751-2 MATERIALS

751-2.1 BRICK.

The brick shall conform to the requirements of ASTM C 32, Grade SM.

751-2.2 MORTAR.

Mortar shall consist of one part Portland cement and two parts sand. The Portland cement shall conform to the requirements of ASTM C 150, Type I. The sand shall conform to the requirements of ASTM C 144. Hydrated lime may be added to the mixture of sand and cement in an amount not to exceed 15% of the weight of cement used. The hydrated lime shall meet the requirements of ASTM C 206. The water shall be clean and free of deleterious amounts of acids, alkalies, or organic material. If water is of questionable quality, it shall be tested in accordance with AASHTO T 26.

751-2.3 CONCRETE.

Plain and reinforced concrete used in structures, connections of pipes with structures, and the support of structures or frames shall conform to the requirements of Item P-610.

751-2.4 PRECAST CONCRETE PIPE MANHOLE RINGS.

Precast concrete pipe manhole rings shall conform to the requirements of ASTM C 478. Unless otherwise specified, the risers and offset cone sections shall have an inside diameter of not less than 36 in (90 cm) nor more than 48 in (120 cm).

751-2.5 CORRUGATED METAL.

Corrugated metal shall conform to the requirements of AASHTO M 36.

751-2.6 FRAMES, COVERS, AND GRATES.

751-2.6.1 The castings shall conform to one of the following requirements:

a. ASTM A 48, Class 30B and 35B

Gray iron castings

b. ASTM A 47 Malleable iron castings

c. ASTM A 27 Steel castings

d. ASTM A 283, Grade D Structural steel for grates and frames

e. ASTM A 536 Ductile iron castings

f. ASTM A 897 Austempered ductile iron castings


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751-2.6.2 All castings or structural steel units shall conform to the dimensions shown on the plans and shall be designed to support the loadings and design vehicle. 751-2.6.3 Each frame and cover or grate unit shall be provided with fastening members to prevent it from being dislodged by traffic but which will allow easy removal for access to the structure. All castings shall be thoroughly cleaned. After fabrication, structural steel units shall be galvanized to meet the requirements of ASTM A 123.

751-2.7 STEPS.

The steps or ladder bars shall be gray or malleable cast iron or galvanized steel. The steps shall be the size, length, and shape shown on the plans and those steps that are not galvanized shall be given a coat of bituminous paint, when directed.


751-3.1 EXCAVATION.

751-3.1.1 The Contractor shall do all excavation for structures and structure footings to the lines and grades or elevations, shown on the plans. The excavation shall be of sufficient size to permit the placing of the full width and length of the structure or structure footings shown.

751-3.1.2 Boulders, logs, or any other objectionable material encountered in excavation shall be removed. All rock or other hard foundation material shall be cleaned of all loose material and cut to a firm surface either level, stepped, or serrated, as directed by the Engineer of Record. All seams or crevices shall be cleaned out and grouted. All loose and disintegrated rock and thin strata shall be removed. When concrete is to rest on a surface other than rock, special care shall be taken not to disturb the bottom of the excavation, and excavation to final grade shall not be made until just before the concrete or reinforcing is to be placed.

751-3.1.3 The Contractor shall do all bracing, sheathing, or shoring necessary to implement and protect the excavation and the structure as required for safety or conformance to governing laws.

751-3.1.4 Unless otherwise provided, bracing, sheathing, or shoring involved in the construction of this item shall be removed by the Contractor after the completion of the structure. Removal shall be effected in a manner that will not disturb or mar finished masonry.

751-3.1.5 After each excavation is completed, concrete or reinforcing steel shall be placed after inspection of the depth of the excavation and the character of the foundation material.

751-3.2 BRICK STRUCTURES.

751-3.2.1 Foundations. A prepared foundation shall be placed for all brick structures after the foundation excavation is completed and inspected. Unless otherwise specified, the base shall consist of reinforced concrete mixed, prepared, and placed in accordance with the requirements of Item P-610.

751-3.2.2 Laying Brick. All brick shall be clean and thoroughly wet before laying so that they will not absorb any appreciable amount of additional water at the time they are laid. All brick shall be laid in freshly made mortar. Mortar that is not used within 45 minutes after water has been added shall be discarded. Retempering of mortar shall not be permitted. An ample layer of mortar shall be spread on the


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beds and a shallow furrow shall be made in it that can be readily closed by the laying of the brick. All bed and head joints shall be filled solid with mortar. End joints of stretchers and side or cross joints of headers shall be fully buttered with mortar and a shoved joint made to squeeze out mortar at the top of the joint. Any bricks that may be loosened after the mortar has taken its set, shall be removed, cleaned, and relaid with fresh mortar. No broken or chipped brick shall be used in the face, and no spalls or bats shall be used except where necessary to shape around irregular openings or edges; in which case, full bricks shall be placed at ends or corners where possible, and the bats shall be used in the interior of the course. In making closures, no piece of brick shorter than the width of a whole brick shall be used; and wherever practicable, whole brick shall be used and laid as headers.

751-3.2.3 Joints. All joints shall be slushed with mortar at every course, but slushing alone will not be considered adequate for making an acceptable joint. Exterior faces shall be laid up in advance of backing. Exterior faces shall be back plastered or pargeted with a coat of mortar not less than 3/8 in (9 mm) thick before the backing is laid up. Prior to pargeting, all joints on the back of face courses shall be cut flush. Unless otherwise noted, joints shall be not less than 1/4 in (6 mm) nor more than 1/2 in (12 mm) wide and whatever width is adopted shall be maintained uniform throughout the work.

751-3.2.4 Pointing. Face joints shall be neatly struck, using the weather joint. All joints shall be finished properly as the laying of the brick progresses. When nails or line pins are used the holes shall be immediately plugged with mortar and pointed when the nail or pin is removed.

751-3.2.5 Cleaning. Upon completion of the work all exterior surfaces shall be thoroughly cleaned by scrubbing and washing down with water and, if necessary to produce satisfactory results, cleaning shall be done with a 5% solution of muriatic acid which shall then be rinsed off with liberal quantities of clean fresh water.

751-3.2.6 Curing and Cold Weather Protection. In hot or dry weather, or when directed by the Engineer, the brick masonry shall be protected and kept moist for at least 48 hours after laying the brick. Brick masonry work or pointing shall not be done when there is frost in the brick or when the air temperature is below 50 F (10 C) unless the Contractor has on the project ready to use, suitable covering and artificial heating devices necessary to keep the atmosphere surrounding the masonry at a temperature of not less than 60 F (15 C) for the duration of the curing period.

751-3.3 CONCRETE STRUCTURES.

751-3.3.1 Concrete structures shall be built on prepared foundations, conforming to the dimensions and form indicated on the plans. The construction shall conform to the requirements specified in Item P-610. Any reinforcement required shall be placed as indicated on the plans and shall be inspected before the concrete is poured. 751-3.3.2 All invert channels shall be constructed and shaped accurately so as to be smooth, uniform, and cause minimum resistance to flowing water. The interior bottom shall be sloped downward toward the outlet.

751-3.4 PRECAST CONCRETE PIPE STRUCTURES.

Precast concrete pipe structures shall be constructed on prepared or previously placed slab foundations and shall conform to the dimensions and locations shown on the plans. All precast concrete pipe sections necessary to build a completed structure shall be furnished. The different sections shall fit together readily, and all jointing and connections shall be cemented with mortar. The top of the upper precast


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concrete pipe member shall be suitably formed and dimensioned to receive the metal frame and cover or grate, or other cap, as required. Provision shall be made for any connections for lateral pipe, including drops and leads that may be installed in the structure. The flow lines shall be smooth, uniform, and cause minimum resistance to flow. The metal steps that are embedded or built into the side walls shall be aligned and placed at vertical intervals of 12 in (300 mm). When a metal ladder replaces the steps, it shall be securely fastened into position.

751-3.5 CORRUGATED METAL STRUCTURES.

Corrugated metal structures shall be constructed on prepared foundations, conforming to the dimensions and locations as shown on the plans. The structures shall be prefabricated. standard or special fittings shall be furnished to provide pipe connections or branches of correct dimensions. The connections or branches shall be of sufficient length to accommodate connecting bands. The fittings shall be welded in place to the metal structures. When indicated, the structures shall be placed on a reinforced concrete base. The top of the metal structure shall be designed so that either a concrete slab or metal collar may be attached to which can be fastened a standard metal frame and grate or cover. Steps or ladders shall be furnished as shown on the plans.

751-3.6 INLET AND OUTLET PIPES.

Inlet and outlet pipes shall extend through the walls of the structures for a sufficient distance beyond the outside surface to allow for connections but shall be cut off flush with the wall on the inside surface, unless otherwise directed. For concrete or brick structures, the mortar shall be placed around these pipes so as to form a tight, neat connection.

751-3.7 PLACEMENT AND TREATMENT OF CASTINGS, FRAMES, AND FITTINGS.

All castings, frames, and fittings shall be placed in the positions indicated on the plans and shall be set true to line and to correct elevation. If frames or fittings are to be set in concrete or cement mortar, all anchors or bolts shall be in place and position before the concrete or mortar is placed. The unit shall not be disturbed until the mortar or concrete has set. When frames or fittings are to be placed upon previously constructed masonry, the bearing surface or masonry shall be brought true to line and grade and shall present an even bearing surface in order that the entire face or back of the unit will come in contact with the masonry. The unit shall be set in mortar beds and anchored to the masonry as indicated on the plans. All units shall set firm and secure. After the frames or fittings have been set in final position and the concrete or mortar has been allowed to harden for 7 days, then the grates or covers shall be placed and fastened down.

751-3.8 INSTALLATION OF STEPS.

751-3.8.1 The steps shall be installed as indicated on the plans. When the steps are to be set in concrete, they shall be placed and secured in position before the concrete is poured. When the steps are installed in brick masonry, they shall be placed as the masonry is being built. The steps shall not be disturbed or used until the concrete or mortar has hardened for at least 7 days. After this period has elapsed, the steps shall be cleaned and painted, unless they have been galvanized. 751-3.8.2 When steps are required with precast concrete pipe structures, they shall be cast into the sides of the pipe at the time the pipe sections are manufactured or set in place after the structure is erected by drilling holes in the concrete and cementing the steps in place.


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751-3.8.3 When steps are required with corrugated metal structures, they shall be welded into aligned position at a vertical spacing of 12 in (300 mm). In lieu of steps, prefabricated ladders may be installed. In the case of brick or concrete structures, the ladder shall be held in place by grouting the supports in drilled holes. In the case of metal structures, the ladder shall be secured by welding the top support and grouting the bottom support into drilled holes in the foundation or as directed.

751-3.9 BACKFILLING

751-3.9.1 After a structure has been completed, the area around it shall be filled with approved material, in horizontal layers not to exceed 8 in (200 mm) in loose depth, and compacted to the density required in Item P-152. Each layer shall be deposited all around the structure to approximately the same elevation. The top of the fill shall meet the elevation shown on the plans.

751-3.9.2 Backfilling shall not be placed against any structure until the structure has been inspected. In the case of concrete, such permission shall not be given until the concrete has been in place 7 days, or until tests made by the laboratory establish that the concrete has attained sufficient strength to provide a factor of safety against damage or strain in withstanding any pressure created by the backfill or the methods used in placing it.

**********************************************************************

When structures are located within the runway safety area, POFA, RPZ, etc., the elevation of the structures shall be set to meet the grading requirements of these areas.

**********************************************************************

751-3.10 CLEANING AND RESTORATION OF SITE.

After the backfill is completed, the Contractor shall dispose of all surplus material, dirt, and rubbish from the site. Surplus dirt may be deposited in embankments, shoulders, or as ordered by the Engineer of Record. The Contractor shall restore all disturbed areas to their original condition. After all work is completed, the Contractor shall remove all tools and equipment, leaving the entire site free, clear, and in good condition.

751-3.10 CONTRACTOR QUALITY CONTROL

751-3.10.1 The Contractor shall provide quality control for trench drains, apron end section, catch basins, inlets and inspection holes in accordance with the Contractors Quality Control Program. In addition, the Contractor supplied quality control shall consist of:

751-3.10.2 Compressive Strength Samples. Each day's placement of concrete shall be considered a lot and there will be three (3) test samples per each of two (2) sublots. Each lot will consist of two (2) sublots and six (6) compressive strength samples. One sample of each sublot shall be tested at 7 days and two samples shall be tested at 28 days. 751-3.10.3 Sampling and Testing Requirements for backfill and porous backfill are covered in Item D-701, Pipe for Storm Drains and culverts. 751-3.10.4 Reports. A report of all preliminary test results and concrete mix designs shall be made and given to the Owner prior to use of the materials. A report of all lot samples and compressive designs and strength tests shall be made and given to the Owner within 48 hours of making the test.


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MATERIAL REQUIREMENT ASTM A 27 Steel Castings, Carbon, for General Application ASTM A 47 Ferritic Malleable Iron Castings ASTM A 48 Gray Iron Castings ASTM A 123 Zinc Coating (Hot-Dip) on Iron and Steel Hardware ASTM A 283 Low and Intermediate Tensile Strength Carbon Steel Plates, Shapes, and Bars ASTM A 536 Ductile Iron Castings ASTM A 897 Austempered Ductile Iron Castings ASTM C 32 Sewer and Manhole Brick (Made from Clay or Shale) ASTM C 144 Aggregate for Masonry Mortar ASTM C 150 Portland Cement ASTM C 478 Precast Reinforced Concrete Manhole Sections AASHTO M 36 Zinc Coated (Galvanized) Corrugated Iron or Steel Culverts and Underdrains

END OF ITEM D-751


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PAGE 1

ITEM D-752 CONCRETE CULVERTS, HEADWALLS, AND MISCELLANANEOUS DRAINAGE STRUCTURES

752-1 DESCRIPTION

752-1.1 This item shall consist of plain or reinforced concrete culverts, headwalls, and miscellaneous drainage structures constructed in accordance with these specifications, at the specified locations and conforming to the lines, grades, and dimensions shown on the plans.

751-2 MATERIALS

752-2.1 CONCRETE

Plain or reinforced concrete shall meet the requirements of Item P-610.


752-3.1 EXCAVATION.

752-3.1.1 Trenches and foundation pits for structures or structure footings shall be excavated to the lines and grades or elevations shown on the plans. The excavation shall be of sufficient size to permit the placing of the full width and length of the structure or structure footings shown.

752-3.1.2 Boulders, logs, or any other objectionable material encountered in excavation shall be removed. All rock or other hard foundation material shall be cleaned of all loose material and cut to a firm surface either level, stepped, or serrated, as directed by the Engineer of Record. All seams or crevices shall be cleaned out and grouted. All loose and disintegrated rock and thin strata shall be removed. When concrete is to rest on a surface other than rock, special care shall be taken not to disturb the bottom of the excavation, and excavation to final grade shall not be made until just before the concrete or reinforcing steel is to be placed.

752-3.1.3 The Contractor shall do all bracing, sheathing, or shoring necessary to perform and protect the excavation and the structure as required for safety or conformance to governing laws.

752-3.1.4 Unless otherwise provided, bracing, sheathing, or shoring involved therewith shall be removed by the Contractor after the completion of the structure. Removal shall be effected in a manner that will not disturb or mar finished concrete.

752-3.1.5 After each excavation is completed, concrete or reinforcing steel shall be placed only after inspection of the depth of the excavation and the character of the foundation material.

752-3.2 BACKFILLING.

752-3.2.1 After a structure has been completed, backfilling with approved material shall be accomplished by applying the fill in horizontal layers not to exceed 8 in (200 mm) in loose depth, and compacted. The field density of the compacted material shall be at least 90 percent of the maximum density for cohesive soils and 95 percent of the maximum density for noncohesive soils. The maximum density shall be determined in accordance with ASTM D 698. The field density shall be determined in accordance with ASTM D 1556.


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PAGE 2

752-3.2.2 No backfilling shall be placed against any structure until the structure has been inspected. In the case of concrete, no backfill shall be placed until the concrete has been in place 7 days, or until tests made by the laboratory establish that the concrete has attained sufficient strength to provide a factor of safety against damage or strain in withstanding any pressure created by the backfill or the methods used in placing it.

752-3.2.3 Fill placed around concrete culverts shall be deposited on both sides at the same time and to approximately the same elevation. Care shall be taken to prevent any wedging action against the structure, and all slopes bounding or within the areas to be backfilled shall be stepped or serrated to prevent wedge action.

752-3.3 WEEP HOLES.

Weep holes shall be constructed as shown on the plans.

752-3.4 CLEANING AND RESTORATION OF SITE.

After the backfill is completed, the Contractor shall dispose of all surplus material, dirt, and rubbish from the site. Surplus dirt may be deposited in embankment, shoulders, or as ordered by the Engineer. The Contractor shall restore all disturbed areas to their original condition. After all work is completed, the Contractor shall remove all tools and equipment, leaving the entire site free, clear, and in good condition.

752-3.5 CONTRACTOR QUALITY CONTROL

752-3.5.1 The Contractor shall provide quality control for concrete culverts, headwalls and miscellaneous drainage structures in accordance with the Contractor’s Quality Control Program. In addition, the Contractor supplied quality control shall consist of:

752-3.5.2 Compressive Strength Samples. Each day's placement of concrete shall be considered a lot and there will be three (3) test samples per each of two (2) sublots. Each lot will consist of two (2) sublots and six (6) compressive strength samples. One sample of each sublot shall be tested at 7 days and two samples shall be tested at 28 days.

751-3.5.3 Sampling and Testing Requirements for backfill and porous backfill are covered in Item D-701 Pipe for Storm Drains and culverts.

752-3.5.4 Reports. A report of all preliminary test results and concrete mix designs shall be made and given to the Owner prior to use of the materials. A report of all lot samples and compressive designs, and strength tests shall be made and given to the Owner within 48 hours of making the test.

TESTING REQUIREMENTS

ASTM D 698 Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 5.5 lb (2.49

kg) Rammer and 12 in (305 mm) Drop ASTM D 1556 Density of Soil in Place by the Sand-Cone Method

END OF ITEM D-752


ITEM MC-109 SOIL STABILIZATION FABRIC PAGE 1

ITEM MC-109- SOIL STABILIZATION FABRIC 109-1 DESCRIPTION

This item consists of the installation of a separation (geotechnical) fabric as referenced in Item MC-142.

109-2.1 GENERAL

The geotechnical fabric shall consist of woven or non-woven filaments of polypropylene, polyester, nylon or polyethylene. Non-woven fabric may be needle punched, heat-bonded, or combinations thereof. The fabric shall be inert to commonly encountered chemicals, rot proof, dimensionally stable (i.e. fibers must maintain their relative position with respect to each other), restraint to delamination, and conform to the following physical properties.

A. Grab tensile strength (lbs.) - 210 lbs min. (Note 1) ASTM D 4632

B. Grab elongation @ break (%) - 15 min. (Note 1) ASTM D1682

C. Burst strength (psi) - 250 min. (Note 2) ASTM D751

D. Trapezoidal tear strength (lbs.) – 75 min. (Note 2) ASTM D2263

Notes:

1. For woven fabric, test results shall be referenced to orientation with warp or weave whichev-er case may be. Both woven and nonwoven fabric shall be tested wet.

2. Test results may be satisfied by manufacturer’s certification.


109-3.1 GENERAL

109-3.1.1 Soil Stabilization Fabric shall be placed on subgrade where shown in the plans, on sub-grade in prepared undercut areas as discussed in Item P-209 and Item MC-170, with Item MC-142, and as directed by the Engineer of Record.

109-3.1.2 Fabric to be used for undercut shall be double layered. One layer of fabric shall be placed un-der the aggregate backfill and one layer of fabric shall be placed on top of the aggregate backfill.

109-3.2 INSTALLATION

109-3.2.1 The Contractor shall submit samples of the proposed fabric and proposed widths for approv-al by the Engineer of Record prior to ordering the fabric.

109-3.2.2 Fabric shall be delivered to the job site in such a manner as to facilitate handling and incorporation

the work without damage. Material shall be stored in such a manner as to prevent exposure to direct sunlight and damage by other construction activities.


ITEM MC-109 SOIL STABILIZATION FABRIC PAGE 2

109-3.2.3 Prior to the installation of the fabric, the application surface shall be cleared of debris and sharp objects. All wheel tracks or ruts in excess of three (3) inches in depth shall be graded smooth or otherwise filled with soil to provide a reasonably smooth surface.

109-3.2.4 Fabric may be installed on the application surface either by hand or mechanical methods, provided that the fabric is not torn or the surface rutted.

109-3.2.5 Fabric of insufficient width or length to fully cover the specified area shall be lapped, or sewn. The following are minimum laps for each:

109-3.2.5.1 Lap Only – 24 inches.

109-3.2.5.2 Sewn – 4 inches.

109-3.2.6 If sewn, the seam strength shall be equal or more than the minimum grab tensile strength of the fabric when tested wet.

109-3.2.7 Aggregate material meeting the requirements of P-209 Crushed Aggregate Base Course and oversized aggregate meeting the requirements of MC-170 VDOT Oversized Aggregate Placement shall be installed in conjunction with the Geotechnical Fabric under this provision. The aggregate material used to fill the undercut area shall be selected by the Engineer of Record.

109-3.2.8 The fabric shall be placed to the width and depth directed by the Engineer of Record. Unless oth-erwise specified, the material shall be back-dumped on the fabric in a sequence of operations beginning at the outer edges of the treatment area with subsequent placement towards the middle.

109-3.2.9 Placement of the aggregate on the fabric shall be accomplished by spreading dumped material off of previously placed material with a bulldozer blade or end-loader, in such a manner as to prevent tearing or shoving of the cloth. Dumping of material directly on the fabric will only be permitted to establish an initial working platform. No vehicles or construction equipment shall be allowed on the fabric prior to placement of the granular blanket.

109-3.2.10 Fabric which is damaged during installation or subsequent placement of granular material, due to failure of the Contractor to comply with these provisions, shall be repaired or replaced at his expense, including costs of removal and replacement of the base course material.

109-3.2.11 Torn fabric may be patched in-place by cutting and placing a piece of the same fabric over the tear. The dimensions of the patch shall be at least two (2) feet larger than the largest dimension secured to prevent the granular material from causing lap separation. 109-3.2.12 The fabric shall be installed immediately before the base course to minimize exposure to sun-light. No construction traffic will be allowed on the fabric until the fabric is covered by the base course. The Contractor shall keep pedestrian traffic on the applied fabric to a minimum and shall repair any damage to the fabric at his cost as directed by the Engineer.

109-3.2.13 All fabric placed shall be wrinkle free and accepted for paving by the Engineer. All fabric placed shall be covered by a layer of base the same day.

END OF SECTION MC-109


MC-142 - RIPRAP PAGE 1

ITEM MC-142 - RIPRAP 142-1 DESCRIPTION This work shall consist of the furnishing and placing of a protective course of stone or broken concrete laid as riprap for erosion protection at the locations shown in the plans. 142-2 MATERIALS 142-2.1 STONE Stone shall conform to the requirements of Virginia Department of Transportation Road and Bridge Specification, latest edition. The material shall be Class I and weigh between 30 and 150 pounds with at least 60 percent of the stones weighing more than 100 pounds except that approximately 10 percent of the stone may weigh 50 pounds or less. The stone shall be reasonably free of laminations, seams, cracks or other structural defects or imperfections tending to destroy its resistance to weather.

142-2.2 BROKEN CONCRETE

Concrete shall be broken into pieces weighing between 50 and 150 pounds with at least 60 percent of the pieces weighing more than 100 pounds, except that approximately 10 percent of the pieces may weigh 50 pounds or less.

142-2.3 GEOTEXITILE FABRIC

Geotextile fabric shall conform to Item MC-109, Soil Stabilization Fabric.

142-3 CONSTRUCTION

142-3.1 GRADING

Slopes shall be finished to a reasonably smooth and compact surface within a tolerance of 6 inches from the surface lines shown in the plans. Immediately prior to placing geotextile fabric, the prepared base will be inspected and no riprap or fabric shall be placed thereon until that area has been approved.

142-3.2 FABRIC

Geotextile fabric shall be turned down and buried at least 9 inches for anchorage or as detailed on the plans. Adjacent strips of material shall run only up and down the slope and shall overlap at least 18 inch-es. Geotextile bedding material shall not be used on slopes greater than 1 1/2:1. If sewn, strip overlaps shall be at least 4 inches and shall be double stitched, with a prayer seam (Type SSa 1). Material which is damaged shall be replaced or be repaired with a patch of the same material overlapping the damaged area by at least 18 inches on all sides. Material which is displaced shall be repositioned including, if neces-sary, removal and replacement of the riprap stone, at no additional cost to the contract. Material shall be placed loosely so that positioning of the riprap will not stretch or tear the geotextile.


MC-142 - RIPRAP PAGE 2

142-3.3 STONE PLACEMENT

The stone shall be dumped or otherwise placed in such a manner as to present any irregular or rough sur-face. Depth shall be not less than 30 inches.

142-4 METHOD OF MEASUREMENT (NOT USED)

142-5 BASIS OF PAYMENT (NOT USED) END OF SECTION MC-142


ITEM MC-171 HAUL ROAD DUST SUPPRESSANT PAGE 1

171-1 DESCRIPTION

171-1.1 GENERAL

171-1.1.1 In addition to the application of prime coat, a chemical dust suppressant may be used at the dis-cretion of the Owner to suppress dust.

171-1.1.2 Haul Road Dust Suppressant shall be used as required by the Owner. The work performed under this item shall consist of furnishing and applying a chemical product in liquid form to the surface of aggregate haul roads for the purpose of dust suppression. The Contractor shall provide an initial application and subse-quent applications as necessary to supplement the initial application to provide dust suppression the duration of the hauling operations.

171-2 MATERIALS

171-2.1 DUST SUPPRESSANT MATERIAL

The chemical dust suppressant material shall be in liquid form and shall be a polymer based soil additive that is non-hazardous and environmentally safe such as Top-Seal, Envirotac IT, Soil Sement or Tembec. The ma-terial shall be effective on aggregate haul roads that are surfaced with dense graded aggregate materials that contain up to 12% fine material. Other products may be permitted, if the contractor can prove they have been used at Dulles previously and are effective, otherwise alternate materials will not be considered.

171-2.2 SUBMITTALS

The product and product application information shall be submitted to the Owner in writing. The sub-mitted information shall verify the material is effective as a dust suppressant for dense graded aggregate haul roads exposed to rubber tire traffic. The submittal shall provide the recommended application rate for the Dulles specific aggregate haul road, the number of coats required for the initial application, list all equipment that will be required and list the application method to be followed during construction. The submittal shall also provide an application schedule that clearly lists how many subsequent applications of the product will be required to be effective for a period of one year. The submittal shall include the rec-ommended number of coats required for each subsequent application, list all equipment that will be required and list the application method to be followed during construction.

171-2.3 EQUIPMENT

The equipment shall be as recommended by the material producer.


171-3.1 PREPARATION OF EXISTING HAUL ROAD SURFACE

Grading and compacting of the haul road is not necessary prior to application of the liquid dust com-paction to make the treatment effective. In the case where scarifying, compaction and other pre-liminary work is required prior to the application of the liquid product, the cost for the preliminary work shall be included in the unit cost of the liquid dust suppressant material. If scarification and/or compac-tion is required, the method shall be according to the manufacturer’s recommendations.


ITEM MC-171 HAUL ROAD DUST SUPPRESSANT PAGE 2

171-3.2 APPLICATION

171-3.2.1 No traffic shall be allowed on the haul road the on the day the dust suppressant material will be applied. The Contractor shall provide barricades to prevent traffic on the haul road. 171-3.2.2 The initial application may consist of more than one coat of the product with a cure time in between. 171-3.2.3 The application rate shall be as recommended by the product manufacturer. Rolling, if re-quired shall be as recommended by the product manufacturer. For some products a second coat may be required.

171-3.2.4 Subsequent applications may be required to provide suitable dust control for a period of one year. These applications should occur as required by the manufacturer.

171-3.3 CURING

No traffic is permitted on the haul road after the application for the duration of the recommended cure period. The contractor shall provide barricades to prevent traffic on the haul road.

171-4 METHOD OF MEASUREMENT (NOT USED)

171-5 BASIS OF PAYMENT (NOT USED)

END OF SECTION MC-171


ITEM MC-172 TEMPORARY PIPE SLOPE DRAIN AND END SECTION (PLASTIC) PAGE 1

ITEM MC-172 TEMPORARY PIPE SLOPE DRAIN AND END SECTION (PLASTIC) 172-1 DESCRIPTION

172-1.1 This work shall consist of furnishing and installation of pipe, anchor devices, filter fabric and flared

end sections to convey surface runoff down the face of unstabilized slopes to minimize erosion on the slope face. It is used in conjunction with earth dikes (berms) that direct the runoff to the temporary pipe slope drain flared end section. 172-1.2 At the end of each construction day, temporary dikes (berms) along the edges of the top of the embankment shall be constructed and each temporary pipe slope drain will be extended and the inlet rein-stalled. 172-1.3 This work shall be installed as detailed in the drawings, as per manufacturer's recommendations or as approved by the Engineer of Record. 172-1.4 The slope drains shall be maintained throughout the life of the Project.

172-2 MATERIALS

172-2.1 All materials shall conform to the following requirements:

High Density PolyethylenePipe .......................... AASHTO M294 TYPE S Cor-rugated Steel Pipe ....................................................................1112.1.2 Flexible Polyethylene Tubing................................................. ASTM F667 Geotextile Fabric ................................................................1114.7, Class B Staples ....................................................................................... 1124.4 (a)

172-2.2 The slope drains shall be 15" diameter pipe or as determined by the Engineer of Record. 172-3 FLARED END SECTION

172-3.1 The flared end closure shall be of the same material and size used for temporary pipe slope drain.


172-4.1 GENERAL REQUIREMENTS

172-4.1.1 The temporary pipe slope drain shall be constructed using materials specified above and shall outlet into a sediment trap or basin, or a stable conveyance system that leads to a trap or basin. The temporary pipe slope drain shall be securely anchored to the slope using procedures recommended by the manufacturer. All connections are to be watertight. A flared end section shall be attached to the inlet end of the pipe. The height of the earth dike at the location of the temporary pipe slope drain shall be at least 2 times the diameter of the 15" pipe. To prevent erosion around the flared end section, geotextile fabric will be placed under the flared end section and shall extend 5 feet in front of it and up the front face of the dike. The pipe end section shall be securely anchored to resist movement under full flow conditions. END OF ITEM MC-172


ITEM P-151 CLEARING AND GRUBBING PAGE 1

ITEM P-151 CLEARING AND GRUBBING

151-1 DESCRIPTION

151-1.1 This item shall consist of clearing or clearing and grubbing, including the disposal of materials, for all areas within the limits designated on the plans or as required by the Contract documents.

151-1.1.1 Clearing shall consist of the cutting and removal of all trees, stumps, brush, logs, hedges, the removal of fences and other loose or projecting material from the designated areas. The grubbing of stumps and roots will not be required.

151-1.1.2 Clearing, when so designated, shall consist of the cutting and removal of isolated single trees or isolated groups of trees. The cutting of all the trees of this classification shall be in accordance with the requirements for the particular area being cleared, or as shown on the plans. The trees shall be considered isolated when they are 40 feet (12 m) or more apart, with the exception of a small clump of approximately five trees or less.

151-1.1.3 Clearing and grubbing shall consist of clearing the surface of the ground of the designated areas of all trees, stumps, down timber, logs, snags, brush, undergrowth, hedges, heavy growth of grass or weeds, fences, structures, debris, and rubbish of any nature, natural obstructions or such material which in the opinion of the Engineer of Record is unsuitable for the foundation of strips, pavements, or other required structures, including the grubbing of stumps, roots, matted roots, foundations, and the disposal from the project of all spoil materials resulting from clearing and grubbing by burning or otherwise.


151-2.1 General: The areas denoted on the plans to be cleared or cleared and grubbed shall be staked on the ground by the Contractor. The clearing and grubbing shall be done at a satisfactory distance in advance of the grading operations.

151-2.1.1 All spoil materials removed by clearing or by clearing and grubbing shall be disposed of by removal to approved disposal areas. Burning on site shall not be permitted.

151-2.1.2 In no case shall any discarded materials be left in windrows or piles adjacent to or within the airport limits.

151-2.1.3 When the Contractor is required to locate a disposal area outside the airport property limits at his/her own expense, he shall obtain and file with the Owner, permission in writing from the property owner for the use of private property for this purpose.

151-2.1.4 If the plans or the specifications require the saving of merchantable timber, the Contractor shall trim the limbs and tops from designated trees, saw them into suitable lengths, and make the material available for removal by other agencies.

151-3 CLEARING.

151-3.1 The Contractor shall clear the staked or indicated area of all objectionable materials. Trees unavoidably falling outside the specified limits must be cut up, removed, and disposed of in a satisfactory manner. In order to minimize damage to trees that are to be left standing, trees shall be felled toward the center of area being cleared. The Contractor shall preserve and protect from injury all trees not to be removed. The trees, stumps, and brush shall be cut to a height of not more than 12 in (300 mm) above the ground. The grubbing of stumps and roots will not be required.



151-3.2 Fences shall be removed and disposed of when directed by the Engineer. Fence wire shall be neatly rolled and the wire and posts stored on the airport if they are to be used again, or stored at a designated location if the fence is to remain the property of a local owner or of a civic authority.

151-4 CLEARING AND GRUBBING.

151-4.1 In areas designated to be cleared and grubbed, all stumps, roots, buried logs, brush, grass, and other unsatisfactory materials shall be removed, except where embankments exceeding 3-1/2 feet (105 cm) in depth are to be made outside of paved areas. In cases where such depth of embankments is to be made, all unsatisfactory materials shall be removed, but sound trees, stumps, and brush can be cut off within 6 in (150 mm) above the ground and allowed to remain. Tap roots and other projections over 1 ½ in (37 mm) in diameter shall be grubbed out to a depth of at least 18 in (45 cm) below the finished subgrade or slope elevation.

151-4.2 Any buildings and miscellaneous structures that are shown on the plans to be removed shall be demolished or removed, and all materials there from shall be disposed of by removing from the site. The remaining or existing foundations, wells, cesspools, and all like structures shall be destroyed by breaking out or breaking down the materials of which the foundations, wells, cesspools, etc., are built to a depth at least 2 feet (60 cm) below the existing surrounding ground. Any broken concrete, blocks, or other objectionable material that cannot be used in backfill shall be removed and disposed of. The holes or openings shall be backfilled with acceptable material and properly compacted.

151-4.3 All holes remaining after the grubbing operation in embankment areas shall have the sides broken down to flatten out the slopes, and shall be filled with acceptable material, moistened and properly compacted in layers to the density required in Item P-152. The same construction procedure shall be applied to all holes remaining after grubbing in excavation areas where the depth of holes exceeds the depth of the proposed excavation.

END OF ITEM P-151



Intentionally Left Blank


ITEM P-152 EXCAVATION AND EMBANKMENT Page 1

ITEM P-152 -- EXCAVATION AND EMBANKMENT

152-1 DESCRIPTION

152-1.1 This item addresses the excavation, transport, embankment construction and compaction of all materials within the limits of the available fill sites in accordance with these specifications and in conformity to the dimensions and typical sections shown on the plans. The project consists primarily of embankment formation.

152-1.1.1 The Contractor shall keep the work sites drained at all times. Depressions or areas that hold water are not permitted at any time in the available fill sites. It is expected that pumping may be necessary. Discharge of untreated sediment-laden water outside the limits of the fill site is prohibited and provisions for containing sediment within the limits of the fill areas is required. At no time shall unchecked storm water from the work site be permitted to flow to undisturbed areas adjacent to the work site without passing through a sediment trap or sediment containing measure.

152-1.1.2 All areas that are disturbed shall be top soiled, seeded and mulched. Denuded areas shall be stabilized within 7 days after final grade has been established or within 14 days of ceasing work if the ground is to be dormant for more than 21 consecutive days.

152-1.2 This work shall also include grading and compaction of the proposed haul roads.


152-2.1 General: Before beginning excavation, grading, and embankment operations in any area, the area shall be completely cleared and grubbed in accordance with Item P-151.

152-2.1.1 If the Contractor’s excavating operations encounter artifacts of historical or archaeological significance, the operations shall be temporarily discontinued. At the direction of the Owner, the Contractor shall excavate the site in such a manner as to preserve the artifacts encountered and allow for their removal. Such excavation will be paid for as extra work.

152-2.2 Excavation: The fill sites are expected to require minimal excavation essentially limited to excavation for clearing and grubbing, excavation for the stormwater management facilities, and stripping for the proposed haul road construction, or reworking the existing topography to facilitate drainage and stabilization.

152.2.2.1 The excavation must be completed such that the surface is well drained at all times.

152-2.2.2 Excavation may be required in some areas to slope the site to sedimentation basins prior to depositing any material at the site. The initial grading of each site is expected to provide positive drainage to the sedimentation basin prior to filling of the site. Some filling is permitted and some excavation may be required to level and drain the area. Unique treatment of each site to provide a well-drained site prior to filling is expected.

152-2.2.3 The Contractor may de-water the site by pumping prior to the sedimentation basin being functional to maintain dry subgrade conditions, but pumping sediment-laden water is not permitted. All discharged water must be filtered through a sediment-trapping device to contain sediment as required to discharge outside the limits of the fill sites.



152-2.4 Drainage Excavation: Drainage excavation shall consist of excavating for drainage ditches such as intercepting; inlet or outlet for temporary levee construction; or for any other type as designed or as shown on the plans. The work shall be performed in the proper sequence with the other construction. All satisfactory material shall be placed in fills; unsuitable material shall be placed in waste areas or as directed. Intercepting ditches shall be constructed prior to starting adjacent excavation operations. All necessary work shall be performed to secure a finish true to line, elevation, and cross section.

152-2.4.1: The Contractor shall maintain ditches constructed on the project to the required cross section and shall keep them free of debris or obstructions until the project is accepted.

152-2.5 Preparation of Embankment Area: Where clearing and grubbing is required, the grubbed surface shall be completely broken up by plowing or scarifying to a minimum depth of 6 in (150 mm). This area shall then be compacted as indicated in paragraph 2.6. Where only clearing is required, sod not required to be removed shall be thoroughly disked and recompacted to the density of the surrounding ground before construction of embankment.

*****Engineer of Record shall amend or supplement specifications for embankment formation to match design requirements.*****

152-2.6 Formation of Embankments: Embankments shall be formed in successive horizontal layers of not more than [18] inches in loose depth for the full width of the cross section

152-2.6.1 The grading operations shall be conducted, and the various soil strata shall be placed, to produce a soil structure as shown on the plans. Materials such as brush, hedge, roots, stumps, grass and other organic matter, shall not be incorporated or buried in the embankment.

152-2.6.2 Operations on earthwork shall be suspended at any time when satisfactory results cannot be obtained because of rain, freezing, or other unsatisfactory conditions of the field. The Contractor shall drag, blade, or slope the embankment to provide proper surface drainage.

152-2.6.3 The material in the layer shall be within +/-2 percent of optimum moisture content before rolling to obtain the prescribed compaction, if prescribed.

152-2.6.4 Rolling operations shall be continued until the embankment is compacted to not less than [ ] percent of maximum density for non-cohesive soils, and [ ] percent of maximum density for cohesive soils as determined by ASTM [ ].

152-2.6.5 The in-place field density shall be determined in accordance with ASTM [ ].

152-2.6.6 Compaction areas shall be kept separate, and no layer shall be covered by another until the proper density is obtained.

152-2.6.7 During construction of the embankment, the Contractor shall route his/her equipment at all times, both when loaded and when empty, over the layers as they are placed and shall distribute the travel evenly over the entire width of the embankment. The equipment shall be operated in such a manner that hardpan, cemented gravel, clay, or other chunky soil material will be broken up into small particles and become incorporated with the other material in the layer.

152-2.6.8 In the construction of embankments, layer placement should begin in the deepest portion of the fill; as placement progresses, layers shall be constructed approximately parallel to the finished pavement grade line.

152-2.6.9 Frozen material shall not be placed in the embankment nor shall embankment be placed upon frozen material.



152-2.7 Stormwater Management Facilities: Construction of the stormwater management facilities shall comply with the requirements of the Virginia Stormwater Management Handbook.

*****Engineer of Record shall amend and supplement specifications to comply with Virginia Stormwater Management Handbook for designed facilities.*****

152-2.7.1 Materials: The stormwater management facilities shall be constructed with materials meeting the following requirements.

152-2.7.1.1 The soils shall be materials classified as [ ] in accordance with the Unified Soil Classification System; and having a dry unit weight of at least [ ] and a laboratory permeability of [ ]. Soils meeting the GC and SC classifications shall have at least [ ] percent fines (i.e. Passing the #200 sieve size) in order to achieve the required permeability criteria.

152-2.7.1.2 The Contractor will have to verify the on-site materials meet the above requirements prior to using the material in the stormwater management facilities. The Contractor shall hire an independent laboratory to test the material prior to using it for the stormwater management facilities. Test results shall be provided to the Owner for review prior to scheduling the construction of the facilities. As an alternative to testing, the Contractor may submit for approval an offsite source of material that has been tested for compliance with Paragraph 152-2.7.1.1.

152-2.7.2 Compaction: The [facility] shall be compacted in maximum lifts of [8] inches and to a density of not less than [95] percent of the maximum density at optimum moisture as determined by ASTM D 1557. The Contractor shall provide laboratory test results and supporting data to the Owner.

152-2.7.2.1 The material in the layer shall be within+/- 2 percent of optimum moisture content before compacting to obtain the prescribed compaction. I n order to achieve uniform moisture content throughout the layer, wetting or drying of the material and manipulation will be required.

152-2.8 Haul: All hauling will be considered a necessary and incidental part of the Work.

152-2.9 Tolerances: The final grading of the Maintenance Facility Site shall vary by no more than 12 inches from the grades shown on the plans. Any deviation in excess of this amount shall be corrected by loosening, adding, or removing materials and reshaping.

152-2.10 Topsoil: When topsoil is specified or required as shown on the plans or under Item 32 92 00, it shall be obtained from the existing stockpile of topsoil, salvaged from site stripping or other grading operations or imported. The topsoil shall meet the requirements of 32 92 00. If, at the time of excavation or stripping, the topsoil cannot be placed in its proper and final section of finished construction, the material shall be stockpiled at approved locations. Upon completion of grading operations, stockpiled topsoil shall be handled and placed as directed, or as required in 32 92 00.

152-2.11 Contractor Quality Control for Excavation and Embankment: Provide quality control in accordance with the Contractor Quality Control Program. In addition, the Contractor supplied quality control shall be as follows:

152-2.11.1 Maximum Density-Optimum Moisture: The Contractor shall obtain a maximum density-optimum moisture curve in accordance with ASTM D 698 or 1557 for each material used as embankment.



152-2.11.2 Compaction Tests. The Contractor shall obtain in-place field densities which shall be determined in accordance with [ASTM D 1556, ASTM D 2167 or ASTM D 6938] for each material used as embankment and/or subgrade.

1. Embankment – Testing shall be made at a rate of 2 tests per half day, but not more than 4 tests per day. Additional tests shall be made as necessary as determined by the Owner if there is any evidence the material is not being compacted to the requirements of this specification.

2. Stormwater Management Facilities – Testing shall be made at a rate of 2 tests per every 100 square yards of each 8” lift. Additional tests shall be made as necessary as determined by the Owner if there is any evidence the material is not being compacted to the requirements of this specification.

152-2.11.3 Reports: A report of all maximum density-optimum moisture curves shall be made and given to the Owner prior to use of the material in embankment. A report of all in-place density tests shall be made and given to the Owner within 48 hours of making the tests.

152-3 TESTING REQUIREMENTS

ASTM D 698 Test for Moisture-Density Relations of Soils and soil-Aggregate Mixtures, Using 5.5 pound (2.49 kg) Rammer and 12 inches (305 mm) Drop

ASTM D 1556 Test for Density of Soil in Place by the Sand-Cone Method

ASTM D 1557 Test for Laboratory Compaction Characteristics of Soil Using Modified Effort

ASTM D 2167 Test for Density and Unit Weight of Soil in Place by the Rubber Balloon Method

ASTM D 6938 In-Place Density and Water Content of Soil and Soil Aggregate by Nuclear Methods

END OF ITEM P-152


ITEM 610 - STRUCTURAL PORTLAND CEMENT CONCRETE PAGE 1

ITEM P-610 – STRUCTURAL PORTLAND CEMENT CONCRETE

610-1 DESCRIPTION

610-1.1 SUMMARY

This item shall consist of plain or reinforced structural Portland Cement Concrete, prepared and constructed in accordance with these specifications, at the locations and of the form and dimensions shown on the plans. The concrete shall be composed of course aggregate, fine aggregate, Portland cement, admixtures as necessary and water.

610-1.2 SUBMITTALS

The following items shall be submitted and approved by the Airports Authority prior to use of Item P-610 structural concrete:

610-1.2.1 Course aggregate gradation, source, test data or certification the material meets the requirements of ASTM C 33.

610-1.2.2 Fine aggregate gradation, source and test data or certification the material meets the requirements of ASTM C 33.

610-1.2.3 Certification the water meets the requirements of AASHTO T 26 or is potable. 610-1.2.4 Certification the cement meets the requirements of ASTM C 150 Type I or II. 610-1.2.5 Certification the admixtures meet the requirements as specified herein.

610-1.2.6 A concrete mix design shall be submitted for each mix that is intended to be used showing the materials and the relative percentage of each mix constituent. If the mix is changed during the project, a new trial batch shall be ran and submitted to the Airports Authority. Trial mix data shall be submitted for each mix design showing batch weights of the trial mix and the strength specimen results for the trial mix data submitted. Twenty eight day breaks for the trial mix shall be submitted unless the specified strength is attained on an earlier break. The trial batch data shall be no more than 12 months prior to the date of the submittal.

610-2.1 MATERIALS

610-2.1.1Only approved materials, conforming to the requirements of these specifications, shall be used in the work. They may be subjected to inspection and tests at any time during the progress of their preparation or use. The source of supply of each of the materials shall be approved by the Airports Authority before delivery or use is started. Representative preliminary samples of the materials shall be submitted by the Contractor, when required, for examination and test. Materials shall be scored and handled to insure the preservation of their quality and fitness for use and shall be located to facilitate prompt inspection. All equipment for handling and transporting materials and concrete must be clean before any material or concrete is placed therein.

610-2.1.2 In no case shall the use of pit-run or naturally mixed aggregates be permitted. Naturally mixed aggregate shall be screened and washed, and all fine and coarse aggregates shall be stored separately and kept clean. The mixing of different kinds of aggregates from different sources in one storage pile or alternating batches of different aggregates will not be permitted.

610-2.1.3 Reactivity. Aggregates shall be tested for deleterious reactivity with alkalis in the cement, which may cause excessive expansion of the concrete. Separate tests of coarse and fine aggregate shall be made in accordance with ASTM C 1260. If the expansion of coarse or fine aggregate test specimens,



tested in accordance with ASTM C 1260, does not exceed 0.10 % at 28 days (30 days from casting), the coarse or fine aggregates shall be accepted.

610-2.1.4 If the expansion of any aggregate, coarse or fine, at 28 days is greater than 0.10%, tests of combined materials shall be made in accordance with ASTM C 1567 using the aggregates, cementitious materials, and/or specific reactivity reducing chemicals in the proportions proposed for the mixture design. If the expansion of the proposed combined materials test specimens, tested in accordance with ASTM C 1567, does not exceed 0.10 % at 28 days, the proposed combined materials will be accepted. If the expansion of the proposed combined materials test specimens is greater than 0.10% at 28 days, the aggregates will not be accepted unless adjustments to the combined materials mixture can reduce the expansion to less than 0.10 % at 28 days, or new aggregates shall be evaluated and tested.

610-2.2 COARSE AGGREGATE

610-2.2.1 The coarse aggregate for concrete shall meet the requirements of ASTM C 33. Crushed stone aggregate shall have a durability factor, as determined by ASTM C 666, greater than or equal to 95. The Airports Authority may consider and reserve final approval of other State classification procedures addressing aggregate durability.

610-2.2.2 Coarse aggregate shall be well graded from coarse to fine and shall meet one of the gradations shown in Table 1, using ASTM C 136.

610-2.3 FINE AGGREGATE

610-2.3.1 The fine aggregate for concrete shall meet the requirements of ASTM C 33.

610-2.3.2 The fine aggregate shall be well graded from fine to coarse and shall meet the requirements of Table 2 when tested in accordance with ASTM C 136:

Table 1. Gradation For Coarse Aggregate

Sieve Designation (square openings)

Percentage by Weight Passing Sieves

2” 1-1/2” 1” 3/4” 1/2” 3/8” No.4

No. 4 to 3/4 in. (4.75-19.0 mm) 100 90-100 20-55 0-10

No. 4 to 1 in. (4.75-25.0 mm) 100 90-100 25-60 0-10

No. 4 to 1-1/2 in. (4.75-38.1 mm) 100 95-100 35-70 10-30 0-5

Table 2. Gradation For Fine Aggregate

Sieve Designation (square openings)

Percentage by Weight Passing Sieves

3/8 in (9.5 mm) No. 4 (4.75 mm)

No. 16 (1.18 mm) No. 30 (0.60 mm) No. 50 (0.30 mm) No. 100 (0.15 mm)

100 95-100 45-80 25-55 10-30 2-10



610-2.3.3 Blending will be permitted, if necessary, in order to meet the gradation requirements for fine aggregate. Fine aggregate deficient in the percentage of material passing the No. 50 mesh sieve may be accepted, provided that such deficiency does not exceed 5 percent and is remedied by the addition of pozzolanic or cementitious materials other than Portland cement, as specified in 610-2.6 on admixtures, in sufficient quantity to produce the required workability as approved by the Airports Authority.

610-2.4 CEMENT

610-2.4.1 The cement used shall be Portland cement conforming to the requirements of ASTM C 150 Type I or Type II.

610-2.4.2 The Contractor shall furnish vendors’ certified test reports for each carload, or equivalent, of cement shipped to the project. The report shall be delivered to the Owner before permission to use the cement is granted. All such test reports shall be subject to verification by testing sample materials received for use on the project.

610-2.5 WATER

The water used in concrete shall be free from sewage, oil, acid, strong alkalis, vegetable matter, and clay and loam. If the water is of questionable quality, it shall be tested in accordance with AASHTO T 26.

610-2.6 ADMIXTURES

610-2.6.1 The use of any material added to the concrete mix shall be approved by the Owner. Before approval of any material, the Contractor shall be required to submit the results of complete physical and chemical analyses made by an acceptable testing laboratory. Subsequent tests shall be made of samples taken by the Contractor from the supply of the material being furnished or proposed for use on the work to determine whether the admixture is uniform in quality with that approved. Concrete admixtures shall not contain more than 0.1 percent chloride ions.

610-2.6.1.1 Pozzolanic admixtures shall be fly ash or raw or calcined natural pozzolans meeting the requirements of ASTM C 618, Class F or N with the exception of loss of ignition, where the maximum shall be less than 6 percent. Class F or N fly ash for use in mitigating alkali-silica reactivity shall have a Calcium Oxide (CaO) content of less than 13 percent and a total equivalent alkali content less than 3 percent.

610-2.6.1.2 Air-entraining admixtures shall meet the requirements of ASTM C 260. Air-entraining admixtures shall be added at the mixer in the amount necessary to produce the specified air content. All concrete shall be air-entrained by the use of an admixture.

610-2.6.1.3 Water-reducing, set-controlling admixtures shall meet the requirements of ASTM C 494, Type A, water-reducing or Type D, water-reducing and retarding. Water-reducing admixtures shall be added at the mixer separately from air-entraining admixtures in accordance with the manufacturer’s printed instructions.

610-2.6.1.4 Set accelerating admixtures. Admixtures accelerating the set of concrete will not be allowed without approval of the Owner.

610-2.7 CALCIUM CHLORIDE

When calcium chloride is permitted by the Owner in the concrete as an accelerator, it shall meet the requirements of ASTM D 98.

610-2.8 PREMOLDED JOINT MATERIAL (Not Used)



610-2.9 JOINT FILLER. (Not Used)

610-2.10 STEEL REINFORCEMENT

Concrete reinforcing shall consist of deformed bars of billet steel conforming to the requirements of ASTM A 615, Grade 60 or welded wire fabric conforming to the requirements of ASTM A 185.

610-2.11 COVER MATERIALS FOR CURING

Curing materials shall conform to one of the following specifications:

Waterproof paper for curing concrete ASTM C 171

Polyethylene Sheeting for Curing Concrete ASTM C 171

Burlap Cloth made from Jute or Kenaf ASTM C 171

Liquid Membrane-Forming Compounds for Curing Concrete (Type 2) ASTM C 309, Type 2

610-2.12 PVC WATERSTOP

610-2.12.1 Waterstop shall be white PVC with factory made splices. Waterstops shall be manufactured by Green Streak, St. Louis, MO, No. 748, or equal, 3/8” thick by 6” wide. All splices shall be made with manufacturer recommended heat sealing method. Labyrinth type waterstop made of PVC or neoprene or bentonite strips shall not be permitted as a substitute for waterstop materials specified herein or as detailed on the plans. Waterstops indicated to be jet-fuel resistant shall be made from synthetic rubber or other suitable material able to withstand occasional short-term exposure to jet fuel type A and diesel fuel without failure to permanent deterioration. Submit certification by product manufacturer of the fuel resistance of the product. Subject to compliance with requirements, provide products of one of the following:

610-2.12.1.1 TPER synthetic rubber waterstop, Westec Barrier Technologies.

610-2.12.1.2 Petrostop, Vinylex Corporation.

610-2.12.1.3 Airports Authority approved equal.


610-3.1 GENERAL

The Contractor shall furnish all labor, materials, and services necessary for, and incidental to, the completion of all work as shown on the drawings and specified herein. All machinery and equipment owned or controlled by the Contractor, which he proposes to use on the work, shall be of sufficient size to meet the requirements of the work, and shall be such as to produce satisfactory work. The Contractor shall employ, at all times, a sufficient force of workmen of such experience and ability that the work can be prosecuted in a satisfactory and workmanlike manner.

610-3.2 CONCRETE COMPOSITION

The concrete shall develop a compressive strength of 4000 psi in 28 days as determined by test cylinders made in accordance with ASTM C 31 and tested in accordance with ASTM C 39. The concrete shall contain not less than 611 pounds of cement per cubic yard. The concrete shall contain 5 percent of



entrained air, plus or minus 1 percent, as determined by ASTM C 231 and shall have a slump of not more than 4 in as determined by ASTM C 143. Submit written reports to the Owner for each proposed mix at least 15 days prior to start of work. Do not begin concrete production until proposed mix designs have been reviewed by the Owner.

610-3.3 CONTRACTOR ACCEPTANCE SAMPLING AND TESTING

610-3.3.1 According to these requirements, or as directed by the Owner, the Contractor shall be responsible for sampling, making, curing and storing concrete specimens for acceptance. Compressive strength acceptance testing necessary to determine conformance with the requirements of this section will be performed by the Contractor. Concrete for each structure will be accepted on the basis of the compressive strength specified in paragraph 610-3.2. The concrete shall be sampled in accordance with ASTM C 172. Compressive strength specimens shall be made in accordance with ASTM C 31 and tested in accordance with ASTM C 39.

610-3.3.2 Concrete cylindrical test specimens shall be made in accordance with ASTM C 31 and tested in accordance with ASTM C 39.

610-3.3.3 Test cylinders shall accurately represent concrete placed in forms. Additional cylinders may be required if an error in batching is suspected. For the first 24 hours after molding, cylinders shall be safely located adjacent to the forms represented by the concrete specimen and shall be cured in the manner identical to the concrete in the forms. At the end of 24 hours, cylinders shall be transported by the Contractor to the laboratory. Exception: Where the Contractor intends to remove load supporting forms (when conditions permit), a sufficient number of additional test cylinders shall be made and shall be field cured at the site of the structure. Field curing shall continue up to within four hours prior to laboratory testing. The contractor shall be responsible for the safe field storage of the concrete cylinders during the field curing process.

610-3.4 PROPORTIONING AND MEASURING DEVICES

When package cement is used, the quantity for each batch shall be equal to one or more whole sacks of cement. The aggregates shall be measured separately by weight. If aggregates are delivered to the mixer in batch trucks, the exact amount for each mixer charge shall be contained in each batch compartment. Weighing boxes or hoppers shall provide means of regulating the flow of aggregates into the batch box so that the required and exact weight of aggregates can be readily obtained.

610-3.5 CONSISTENCY

The consistency of the concrete shall be checked by the slump test specified in ASTM C 143.

610-3.6 MIXING

Concrete may be mixed at the construction site, at a central point, or wholly or in part in truck mixers. Whichever mixing process is used, concrete of the specified proportions and consistency shall be produced. The concrete shall be mixed and delivered in accordance with the requirements of ASTM C 94.

610-3.7 MIXING CONDITIONS

610-3.7.1 The concrete shall be mixed only in quantities required for immediate use. Concrete shall not be mixed while the air temperature is below 40 °F (4 °C) without permission of the Engineer of Record. If permission is granted for mixing under such conditions, aggregates or water, or both, shall be heated and the concrete shall be placed at a temperature not less than 50 °F (10 °C) nor more than 100 °F (38



°C). The Contractor shall be held responsible for any defective work, resulting from freezing or injury in any manner during placing and curing, and shall replace such work at his/her expense.

610-3.7.2 When hot weather conditions exist that would impair quality and strength of concrete, place concrete complying with ACI 305 and as specified.

610-3.7.2.1 Cool ingredients before mixing to maintain concrete temperature at time of placement to below 90 degrees Fahrenheit. Mixing water may be chilled or chopped ice may be used to control temperature, provided water equivalent of is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractors option.

610-3.7.2.2 Cover reinforcing steel with water-soaked burlap if it becomes too hot, so that steel temperature will not exceed the ambient air temperature immediately before embedding in concrete.

610-3.7.2.3 Fog spray forms, reinforcing steel, and subgrade just before placing concrete. Keep subgrade moisture uniform without puddles or dry areas.

610-3.7.2.4 Use water-reducing retarding admixture when required by high temperatures, low humidity, or other adverse placing conditions, as acceptable to the Airports Authority.

610-3.7.3 Retempering of concrete by adding water or any other material shall not be permitted.

The delivery of concrete to the job shall be in such a manner that batches of concrete will be deposited at uninterrupted intervals.

610-3.8 FORMS

610-3.8.1 Concrete shall not be placed until all the forms and reinforcements have been inspected. Forms shall be of suitable material and shall be of the type, size, shape, quality, and strength to build the structure as designed on the plans. The forms shall be true to line and grade and shall be mortar-tight and sufficiently rigid to prevent displacement and sagging between supports. The design and engineering of formwork, as well as all falsework, bracing, shoring and construction shall be the responsibility of the Contractor. The surfaces of forms shall be smooth and free from irregularities, dents, sags, and holes.

610-3.8.2 The internal ties shall be arranged so that, when the forms are removed, no metal will show in the concrete surface or discolor the surface when exposed to weathering. All forms shall be wetted with water or with a non-staining mineral oil, which shall be applied shortly before the concrete is placed. Forms shall be constructed so that they can be removed without injuring the concrete or concrete surface. The forms shall not be removed from vertical faces, walls, slender columns, and similar structures before the expiration of at least 30 hours; forms supported by falsework under slabs, beams, girders, arches, and similar construction shall not be removed until tests indicate that at least 75% of the design strength of the concrete has developed.

610-3.9 PLACING REINFORCEMENT

All reinforcement shall be accurately placed, as shown on the plans, and shall be firmly held in position during concreting. Bars shall be fastened together at a minimum of 50% of intersections. The reinforcement shall be supported by approved metal chairs. Shop drawings, lists, and bending details shall be supplied by the Contractor for structures including, but not limited to, inlets and other structures where required.

610-3.10 EMBEDDED ITEMS

Before placing concrete, any items that are to be embedded shall be firmly and securely fastened in place as indicated. All such items shall be clean and free from coating, rust, scale, oil, or any foreign matter.



The embedding of wood shall be avoided. The concrete shall be spaded and consolidated around and against embedded items.

610-3.11 PLACING CONCRETE

610-3.11.1 All concrete shall be placed during daylight, unless otherwise approved. The concrete shall not be placed until the depth and character of foundation, the adequacy of forms and falsework, and the placing of the steel reinforcing have been approved. Concrete shall be placed as soon as practical after mixing and in no case later than 1 hour after water has been added to the mix. The method and manner of placing shall be such to avoid segregation and displacement of the reinforcement. Troughs, pipes, and chutes shall be used as an aid in placing concrete when necessary. Dropping the concrete a distance of more than 5 ft (1.5 m), or depositing a large quantity at one point, will not be permitted. Concrete shall be placed upon clean, damp surfaces, free from running and standing water, or upon properly consolidated soil. Concrete shall not be placed on snow, ice, or frozen subgrade.

610-3.11.2 The concrete shall be compacted with suitable mechanical vibrators operating within the concrete. When necessary, vibrating shall be supplemented by hand spading with suitable tools to assure proper and adequate compaction. Vibrators shall be manipulated so as to work the concrete thoroughly around the reinforcement and embedded fixtures and into corners and angles of the forms.

610-3.11.3 The vibration at any joint shall be of sufficient duration to accomplish compaction but shall not be prolonged to the point where segregation occurs. Concrete deposited under water shall be carefully placed in a compact mass in its final position by means of a tremie, a closed bottom dump bucket, or other approved method and shall not be disturbed after being deposited.

610-3.12 CONSTRUCTION JOINTS

When the placing of concrete is suspended, necessary provisions shall be made for joining future work before the placed concrete takes its initial set. For the proper bonding of old and new concrete, such provisions shall be made for grooves, steps, keys, dovetails, reinforcing bars or other devices as may be prescribed. The work shall be arranged so that a section begun on any day shall be finished during daylight of the same day. Before depositing new concrete on or against concrete that has hardened, the surface of the hardened concrete shall be cleaned by a heavy steel broom, roughened slightly, wetted, and covered with a neat coating of cement paste or grout. Where bonded construction joints are indicated on the plans, an epoxy binder approved by the Airports Authority shall be used.

610-3.13 EXPANSION JOINTS

Expansion joints shall be constructed at such points and of such dimensions as may be indicated on the plans. The premolded filler shall be cut to the same shape as that of the surfaces being joined. The filler shall be fixed firmly against the surface of the concrete already in place using an adhesive or other method approved by the Engineer of Record in such manner that it will not be displaced when concrete is deposited against it.

610-3.14 DEFECTIVE WORK

Any defective work discovered after the forms have been removed shall be immediately removed and replaced. If any dimensions are deficient, or if the surface of the concrete is bulged, uneven, or shows honeycomb, which in the opinion of the Owner cannot be repaired satisfactorily, the entire section shall be removed and replaced at the expense of the Contractor.

610-3.15 SURFACE FINISH



610-3.15.1 All exposed concrete surfaces shall be true, smooth, and free from open or rough spaces, depressions, or projections. The concrete in horizontal plane surfaces shall be brought flush with the finished top surface at the proper elevation and shall be struck-off with a straightedge and floated. Mortar finishing shall not be permitted, nor shall dry cement or sand-cement mortar be spread over the concrete during the finishing of horizontal plane surfaces.

610-3.15.2 When directed, the surface finish of exposed concrete shall be a rubbed finish. If forms can be removed while the concrete is still green, the surface shall be pointed and wetted and then rubbed with a wooden float until all irregularities are removed. If the concrete has hardened before being rubbed, a carborundum stone shall be used to finish the surface. When approved, the finishing can be done with a rubbing machine.

610-3.16 CURING AND PROTECTION

All concrete shall be properly cured and protected by the Contractor. The work shall be protected from the elements, flowing water, and from defacement of any nature during the building operations. The concrete shall be cured as soon as it has sufficiently hardened by covering with an approved material. Water-absorptive coverings shall be thoroughly saturated when placed and kept saturated for a period of at least 3 days. All curing mats or blankets shall be sufficiently weighted or tied down to keep the concrete surface covered and to prevent the surface from being exposed to currents of air. Where wooden forms are used, they shall be kept wet at all times until removed to prevent the opening of joints and drying out of the concrete. Traffic shall not be allowed on concrete surfaces for 7 days after the concrete has been placed.

610-3.17 DRAINS OR DUCTS

Drainage pipes, conduits, and ducts that are to be encased in concrete shall be installed by the Contractor before the concrete is placed. The pipe shall be held rigidly so that it will not be displaced or moved during the placing of the concrete.

610-3.18 COLD WEATHER PROTECTION

610-3.18.1 When concrete is placed at temperatures below 40 °F , the Contractor shall provide satisfactory methods and means to protect the mix from injury by freezing. The aggregates, or water, or both, shall be heated in order to place the concrete at temperatures between 50 °F and 100 °F .

610-3.18.2 Calcium chloride may be incorporated in the mixing water when permitted by the Owner. Not more than 2 pounds (908 grams) of Type 1 nor more than 1.6 pounds (726 grams) of Type 2 shall be added per bag of cement for plain or reinforced structural concrete. After the concrete has been placed, the Contractor shall provide sufficient protection such as cover, canvas, framework, heating apparatus, etc., to enclose and protect the structure and maintain the temperature of the mix at not less than 50 °F until at least 60% of the designed strength has been attained.

610-3.19 FILLING JOINTS

All joints that require filling shall be thoroughly cleaned, and any excess mortar or concrete shall be cut out with proper tools. Joint filling shall not be started until after final curing and shall be done only when the concrete is completely dry. The cleaning and filling shall be carefully done with proper equipment and in a manner to obtain a neat looking joint free from excess filler.



610-6 TESTING REQUIREMENTS

ASTM C 31 Making and Curing Test Specimens in the Field

ASTM C 39 Compressive Strength of Cylindrical Concrete Specimens

ASTM C 136 Sieve Analysis of Fine and Coarse Aggregates

ASTM C 138 Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

ASTM C 143 Slump of Hydraulic Cement Concrete

ASTM C 172 Sampling Fresh Concrete

ASTM C 173 Test for Air Content of Freshly Mixed Concrete by the Volumetric Method

ASTM C 231 Test for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C 666 Resistance of Concrete to Rapid Freezing and Thawing

ASTM C 684 Making Accelerated Curing and Testing of Concrete Compression Test Specimens

ASTM C 1077 Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM C 1260 Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM D 4791 Test Method for Flat or Elongated Particles in Course Aggregate

610-7 MATERIAL REQUIREMENTS

ASTM A 184 Specification for Fabricated Deformed Steel Bar or Rod Mats for Concrete Reinforcement

ASTM A 185 Steel Welded Wire Fabric, Plain, for Concrete Reinforcement

ASTM A 497 Steel Welded Wire Fabric, Deformed, for Concrete Reinforcement

ASTM A 615 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement

ASTM A 704 Welded Steel Plain Bars or Rod Mats for Concrete Reinforcement

ASTM C 33 Concrete Aggregates

ASTM C 94 Ready-Mixed Concrete

ASTM C 150 Portland Cement

ASTM C 171 Sheet Materials for Curing Concrete



ASTM C 172 Sampling Freshly Mixed Concrete

ASTM C 260 Air-Entraining Admixtures for Concrete

ASTM C 309 Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C 494 Chemical Admixtures for Concrete

ASTM C 595 Blended Hydraulic Cements

ASTM C 618 Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Concrete

ASTM D 98 Specifications for Calcium Chloride

ASTM D 1751 Specification for Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types)

ASTM D 1752 Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction

AASHTO M 144 Standard Specifications for Calcium Chloride

AASHTO M 254 Specification for Coated Dowel Bars

AASHTO T 26 Quality of Water to be Used in Concrete

END OF ITEM P-610

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