•FINAL_Ridgewood_Permit

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New YorkState

JOINTAPPLICATIONFORM

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JOINT APPLICATION FORM 09/10 This is a 2 Page Application Application Form Page 1 o

Both Pages Must be Completed

4

4

4

City of New York Department of Parks & Recreation

Olmsted Center, Flushing Meadows-

Corona Park

Flushing

(718) 760-6601 [email protected]

NY 11368

Katie Raschdorf

City of New York Dept. of Parks & Recreation;

Queens Capital Projects Division

The Olmsted Center - Rm 19

117-02 Roosevelt Ave

Flushing

NY 11368

718-760-6647

[email protected]

Ridgewood Reservoir Dam Queens / Block 3740 / Lot 75

Located on the border of Queens and Brooklyn in Highland Park, 50 feet south of Jackie Robinso

Pkwy, 100 feet east of Vermont Pl, and north of Highland Blvd.

New York 11385

New York Queens

Brooklyn N/A

40.690382 N 73.88513 W


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GZA Engineers andGeoEnvironmental, Inc. Scientists

An Equal Opportunity Employer M/F/V/H

104 West 29thSt

New York,

NY 10001Phone: 781-278-3700

Fax: 781-278-5701

http://www.gza.net

July 25, 2013 [Revised December 6, 2013]

GZA No. 01.0170885.10

New York State Department of Environmental Conservation

Bureau of Flood Protection and Dam Safety

625 Broadway, 4th

FloorAlbany, New York 12233

Attention: Syed N. Alam, P.E.

Re: Ridgewood Reservoir Dam Decommissioning

Protection of Waters: Dams and Impoundment Structures Permit Narrative

Brooklyn/Queens, New York

The following is a narrative description of the Ridgewood Reservoir Dam Decommissioning in

support of the Joint Application for Protection of Waters Permit. Permit Drawings and

Specifications are attached in Appendix A and Appendix B, respectively. A summary of hydrology

and hydraulics assessment of the proposed work is included herein. An evaluation of geotechnicalconditions is presented in Appendix D and structural design calculations are presented in

Appendix E.

BACKGROUND AND OBJECTIVES

It is the New York City Department of Parks and Recreations (NYCDPRs) intent to

decommission the Ridgewood Dam so it may be re-classified as a Class D or Negligible or No

Hazard Dam by the New York State Department of Environmental Conservation (NYSDEC).

Included herin is a summary of investigations and methodology to support the modification and re-

classification of the dam.

Ridgewood Reservoir is impounded by an approximately 30 foot high, 1.5 mile long compactedearth fill embankment with a reported clay puddle core. The dam is a diked pond impounding

embankment, which fully encircles the reservoir on all but the northeast side. The top of dam

elevation is approximately 172.5 feet (Queens Highway Datum). The reservoir was partially

excavated into natural ground along a natural topographic ridge north of and overlooking

Brooklyn. Its reservoir bottom elevation (generally about 150 feet) is lower than the downstream

toe elevation of the dam (varies from as low as 154.5 feet). Ridgewood Reservoir is divided into

three separate basins by embankments similar in construction to the main outer perimeter

embankment. The reservoir has been substantially drained for many years, although Basin 2,

which was not pumped out retains a shallow impoundment with top of water at approximate

elevation 153.5 feet

PURPOSE

A dam breach is the preferred and recommended alternative for permanently reducing the hazard

potential of the Ridgewood Reservoir Dam. The objective of the breach is to allow free discharge

of water through the embankments to mitigate potential for impounding significant volume of

water above the toe of the dam, thereby reducing the hazard potential. The design drawings

indicate proposed culvert locations, phasing, temporary sediment, erosion and water control, and

final grading in addition to sections and elevations at each culvert location.


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New York City Department of Parks and Recreation July 25, 2013

File No. 01.0170885.10 Page 2

HYDROLOGY AND HYDRAULICS

GZA utilized hydrologic and hydraulic computer models developed under GZAs contract with

New York City Department of Environmental Protection - Contract DAM-2010 to evaluate the

conceptual dam breach. The breach section / geometry was designed from a hydraulic perspective

(e.g., to avoid flooding and to decommission the dam) and considered the plans for improvement

of Highland Park being developed by NYCDPR. For the purpose of this analysis, the culverts were

conservatively modeled as 10 ft wide by 4 ft high concrete box culverts with invert elevations of

154.5 ft. However, the final breach through the West Embankment will be a larger structure.

In accordance with the NYSDEC state guidelines, the regulatory Spillway Design Flood (SDF) for

existing High-hazard dams is one-half of the Probable Maximum Flood ( PMF). For purposes of

dam decommissioning, wherein the hazard potential of the dam is reduced to Class D due to the

construction of an engineered dam breach section, the NYSDEC recommends less than 1 foot of

impounding during the 100-year storm.

GZA simulated the rainfall/runoff process using the Army Corps of Engineers HEC-HMS1

computer program. The PMF was generated from a 72-hour full Probable Maximum

Precipitation (PMP) of approximately 39.1-inches. The PMP was developed using the methods

published in the U.S. Army Corps of Engineers/National Weather Service Hydrometeorological

Report No. 52, as incorporated into the HMR-52 computer program (Boss International Version,

1988). Incremental runoff values were sequenced and the storm oriented in accordance with

standard engineering practice to produce maximum runoff potential. The PMF was subsequently

developed within HEC-HMS by multiplying the runoff generated by the full PMP by one-half. The

100-yr peak inflow was analyzed in addition to the PMF in HEC-HMS using the 100-yr extreme

precipitation depth and distribution from the Northeast Regional Climate Center (NRCC).

Ridgewood Reservoir is located on relatively high ground and hence no off-site drainage enters the

impoundment. The dams watershed is therefore the former reservoirs surface area of

approximately 55 acres with the only unregulated inflow to the dam being the direct precipitation

onto the reservoir. The reservoir was modeled as three separate basins. Initial / starting water

surface elevations were assumed to be the reservoir bed elevations for each basin with the

exception of the middle basin (basin 1) in which case the starting water surface elevation was

assumed to be the average elevation of the standing water currently in that basin.

A stage-area curve developed from 2-ft elevation contours obtained from the New York City

Department of Information Technology and Telecommunications through the New York City

Department of Environmental Protection was used in the hydrologic model to describe the basins.

Key input parameters to the HEC-HMS model are summarized below:

U.S. Army Corps of Engineering,Hydrologic Modeling System (HEC-HMS) Version 3.0.0.


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File No. 01.0170885.10 Page 3

Table 1: Hydrologic Watershed I nput

Subbasin

Drainage

Area

(acres)

Runoff Potential

(SCS Curve

Number)

Time of

Concentration

(hr)

Watershed

Lag Time

(hr)East Basin 14 99 0.2 0.1

Middle Basin 15 99 0.2 0.1

West Basin 26 99 0.2 0.1

All low-level outlets were assumed to remain closed or inoperable and hence not modeled in the

reservoir. The overflow weir was also not modeled in the reservoir, as resultant water levels are

not anticipated to be high enough to activate the weir.

Results

The results of the hydrologic and hydraulic analysis of the proposed breach location and geometry

are summarized in Tables 2and 3below. The results indicate that the existing dam and former

reservoir can contain the PMF without outflow occurring from the west breach.

For the proposed breach scenario, the maximum hydraulic head during the 100-year flood at any of

the basins is less than 1.0 ft. Under normal conditions, outflow is not anticipated to occur from the

West Basin, as the available dead storage capacity of the West Basin is sufficient to contain the

100-yr flood with 1.9 ft of freeboard (distance between culvert invert of 154.5 ft and peak 100-yr

flood elevation). It should be noted that based on historic orthophotographs and site observations,

it appears as though under current conditions runoff from storm events infiltrates through the basin

bottom and does not typically create a significant impoundment in the West Basin. GZA therefore

judges that a starting water level coincident with an empty West Basin is a reasonable assumption.

Additionally, conservatively utilizing the PMF as the design flood for decommissioning also

indicates that no outflow is anticipated from the West Basin.

Table 2 -Results without Breach (Existing Conditions)

Flood

Total

Rainfall

(in)

Initial

Water

Elev

(ft)

Peak

Inflow

(cfs)

Peak

Outflow

(cfs)

Peak

Water

Elevation

(ft)

Peak

Reservoir

Depth2

(ft)

Peak

Hydraulic

Head3

(ft)

100-

YR

East

Basin9.1 150.5 80 0 152.4 2.4 N/A

Middle

Basin9.1 153.5 90 0 155.1 5.1 0.6

WestBasin

9.1 150.0 160 0 152.2 2.2 N/A

PMF1East

Basin39.1 150.0 130 0 153.5 3.5 N/A

Middle

Basin39.1 153.5 140 0 156.0 6.0 1.5

West

Basin39.1 150.0 250 0 153.3 3.3 N/A


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File No. 01.0170885.10 Page 4

Table 3 - Results With Breach (Proposed Conditions)

Flood

Total

Rainfall

(in)

Initial

Water

Elev

(ft)

Peak

Inflow

(cfs)

Peak

Outflow

(cfs)

Peak

Water

Elevation

(ft)

Peak

Reservoir

Depth2

(ft)

Peak

Hydraulic

Head3

(ft)

100-

YR

East

Basin9.1 150.0 80 0 152.4 2.4 N/A

Middle

Basin9.1 153.5 90 5.4 154.9 4.9 0.4

West

Basin9.1 150.0 160 0 152.6 2.6 N/A

PMF1East

Basin 39.1 150.0 130 0 153.5 3.5 N/A

Middle

Basin39.1 153.5 140 22 155.4 5.4 0.9

West

Basin39.1 150.0 250 0 154.2 4.2 N/A

Notes: 1. PMF is one-half of the runoff from the full PMP.

2. Bottom of Reservoir / Basin elevation is estimated to be 150.0 ft.

3. Downstream Toe of Dam is estimated to be 154.5 ft at its lowest elevation. Peak

Hydraulic Head is the difference between the peak water surface elevation and the

lowest topographic point at the downstream toe of the dam.

Based on the results of the hydrologic and hydraulic analysis of the proposed breach described

above, the proposed breach of the Ridgewood Reservoir Dam will enable it meet the requirements

for non-jurisdictional status as provided by the Environmental Conservation Laws (ECL) of the

State of New York specific to dam safety, in GZAs opinion. The proposed breach will also enable

Ridgewood Reservoir Dam to be reclassified from Class C (High Hazard) to Class D

(Negligible or No Hazard), in GZAs opinion.

DEBRIS BLOCKAGE POTENTIAL

The potential for debris blockage of the 10-ft by 4-ft culverts is low based on review of velocities

and flow depths within the basins and culverts. Ridgewood Reservoir is located on relatively highground and hence no appreciable off-site drainage enters the impoundment. The dams watershed

is the former reservoirs surface area with the only unregulated inflow to the dam being the direct

precipitation onto the reservoir.

Flow through the culverts occurs infrequently and therefore the potential for debris blockage is

minimal. The invert elevation of the culverts will be 154.5 feet or about 4.5 feet above the basin

floor, which was excavated into natural ground. Water reaches the culvert invert elevation only in


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File No. 01.0170885.10 Page 5

Basin 2 during extreme floods equal to or exceeding the 100-year flood. Based on preliminary

analysis using the HEC-HMS model for the PMF scenario (Table 3), flow would primarily be

from Basin 2 into Basin 1 and Basin 3.

A two-dimensional flow model, FLO-2D, was used to evaluate the velocity vectors and flow

depths in Basin 2. FLO-2D is a physical process model that routes flood hydrographs and rainfall-

runoff over unconfined flow surfaces using the dynamic wave approximation to the momentum

equation. FLO-2D moves flood volume on a series of tiles (grid) for overland flow. Overland

flood routing in two-dimensions is accomplished through a numerical integration of the equations

of motion and the conservation of fluid volume for a water flood (FLO-2D Reference Manual2).

The computational boundary was defined just outside the embankments that surround Basin 2.

Elevation data was entered based on the existing survey of Ridgewood Reservoir. Culverts were

modeled as open cuts through the embankments to simplify the model as the water level was not

expected to exceed the top of the culverts. Model grid size (10-ft square element) was selected

such that there was significant resolution to accurately model the culverts. Mannings roughnesscoefficients were selected based on surface type. Input rainfall follows the distribution and total

rainfall depth for the 72-hour PMP.

Appendix C shows the FLO-2D calculated peak water surface elevations and velocity vectors for

the PMF. The maximum water surface elevation in Basin 2 is 155.1 feet for the PMF which is

consistent with our evaluation using the HEC-HMS model (see Hydrology and Hydraulics above).

Velocities within the basin are less than 0.5 feet per second (in any direction). This is due to

precipitation ponding within the flat bottom basin. There is therefore low velocity within the basin

to mobilize debris towards the culverts. The maximum velocities within the basin occur down the

embankment slopes and around the culvert inlet, which are protected by placed stone and/or riprap.

Furthermore, there are currently no trees or other large woody vegetation present in Basin

2reducing the likelihood of any potential blockage. Culverts will also be fitted with trash racks toprevent transport of large debris into the culverts and facilitate removal of sand debris.

Existing conditions were modeled using HEC-HMS in the hydrologic and hydraulic evaluation

(Table 2). Even in the unlikely event that the culverts do become fully blocked, the peak water

depth occurs in Basin 2 at 6 feet during the PMF. This is only a 2.5 feet increase in the water

surface elevation of the current standing pool. Similarly, the dry basins would only pond to a depth

of 3.5 feet which does not reach the culvert invert. Thus, no outflow is anticipated from Basins 1

and 3 and debris blockage is not a significant concern.

2FLO-2D Software Inc.FLO-2D Flood Routing Model Version 2009.06


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File No. 01.0170885.10 Page 6

CONSTRUCTION

Breach locations were selected based on topography, existing structures, and access (both

pedestrian and construction). To mitigate downstream impacts and coordinate with improvements

to Highland Park being developed by NYCDPR (i.e. new handicap ramp, pedestrian paths, and

park entrances) the breach of the main embankment is located at the southern end of Vermont

Place. Proposed breaches at the division embankments are located at the northern ends for

construction access; the breach between Basin 3 and Basin 2 is also located over a former 36-inch

siphon, to coincide with its removal.

The breaches through the Western Division and Eastern Division embankments are proposed as

cast-in-place concrete box culverts, 4 feet high with a 10 foot span with cast-in-place wingwalls

and headwalls. The final breach through the West Embankment is proposed as a pre-cast concrete

arch culvert, 11 feet high with a 14 foot span with pre-cast wingwalls and headwalls. Each culvert

will have an invert elevation of 154.5 feet. Even during the one-half Probable Maximum Flood (PMF), no water is expected to be discharged from the reservoir; though water may flow between

basins. Decorative stone veneers will be installed on all exposed faces of wing walls and

headwalls.

The West and Western Division Embankment work areas will be accessed from the southern end

of Vermont Place while the Eastern Division Embankment work area will be accessed from the

Jackie Robinson Parkway on/off ramp. Access into the construction area will be controlled via an

access gate. Installation of each culvert will require temporary excavation of a portion of the

embankment, at a stable side slope. A construction access road will be constructed from the West

Embankment through Basin 3 to the Western Division Embankment. The access road will be

removed after construction is complete. Construction on the Eastern Division Embankment will

be accessed via the top of the Embankment around Basin 1 and a temporary access ramp along theEastern Division Embankment into Basin 1. Temporary rock fill at a stable side-slope will be

placed to create the temporary access ramp into Basin 1. The previously constructed pedestrian

path and features along the access route will be restored to previous conditions after completion of

the work. Pedestrian access to the walkway will be maintained when during non-construction

hours. The temporary access ramp will be architecturally formalized and made permanent after

completion of the work.

Temporary erosion, sediment, and water controls will be employed at all work areas and will

consist of strawbales and silt fences. Temporary sand bag cofferdams and water control may be

required during construction adjacent to Basin 2. Excavation material will be stored on site at

temporary stockpile and staging areas located north of Basin 1, between the West Embankment

and Vermont Place, and on a parking lot on the opposite side of Vermont Place. The stockpile andstaging areas will be removed and the areas restored after construction is complete. Excavations

will be backfilled re-using existing fill after installation of each culvert. Slopes, embankment

stone cladding, blue-stone coping, and pedestrian walkways will restored after construction of the

culverts is complete. Minor re-grading between the west culvert outlet and Vermont Place may be

necessary to ensure that the existing topography around Vermont Place does not obstruct potential

outflows.


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Appendix A

Permit Drawings

(Attached Separately)


13/110

Appendix B

Permit Specifications


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ITEM NO. XX ALLOWANCE FOR SPECIAL INSPECTIONS LUMP SUM

DESCRIPTION: Under this item, the Contractor shall pay fees for third party testing for special

inspections required by the New York City Department of Buildings (NYCDOB).

MATERIALS: The Contractor shall pay the amount required for third party special inspections.

DESCRIPTION OF WORK: The Contractor shall hire a third party NYCDOB licensed lab to

perform necessary concrete field and lab testing as required by the 2008 NYC Building Code.

MEASUREMENT AND PAYMENT: For authorized work performed under this Contract, Payment

will be based upon submission of legible paid receipts for NYCDOB Special Inspections, clearly showing

name of Contractor and Parks facility. The Contractor shall receive exact reimbursement for his expenses

and no additional compensation will be made under this Item.

For this item, a maximum allowance of $10,000is hereby established.

-------------------------------------------------------------------------------------------------------------------------------END OF PAGE

-------------------------------------------------------------------------------------------------------------------------------

CUSTOM 05/20/13-GZA GeoEnvironmental, Q020-113M


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CITY OF NEW YORK DEPARTMENT OF PARKS AND RECREATION

1

ITEM NO. XX TEMPORARY WATER CONTROL LUMP SUM

AND DEWATERING

WORK: This section specifies the removal and control of all water in the work area in order to permit

all excavation, construction, installation, and related decommissioning activity tobe performed in the dry.

The work under this section includes the furnishing of all labor, equipment, supplies, materials and utilities

required for the operation, maintenance and supervision of the control of all water, including surface water

and groundwater, such that all construction within this Contract can proceed unhindered by water and flow

into or through the work areas. All work shall be performed in accordance with the Contract Documents

and to the satisfaction of the City of New York Department of Parks and Recreation (NYCDPR) and its

Resident Engineer.

Ridgewood Reservoir was formerly utilized as a water supply distribution reservoir by the New York City

Department of Environmental Protection (NYCDEP), but is no longer in service. The reservoir basins have

been disconnected from the water distribution system and drained. The Contractor should be aware Basin 2

(Middle Basin) continues to impound an area of standing water. The Contractor is hereby made aware that

the NYCDPR has no control over inflows into the work area. Major rainfall events may cause the water

level in the basins to rise and lead to potential inundation of the work site.

The Contractor shall be responsible for determining the need for and the means and methods of

implementing water control, including dewatering, during the work of the Contract, except as specifically

stated herein and in other Sections. The Resident Engineer will monitor conditions at the site and the

effects of water levels and flows on the Work. If, in the Resident Engineers opinion, the presence of water

has the potential to create a deleterious effect on the Work, then the Contractor shall take measures to

control such water to the satisfaction of the Resident Engineer at no additional cost to the NYCDPR.

The Contractor shall remove all pumped water away from the work area, and provide sedimentation controls

in accordance with all applicable local codes and law as well as the Sedimentation and Erosion Control and

Surface Water Control Sections of the Contract Documents. Effluent shall be discharged back into thebasins. The Contractor shall take all necessary precautions to prevent flow or seepage back into

excavations. All handling and disposal of surface water shall be in accordance with regulations set forth by

federal, state, and local agencies. Discharge into storm drains is specifically precluded.

ADHERENCE TO REGULATORY CONDITIONS: All work shall comply with all codes,

rules, regulations, laws and ordinances and executed in conformance with any permits, licenses etc., as

issued by the State of New York Department of Environmental Conservation (NYSDEC), the City of New

York Department of Parks and Recreation (NYCDPR), the City of New York, and all other authorities

having jurisdiction within the project areas. All work necessary to make the work site comply with such

requirements shall be provided without additional cost to the NYCDPR.

The Contractor shall procure all other required permits and licenses, (except for those to be obtained by theNYCDPR as stated herein), pay all charges, fees and taxes and shall give all notices necessary and

incidental to the due and lawful prosecution of the work under this Contract. The cost thereof shall be

included in the prices bid for the various items specified herein for the work of this Contract. Copies of all

required permits and licenses shall be filed with the NYCDPR prior to the beginning of the work.

The Contractor shall be responsible for submitting a Notice of Intent (NOI) General Permit for the State

Pollutant Discharge Elimination System (Construction Stormwater General Permit) NY SPDES. As


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part of this process, the Contractor shall be responsible for developing a Storm Water Pollution Prevention

Plan (SWPPP) for the Project Site, which shall be submitted to the NYCDPR for review and comment. In

any event, the Contractor shall be required to develop and submit an Erosion and Sediment Control Plan in

accordance with the Contract Drawings. The Plan will encompass the implementation of sediment, erosion,

and water control performance specifications. All temporary dewatering and water control measures must

be installed and maintained in accordance with the approved sediment and erosion control plan (or SWPPP).

SUBMITTALS:

1. Not less than ten (10) days prior to the scheduled start of work, the Contractor shall submit hisproposed method of controlling surface water, groundwater, and maintaining dry conditions, to the

Engineer for review. The submittal shall include as a minimum the following items:

The Contractor's proposed design, sequence of operation, maintenance and supervision ofthe surface water and groundwater control systems, as needed for each phase of the work,

and coordination with temporary groundwater control and temporary cofferdams.

Design of temporary cofferdams, if necessary.

The Contractor's proposed contingency plan for additional water control and dewateringmeasures for all systems in the event of cofferdam or pumping system failure.

Scheduling requirements with regard to Sedimentation Control and temporary cofferdaminstallation.

The Contractor's proposed contingency plan for potential flooding of the work area. Thecontingency plan should address, but not to be limited to: handling flooding of the work

area, emergency signaling procedures, health and safety plan, and removing equipment and

materials from the work area.

2. New York State Pollutant Discharge Elimination System (General Permit for StormwaterDischarges from Construction Activity) NY SPDES. The NY SPDES Construction General

Permit is available at the NYSDEC website: (http://www.dec.ny.gov/chemical/43133.html#Permit).

PUMPS, HOSES, SIPHONS, CONDUITS: Conduit, pipes, or siphons used at the site shall be

sized accordingly and shall be maintained in good working order by the Contractor. Other pumps or hoses,

if any, used by the Contractor shall be sized appropriately and also maintained in good working order by the

Contractor.

Pumps shall be operated in a manner which does not create a nuisance to abutters (i.e. quietly and without

significant exhaust).

Fuel for pumps and generators must be located such that fuel cannot be released. Secondary containment

shall be provided for gasoline or diesel-powered electrical generators and pumping equipment.

Pipes used for water control and/or diversions shall be sized appropriately and shall be in good conditionwithout leaks or cracks. Pipe pressure ratings shall be adequate for static head loading when pressure flow

is expected. Pipe joints shall be watertight and installed as per the manufacturers recommendations.

EXECUTION: This section defines the intent of water control work, but the Contractor shall

ultimately be responsible for means and methods and compliance with the specification will be judged on

a performance criteria. The Contractor shall submit a water control plan to the NYCDPR for review and


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may, at that time, propose alternative water control strategies. The Contractors water control plan must

however satisfy the terms and conditions of all permits issued to the project.

The Contractor shall maintain ready access to back-up electrical generators, fuel, pumps, hoses and related

equipment and supplies with output capacity sufficient to maintain continuous operation of the primary

water control system and backup system in the event the original dewatering or water control equipment or

power source(s) which is in use becomes inoperable. The back-up generator, pumps and necessaryequipment and supplies shall be capable of rapid deployment for replacement of the inoperable equipment.

The Contractor shall take all reasonable and prudent precautions during construction to provide and

maintain proper equipment and facilities to control and divert water. Extra vigilance in monitoring any

cofferdam structure is vital since dislodgement of such a structure could cause injury to workers within.

If necessary, water control systems shall be operated continuously during all construction specified herein.

The operation time may include breaks, nights, weekends, holidays and other times when work is not

otherwise being performed on the site. The Contractor shall be responsible for protecting his equipment

from damage due to vandalism.

Where the Contractor proposes to remove water from the bottom of the work area by sumping as approved

by the Resident Engineer, the intake must be placed within a perforated pipe and the annular space between

the pipe and the sump pit (as well as the bottom of the pit) must be filled with Crushed Stone as submitted

by the Contractor. Filter fabric may also be used if necessary. Pumping from sumps which remove fines

from the soil shall be immediately terminated and the dewatering method revised accordingly.

Pumps, siphons, pipes, channels, etc. shall be sized appropriately. Any cofferdam / barrier shall be

constructed of such materials and to such extents that it will withstand the forces and pressures exerted by

flows and depths of a reasonable expected magnitude. The cofferdams / barriers shall be compatible with

other dewatering, water control, and sedimentation control procedures. Dewatering equipment shall be

provided as needed to remove water from subgrades as well as the interior areas of any cofferdams /

barriers.

All cofferdams / barriers constructed by the Contractor shall be completely removed upon the completion of

the Project. All material shall be legally disposed of off-site at the Contractors expense. No material shall

be left within the Work area.

The Contractor shall make provisions to prevent flow through excavations or work areas exiting the basins

expeditiously in the event of a flood which threatens to overwhelm the water control system or cause

increased water levels which might lead to damage at the embankments, or other property outside of the

basins.

Pumps must be operated in such a way as to not disturb abutters (e.g. noise). Adequate noise suppression

shall be provided. Generators, pumps, or other equipment shall adhere to the limits of New York Cityregulations governing noise. Pump intakes shall be placed so as to reduce the potential for sediment

entrainment and pump discharge points shall make provisions for reducing erosion potential through

energy dissipation, riprap protection, etc.

Dewatering systems shall be operated continuously and groundwater levels monitored and maintained at

specified levels during all construction specified herein. The operation time is to include breaks, nights,

weekends, holidays and other times when work is not otherwise being performed on the site. The

Contractor shall be responsible for protecting his equipment from damage due to vandalism.


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The Contractor may stage his dewatering plan such that dewatering and groundwater control is limited to

areas where work is or soon will be occurring. Groundwater control may cease when the Contractor and

NYCDPR and its Resident Engineer are satisfied that groundwater will no longer affect the Work of the

Contract or the integrity of the structure in the area.

Groundwater levels in excavations shall be maintained at least two feet (2) below subgrade.

Discharge water shallbe passed through sedimentation chambers, basins, Silt socks, Dirt Bags, or other

proprietary devices which mitigate turbidity delivered to receiving waters. These devices should have a

supplemental perimeter line of turbidity curtains or siltation barrier.

MEASUREMENT AND PAYMENT: No measurement will be made for temporary surface water

control and dewatering. The bid item under this section is a single LUMP SUMquantity.

The price bid shall be a LUMP SUM and shall include the cost of all labor, materials, equipment,

testing, and incidental expenses necessary to complete the work in accordance with the Contract

Documents, to the satisfaction of the Engineer.

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ITEM NO. XX CRUSHED STONE CUBIC YARD

ITEM NO. XX STONE FILLING, FINE CUBIC YARD

ITEM NO. XX RIRAP TON

WORK: The Contractor shall furnish all equipment, materials and labor and do all work necessary to

place stone materials, including Crushed Stone and Riprap. Crushed Stone and Riprap shall be sized asindicated on the Contract Drawings or as indicated in the Specification. The Contractor shall be responsible

for all furnishing, processing, transportation, and placement necessary to achieve stone with quality and

gradations meeting the specifications.

Placement, intermediate grading and final grading of areas of Crushed Stone and Riprap placement shall be

included in the Work of this Section at no additional cost to the NYCDPR. Such work shall be at no

additional cost to the NYCDPR.

Stone and riprap material placed by the Contractor shall not exceed the limits shown on the Plans.

Stone and riprap placed as incidental work shall conform to the requirements of this Section, except as

specified elsewhere.

SUBMITTALS:

Two (2) weeks prior to the delivery of any stone material to the site, the Contractor shall submit the name and

location of the proposed quarry(s) to be used to supply the stone products. The Contractor shall provide the

NYCDPR with information regarding the type and physical characteristics of the stone, as required below.

The Contractor shall also provide copies of any certifications or approvals of the quarries products from other

agencies.

Two (2) weeks prior to the delivery of any crushed stone material or paving stone to the site, the Contractor

shall submit a description of the material, the source of the material, a gradation analysis, density/specific

gravity test results, and samples of the materials as required by the Resident Engineer.

CRUSHED STONE: Crushed Stone used as bedding for riprap shall consist of aggregate that is an inert

material from hard, non-soluble, durable stone and coarse sand, free from loam, clay, surface coatings, sod,

and deleterious or organic materials.

Crushed Stone shall generally consist of material similar to 1-inch crushed stone and shall have a gradation

meeting the following requirements:


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Sieve Size Percent Finer by Weight

4 inch

1 inch

inch

No. 40

100

15-60

0-25

0-10

The thickness of the crushed stone bedding material layer below riprap shall be as indicated on the plans, but

in no case shall the layer thickness be less than 6 inches.

STONE FILLING, FINE: Stone Filling used as fill for construction of the access ramp shall consist of

aggregate that is an inert material from hard, non-soluble, durable stone and coarse sand, free from loam,

clay, surface coatings, sod, and deleterious or organic materials.

Stone Filling shall have a gradation meeting the following requirements:

Stone Size Percent Finer by Weight

Smaller than 8 inch

Larger than 3 inch

Smaller than No. 10

90-100

50-100

0-10

Materials shall contain less than 20% of stones with a ratio of maximum to minimum dimension greater than

three. Materials shall contain a sufficient amount of stones smaller than the average stone size to fill in the

spaces between the larger stones.

RIPRAP: Riprap shall consist of hard, durable, non-solubleand sound angular stone which is resistant

to weathering. Rounded stones, boulders, elongated, thin or flat pieces whose breadth or thickness is less

than one-third its length will not be allowed. The parent rock for rockfill and stone riprap stones shall be

igneous or metamorphic rock. Sedimentary rock types such as shale, sandstone, or similar soft stone and

soluble limestone and dolomite shall not be allowed. The stone shall be free of cracks, overburden, spoil,

silt, clay, loam, organics and other deleterious matter.

Gradations of riprap material shall be as specified below or, if not stated, then based upon the thickness of the

stone filling riprap layer as shown on the plans. Stone Filling Riprap layer thickness shall be defined as the

typical (or average) layer thickness as measured perpendicular to ground surface or slope. In all cases, no

more than five percent (5%) by weight shall pass a 2-inch sieve. No stone dimension shall be greater than

three (3) times the length of another.

Stone Riprap layers shall meet the requirements of Light Stone Filling, as defined in Section 620-2.02 of

the State of New York Department of TransportationStandard Specifications (U.S. Customary) (2008)


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Riprap Gradation

Stone Size

(in.)

Percent Finer

(mass)

Lighter than 100 pounds

Larger than 6 inch

Smaller than inch

90-100

50-100

0-10

Riprap material shall be well graded as a material without gaps in the gradation curve. The uniformity ratio

(D85/D15) should be between 1.5 and 3.0.

All riprap stone furnished and placed at the site shall of the same parent rock from the same quarry and shall

be visually similar to the existing riprap.

The Contractor shall provide certification of stone source, type, and properties from the quarry.

Control of gradation will be by visual inspection. The Contractor shall provide, prior to riprap placement, arepresentative sample of riprap stone for inspection. Any difference of opinion between the Resident

Engineer and the Contractor shall be resolved by dumping and checking the gradation of two random truck

loads of stone. Mechanical equipment, a sorting site, and labor needed to assist in checking gradation shall be

provided by the Contractor at no additional cost, if needed. Further checking at the quarry site to

establish the weight distribution of the riprap material being supplied may be required by the Resident

Engineer. The Contractor shall provide such checking at no additional cost.

All new areas of riprap shall be underlain by crushed stone bedding material and filter fabric, unless the

subgrade is comprised of sound bedrock.

If requested by the NYCDPR, the Contractor shall facilitate and participate in a field visit to the quarry(s)which is the proposed source of the stone material.

EXECUTION: The prepared subgrade in Crushed Stone placement areas shall be cleared of all stones

greater than 6 inches in diameter. The prepared surface shall be observed and approved by the Resident

Engineer prior to placement of the Crushed Stone.

Crushed Stone shall be placed immediately after preparation of the subgrade. The crushed stone layer shall

be placed on the subgrade and compacted in layers not exceeding 6 inches. Compaction shall be to be firm

and stable configuration as determined by the Resident Engineer. The Contractor shall grade and shape the

final surface to conform to the Drawings and shall provide a uniform and acceptable surface for placement ofthe footing or pavement.

After Crushed Stone placement, the Stone Riprap shall be placed in uniform fashion to the required thickness.

Riprap may be dumped from an excavator or loader bucket, but from no greater than two feet above the

ground. Riprap shall be dumped directly onto its final location. Care shall be taken during placement so as

not to damage or disturb the crushed stone bedding layer. Do not dump riprap directly from truck onto riprap

placement area.


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Riprap shall be placed in such a manner as to produce a reasonably well graded distribution of the various

stone sizes, with no localized areas of uniform size material. Each of the largest stones are to touch

adjacent large stones. The smaller size stones shall fill the spaces between the larger stones so as to obtain a

minimum practical percent of void space. Dumping from trucks and spreading shall not be allowed. Post-

placement manipulation of the riprap shall be performed such that individual stones are in contact with oneanother, without gaps or spaces between.

Riprap shall be compacted and shaped by tamping and manipulation with the bucket of an excavator, or other

means acceptable to the NYCDPR and its Resident Engineer.

Chink the final riprap surface, manually if necessary, to eliminate any significant gaps in the riprap surface.

Chinking shall involve theplacement and setting of smaller stones in gaps between larger stones so as to

provide a more uniform coverage across the riprap surface. No additional payment shall be made for

chinking materials or effort.

Tolerances for placement of stone riprap shall be within plus or minus six inches (6) of the dimensions

shown on the plans.

Grades, both existing and finished, are indicated on the Contract Drawings. The Contractor shall check all

areas wherein grades are shown to satisfy him/herself as to actual conditions. The Contractor shall beresponsible for establishing all control points and marks necessary for the work. Precautions shall be taken to

preserve the materials outside the lines of the limit of work in the most undisturbed condition possible. The

Contractor shall:

1. Identify and check all required lines, levels, contours, and datum.

2. Notify the Resident Engineer and Consultant in writing of unanticipated subsurface conditions and

discontinue affected work in area until notified to resume.

3. Verify materials to be reused are acceptable to the Resident Engineer

MEASUREMENT AND PAYMENT: The quantity of Crushed Stone to be paid for under this this

item shall be the number of CUBIC YARDSof Crushed Stone placed to the lines and limits shown on

the Contract Drawings.

The price bid for Crushed Stone shall be a unit price per Cubic Yardand shall include the cost of all

labor, materials, equipment, and incidental expenses necessary for delivery, placement and compaction,

and other incidental work and expenses necessary to complete the work in accordance with the plans and

specifications to the satisfaction of the Engineer.

The quantity of Riprap to be paid for under this item shall be the number of TONSof Riprap placed to

the lines and limits indicated on the Contract Drawings.

The price bid for Riprap shall be a unit price per TONand shall include the cost of all labor, materials,

equipment, and incidental expenses necessary for delivery, placement and compaction, and other


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incidental work and expenses necessary to complete the work in accordance with the plans and


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Custom 5/20/13-GZA GeoEnvironmental, Q020-113M


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ITEM NO. XX EARTH MOVING OPERATIONS

WORK: The work of this item shall be performed as part of Unclassified Excavation and

Borrowed Fill.

EXECUTION: The work of this section shall be executed as specified in Unclassified Excavation andBorrowed Fill.

SPECIAL REQUIREMENTS FOR RAISING AND LOWERING GRADE AT EXISTING TREES:

Whenever grades around existing trees are raised or lowered, the cut and/or fill operation must be supervised

by the Director of Arboriculture and Horticulture, or his designated representative

Lowering Grade at existing trees to remain:

Perform grading, within dripline of existing trees to remain, by hand and/or pneumatic methods,

to elevation indicated.

Raising Grade at existing trees to remain:To raise the grade within the dripline of existing trees the Contractor shall use topsoil as fill. The

maximum depth of fill at existing trees shall be three (3) inches. Grades shall be feathered

toward the trunk. Any filling over three (3) inches shall include a tree well.

COMPACTION: Refer to Specifications for Unclassified Excavation and Borrowed Fill for

compaction requirements.

DISPOSAL OF SURPLUS MATERIALS: Refer to Specifications for Unclassified Excavation

and Borrowed Fill for compaction requirements.

COMPUTATION OF QUANTITIES OF EXCAVATION:Computation of quantities of cut shall be

by Cross-Section Average-End Area Method. The quantities shall be calculated by the Engineer unless

the Item: Services of a Licensed Surveyor is included in the contract.

MEASUREMENT AND PAYMENT: No payment will be included for this item. Work under this

specification shall be considered incidental to the work included in specifications for Unclassified

Excavation and Borrowed Fill.

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ITEM NO. XX UNCLASSIFIED EXCAVATION CUBIC YARD

WORK: Under this item the Contractor shall do all excavating, not included under other items, requiredfor grading, trenching, paving, curbs, construction and reconstruction of structures, such as buildings,subsurface structures or any other structures; and shall place, compact and dispose of excavated materialsin accordance with the plans, specifications and directions of the Engineer.

DEFINITION: Excavation shall be defined as the removal of fence footings, pavements (includingconcrete pavement reinforced with welded wire mesh), paving stones, all curbs (except DPR standardtype eight (8) and larger), earth, boulders, buried timbers, broken concrete pieces, unit masonryfoundations e.g. concrete block, brick and other materials of any nature whatsoever encountered that willnot require special rock or hoe ram type heavy concrete breaking equipment. Where directed, excavation

within the tree protection zone shall be performed with equipment of lighter weight to avoid compaction,as approved by the Director of Arboriculture and Horticulture or his Representative.

EXCAVATION AND FILLING: The entire area of work shall be brought to the required lines and

grades by excavation and filling. Excavation materials suitable in the opinion of the Engineer, shall beused in making embankments and filling the low areas of the work, and at such places as the Engineer

may direct.

UTILITIES AND SERVICES: It is the Contractor's responsibility to detect and protect existing utilities

(to remain) from damage during construction. Prior to start of construction the Contractor is required tonotify:

New York City/ Long Island One Call Center

36-35 Bell Blvd., Suite 202Bayside, New York 11361

(800) 272-4480

when excavation operations are to be conducted in the installation of any item of work that is deemed part

of the original contract provisions or is specifically ordered by the Agency.

New York State General Business Law Article 36 and New York State Public Service Law Section 119-b,as set forth in Code Rule 753 mandates that the Contractor notify all underground facility operators in thearea not less than two (2) and not more than ten (10) business days before the start of excavation to ensure

that utility service lines are properly marked prior to excavation.

The Contractor's obligation to protect utilities is not relieved by calling the One Call Center. TheContractor shall understand that not all utilities will be identified by the One-Call Center and theContractor is still responsible to locate these and other utilities, to the best of his ability, using electronic

probes, or other methods, prior to the start of excavation. The Contractor shall then proceed cautiouslyand perform hand excavation, as necessary, to protect the utility as directed by the Engineer, at no extracost to the City. If a utility is inadvertently damaged, it is the Contractor's responsibility to restore that

utility to operating condition, equal to that existing prior to damage. The Contractor shall remain at thesite with the damaged utility until it has been restored and there is no danger to the public (i.e. exposedlive electrical wires, etc.).

SUBMITTALS: All submittals shall be in accordance with the requirements of the General Conditions,Section C, Special Provisions, Article 11.

Construction Schedule: Submit for review, at least eight (8) working days prior to the commencement ofwork, the proposed construction schedule, sequence of construction, coordination with temporary traffic


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controls, methods of construction including equipment to be used, excavation support methods and details,and proposed locations of haul roads and staging areas within work limits.

Excavation Support Plan: If support structures are used by the Contractor to support the sides ofexcavations, the Contractor shall submit for review, at least ten (10) days prior to installation, all plans,sections, details, and calculations describing the Contractors proposed temporary earth support system. The

design of the bracing and support system shall be certified and stamped by a Professional Engineer licensedin New York. No excavation requiring support will be permitted prior to approval of the temporary earthsupport system. The submittal shall include means and methods for installation and removal of theexcavation support system.

Excess Material Disposal Plan: Where excess material is to be removed from the site, the Contractor

shall submit a disposal plan that documents that material will be disposed in accordance with City, Stateand Federal laws to the Engineer ten (10) days prior to commencing trucking operations for theEngineer's approval. The plan shall list any and all solid waste management facilities the Contractorintends to utilize. The acceptance of a disposal plan by the Engineer shall not relieve the Contractor of

their responsibility to dispose of excess material legally.

PROTECTION OF EXISTING TREES AND SHRUBS: All tree and shrub roots exposed byexcavating operations must be kept constantly moist with burlap covered with white plastic and checked aminimum of two (2) times a day, once in the morning and once in the afternoon, for a maximum of forty-

eight (48) hours, until backfill is complete as directed by the Director of Arboriculture and Horticulture,or his designated representative. If directed, soaker hoses shall be installed to facilitate properly moistconditions. No roots greater than 1 shall be cut without written permission of the Director of

Arboriculture and Horticulture or his designated representative. In certain areas the Contractor shall usethe Standard Specification Hand and/or Pneumatic Excavation, in accordance with the ContractDrawings and directions of the Engineer. Also see Section C, Article 14, Tree Work for additionalinformation and requirements.

SUBGRADE: The Contractor shall take the necessary steps to avoid disturbance of subgrade during

excavation and filling operations. Methods of excavation and filling operations shall be revised asnecessary to avoid disturbance of the subgrade, including restricting the use of certain types ofconstruction equipment and their movement over sensitive or unstable materials, dewatering and otheracceptable control measures. The Contractor is advised that this will be of particular concern for slope

cutting and reconstruction, where extensive zones of seepage are likely to occur. The Contractor shallcooperate with the Resident Engineer to modify procedures and protect bearing soils.

Excavations, unless otherwise required by the Resident Engineer, shall be carried only to the elevationsand limits shown on the Drawings. If unauthorized excavation is carried out below required subgrade

and/or beyond minimum lateral limits shown on Drawings, it shall be backfilled with compacted fill, of atype determined by the Consultant, at the Contractor's expense. Excavations shall be kept in goodcondition at all times, and all voids which may endanger existing structures shall be filled to the

satisfaction of the Resident Engineer.

The Contractor shall at all times during the construction provide and maintain proper equipment andfacilities to remove all water entering excavations, and shall keep such excavations dry so as to obtain a

satisfactory dry and undisturbed subgrade foundation condition, as described in the temporary watercontrol and dewatering specification, until the fills or structures to be built thereon have been completedto such extent that they will not be floated or otherwise damaged by allowing water levels to return tonatural levels.


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All subgrades shall be proofrolled prior to placement of fill. Proof-roll the subgrade by means of a vibratorydrum roller having a static weight of not less than 5,000 pounds. Proofrolling may be omitted at the direction

of the Resident Engineer. Subgrades that are underwater during filling will not require proofrolling. Softareas shall be excavated and replaced with suitable compacted fill as determined by the Consultant

SOD: Sod removed from excavation shall be disposed of to the satisfaction of the Engineer, but shall not

be used in construction of embankment.

BOULDERS: The Contractor shall remove all boulders, stone or pieces of concrete, lumber, iron orother material that project above subgrade. Any stone larger than two (2) cubic feet in volume shall not

be placed within two (2) feet of the finished surface.

DRAINAGE STRUCTURES: Existing catch basins, drop inlets, manholes and similar structures to beabandoned shall be broken down and excavated to a depth of four (4) feet below the finished surface, andthe void backfilled with suitable material. All drainage lines and sewer lines designated to be abandonedor plugged under this contract, shall be plugged at both ends with average concrete twelve (12") inches

into the pipe.

EXCAVATING FOR FOUNDATIONS: All excavations shall be cut accurately to required lines anddimensions for work on drawings and shall be large enough to provide adequate clearance for the properexecution of the work within them.

The Contractor shall dewater to maintain groundwater levels a minimum of two feet (2) below bottom ofexcavations and/or subgrades. All fill is to be placed in-the-dry, except where filling below standing water

level in Basin 2.

BOTTOMS OF EXCAVATIONS: The Contractor shall level the bottoms of all excavations accuratelyto the lines and levels shown on the plans or as directed by the Engineer to receive the bottoms of footingsor other work supported on soil.

Where excavation for a foundation has been carried below the indicated level by error on the part of theContractor, he will be required to fill the space between the incorrect and required depth with averageconcrete at no additional cost to the City.

STORAGE AND PLACEMENT: All those excavated materials which in the opinion of the Engineerare suitable for backfilling shall be stored or placed within the limits of the Contract, where directed bythe Engineer. Refer to Article 14, Section C, for requirements to eliminate surface and subsurface rootdamage and soil compaction.

SPOIL DISPOSAL: Disposal of excess or unsuitable soil shall be the responsibility of the Contractor. TheContractor shall be responsible for all handling and transport, including dewatering and hauling to place spoilin disposal area or off-site.

Spoil material may consist of common excavated material, common excavated material with organics androots, peat, topsoil, sediment, cobbles, rock, wet material, or other material which is unsuitable or has beenexcavated in excess of that quantity needed for fill at the site.

The Contractor shall be responsible as part of the work of spoil disposal for controlling the water content ofthe spoil (i.e. dewatering) such that it is suitable for transport. The Contractor shall not create sanitary

problems during the transport of spoil material and shall be responsible for cleaning areas where liquids orsolids have leaked.


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The Contractor shall truck the spoil to the spoil disposal off-site or to the area shown on the drawings, or

other area approved by the NYCDPR. Spoil transport and disposal within NYCDPR property shall be at noadditional cost to the NYCDPR. The Contractor shall use tight trucks.

The Contractor shall be responsible to ensure that free liquid is properly transported. Wet soils shall not be

loaded for transport. The Contractor shall dewater wet soils, and properly dispose of free liquids inaccordance with local, state, and federal regulations. The Contractor shall dispose of any free liquids thatmay result during transportation at no additional cost to the NYCDPR and without adverse impacts to nearbywater bodies.

The Contractor shall adhere to all requirements of permits acquired for the project.

EMBANKMENT, COMPACTING: Embankment shall be carried on as directed by the Engineer, andshall be constructed in successive horizontal layers not over six (6") inches in depth, extending across theentire fill. It shall be spread by a "Bulldozer", or other acceptable methods, and each six inch layer shall

be thoroughly compacted by rolling with a self-propelling roller weighing not less than ten (10) tons andcompleted to the satisfaction of the Engineer. In places where the character of the material makes the use

of this roller impractical or where drains or other construction may be damaged, a lighter one may besubstituted, or the area shall be compacted by tamping, all with the approval, and to the satisfaction of theEngineer.

All placed fill shall be compacted to a firm and stable configuration with a minimum compaction of ninety-eight percent (98%) of the maximum dry density as determined by ASTM Test D-698 (Standard Proctor

Test), and a water content between plus or minus two percent ( 2%) of optimum moisture content. If wetfill cannot be adequately compacted, remove and replace with drier fill.

On sidehill fills or where the nature of the materials make layer rolling impractical the Contractor shalluse other means, satisfactory to the Engineer, of depositing and compacting the material. In order that

fills and embankments may be allowed natural settlement to as great an extent as possible, all structures

below the surface shall be constructed and backfilled as long as possible before the construction of anyother work.

All hollows and depressions which develop during the process of rolling and compacting shall be filled

with acceptable material, and the subgrade shall again be compacted. This process of filling andcompacting shall be repeated until no depressions develop.

Care shall be taken not to roll clay foundations enough to develop a plastic condition. Where required inthe opinion of the Engineer, areas shall be compacted and settled by puddling with water.

Particular care shall be taken in compacting material adjacent to existing structures including but not limitedto the embankment slopes and ornamental fencing outside of the work area. Compaction of subgrades and

fill material within one foot of existing structures may require the use of hand tampers, as required by theResident Engineer.

Fill shall not be placed over wet, frozen or spongy subgrades. In the event these conditions occur, the

Contractor shall excavate and remove the unsuitable material prior to placing more fill.

SURPLUS: Excess material excavated must be legally disposed of at the Contractor's expense. Allexcess material shall be removed in compliance with NYSDEC regulations. Where quantities of surplus


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material exceed twenty (20) cubic yards, or as directed by the Engineer, a disposal plan shall be submitted(see SUBMITTALS:)

SHORING: Wherever necessary to maintain the banks of excavation in a safe and stable condition, theContractor shall furnish and install temporary sheet piling or planks, braces and shores of good soundtimber of adequate strength, and shall remove such piling or shoring as the foundation work progresses.

All shoring work shall meet or exceed the requirements of the New York State Department of LaborIndustrial Code Rule 23 and Title 29 Code of Federal Regulations Part 1926, Safety and HealthRegulations for Construction.

Where the depth of vertical excavation exceeds five (5) feet, sheeting and necessary bracing must be

installed for the entire depth below the existing ground surface.

The type of sheeting and bracing shall be satisfactory to the Engineer and subject to his approval, but theapproval by the Engineer of a method to be used does not relieve the Contractor of his responsibility for

protection and safety.

The foregoing shall include the construction and removal of sheeting and bracing, the excavation andmaintenance of temporary ditches, and the furnishing and operation of pumps or other appliances neededto properly drain the work. No additional payment will be made for this work, but payment therefore

shall be deemed included in the cost of this item.

No separate payment shall be made for temporary sheeting, if used by the Contractor.

INSPECTION: When the excavations have been carried to the required depth as shown on the

drawings, the Contractor shall do no more work until after inspection by the Engineer, who shall order thefoundation or other work to proceed, or further excavation, as the conditions indicate. No foundation orother work shall be done until the excavations therefore have been approved by the Engineer.

BACKFILL: The Contractor shall be responsible for providing to the Resident Engineer and NYCDPRthe results of independent analysis of proposed fill materials. Test results are to be submitted and reviewed

prior to placement of fill. New gradation and Proctor curves shall be developed whenever the properties ofa certain material are judged by the Resident Engineer to have substantially changed.

After inspection and approval of masonry foundations and other work which is to be covered by backfill,the excavated voids around masonry and other work shall be filled with clean excavated material, puddledand rammed solid every six inches (6") of depth.

No direct payment shall be made for rehandling of excavated materials for backfilling structures, nor forany other purposes necessary to complete the work as shown on the plans, but the compensation will beconsidered as having been included in the price bid for excavation. Rehandling of excavated materials

may be paid for as excavation when the same is made necessary by changes of plans and is ordered inwriting by the Engineer. Backfilling inside of sheeting shall be placed before sheeting is removed.

After areas and trenches have been excavated and structures constructed therein, the spaces around and

above them shall be carefully backfilled with acceptable material. Backfill shall be placed on both sidesof structures to approximately the same elevation at the same time. All backfill shall be thoroughlytamped and rammed in place in layers not over six (6) inches in depth, using rammers of a weightacceptable to the Engineer. If directed by the Engineer, the backfill shall be thoroughly saturated withwater as it is placed.


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Backfill adjacent to foundation walls shall be pneumatically compacted.

The Resident Engineer will judge achievement of the compaction standards by visual observation ofcompaction effort and use of in-place density tests including, but not limited to, in-place compaction (densityand moisture) testing performed in accordance with ASTM D1556 (sand cone) or ASTM D6938 (nuclear

density meter). The frequency of testing shall be at the Resident Engineers sole discretion with a minimumof one test for each lift of material placed in a discrete area, at a minimum frequency of one (1) test for every2,000 square feet of fill and/or one (1) test for every area of less than 2,000 square feet placed in one (1) day.

The Resident Engineer will observe the placement of all fill material. The Resident Engineer will be the solejudge as to whether the materials used and compaction effort provided are appropriate to meet the intent of

the specifications.

DRAINAGE: The Contractor shall provide, at his own expense, adequate drainage facilities to completeall work items in an acceptable manner. Drainage shall be done in a manner so that runoff will not

adversely affect construction product, construction procedures, nor cause excessive disturbance ofunderlying natural ground or exacerbate erosion and sedimentation and shall be performed in accordance

with the criteria set forth in the applicable sections of these Specifications.

The Contractor is advised that groundwater levels within the work area are may be high and that surface

water and groundwater control will be required. Lateral and/or upward seepage through existing andproposed slope faces and subgrades is to be expected. The Contractor shall provide, at his own expense,adequate drainage and/or dewatering methods and facilities such that groundwater seepage will not

adversely affect the construction product, procedures, nor cause excessive disturbance of underlyingnatural ground.

The Contractor shall grade and ditch the staging areas and access roads, as necessary, to direct and controlsurface runoff in working areas, subject to approval of the Resident Engineer.

Water from excavations shall be disposed of in such a manner as will not cause injury to public health,nor surface water body quality, nor to public or private property, nor to existing work, nor to the workcompleted or in progress, nor to the surface of roads, walks and streets, nor cause any undue interferencewith the use of the same by the public, except in the designated work areas.

FROST PROTECTION AND SNOW REMOVAL: The Contractor shall, at his own expense, keep theoperations under this Contract clear and free of accumulations of snow within the limit of work and onaccess roads as required to carry out the work.

The Contractor shall protect the subgrade beneath existing and new structures and pipes from frostpenetration when freezing temperatures are expected.

The Contractor shall NOT place fill over frozen soils and shall NOT place frozen fill. The frozen soilsshall be removed to the satisfaction of the Resident Engineer prior to fill placement. No payment shall bemade for removal of frozen soil nor for replacement with suitable fill.

MEASUREMENT AND PAYMENT: The quantity of unclassified excavation to be paid for under thisitem shall be the number of CUBIC YARDSof material excavated, measured in its original position.

The price bid for unclassified excavation shall be a unit price per CUBIC YARDand shall include thecost of all labor, materials, equipment and incidental expenses necessary for the excavation, disposal,


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delivery and placing of excavated material, pumping, sheeting and bracing, disposal plan, and otherincidental work and expenses necessary to complete the work in accordance with the plans and


For computation of quantities of excavation, no deductions shall be made in the areas of any cross sectionfor any pipe or similar obstruction unless the area of such obstruction is greater than one square foot.

Unless otherwise specified, all Excavation payment lines shall be produced from neat lines except asfollows: Payment lines for pipes, drainage structures, building walls and Type 8 (eight) curbs (only) shall

be as shown on Drainage Details - Number 2 of D.P.R. Standard Details.

Rock excavation, removal of steel bar reinforced concrete, and average concrete for plugging existingdrain lines shall be paid for under their respective items.

Rock excavation includes only excavation of boulders of more than thirteen (13) cubic feet in volume andledge rock which is determined by the Engineer to be so hard that it is necessary to loosen and handlewith a power shovel, special rock breaking equipment or blasting.

Payment for temporary sheeting shall be paid for separately only when the depth of excavation exceeds

five (5) feet or if the sheeting is less than five (5) feet and is ordered left in place.Removal of all curbs (including those with steel reinforcement) shall be paid for under this item exceptDPR standard type eight (8) and larger), which may be paid for under Removal of Reinforced Concrete.

Hand and/or Pneumatic Excavation, where deemed necessary, shall be paid for separately under its ownItem.

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ITEM NO. XX BORROWED FILL (TRUCK MEASURED) CUBIC YARD

WORK: Under this Item, the Contractor shall furnish and place borrowed fill (truck measured)obtainedfrom outside the site of the work, to bring the site to the required lines and grades indicated on thedrawings and/or as directed by the Engineer.

MATERIALS: All fill material shall be from an approved source. The Contractor shall identify thesource of the fill, and receive Agency approval prior to submitting the sample. See the "SUBMITTALS"heading of this Item. Brownfield and industrial sources will be rejected.

The fill material shall not smell of petroleum of give off other unnatural or toxic odors. Regardless of

prior acceptance of sample material, should the fill material actually delivered to the site seem suspiciousin any way, the Resident Engineer shall reject that material. Should the Contractor strongly disagree withthe Resident Engineers Determination, the Contractor may appeal. See the "APPEAL PROCESS"heading of this Item. Soil Composition shall be as follows:

a) Off-Site Ordinary Fill: Off-site Ordinary Fill Material shall generally meet the standards forOrdinary Fill, being a friable soil, free of rubbish, ice, snow, tree stumps, roots and organic matter,with no less than fifteen percent (15%) and no more than thirty percent (30%) passing the No. 200sieve. There shall be no stones greater than 3 inches in size. There shall also be no observable

indications of contamination.

The Resident Engineer shall be the sole judge of the suitability of material for use as off-site backfill.

Peat or other organics are NOT acceptable for Ordinary Fill. Boulders or bedrock are not acceptablefor use of Ordinary Fill.

Off-site Ordinary Fill shall be used to backfill embankment excavations and around the culverts, andbehind culvert headwalls and wingwalls as shown on the Drawings, as necessary to supplement the

use of on-site fill.

b) Dense Graded Crushed Stone: This material shall be a combination of crusher-runcoarse aggregates of crushed stone and fine aggregates of natural sand or stone

screenings uniformly pre-mixed with a predetermined quantity of water. The coarse

aggregates shall consist of hard, durable particles of fragments of stone. Materials thatbreak up when alternately frozen and thawed or wetted and dried shall not be used.

Coarse aggregates shall have a percentage of wear, by the Los Angeles Test (ASTM C-

131), of not more than 45. Fine aggregate shall consist of natural or crushed sand. The

composite material shall be free from clay, loam, or other plastic material, and shallconform to the following gradation requirements:


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Sieve SizePercent Finer by Weight

Dense Graded Crushed Stone

1 Inch Inch

No. 4

No. 10No. 50

No. 100

No. 200

10045-80

25-60

15-455-25

0-10

0-5

c) Other Soil MaterialsOther soil materials proposed for use at the site shall meet New York Department of Transportationspecifications. The Resident Engineer shall have sole authority to authorize the use of alternative

soil materials. No additional payment shall be made for substituted materials.

SUBMITTALS:All submittals shall be in accordance with the requirements of the General Conditions,Section C, Special Provisions, Article 11.Documented Fill Material Sample: Two (2) ten (10) pound bag Samples of each material to be used as

fill shall be submitted to the Engineer ten (10) days prior to commencing fill operations for the Engineer'sapproval. By submitting samples of this material, the Contractor agrees and guarantees that the fillmaterial used for construction will conform to the samples supplied. Final acceptance of fill material restswith the Engineer, whose decision shall be final and binding upon the Contractor. However, theacceptance of any material by the Engineer shall not relieve the Contractor of their responsibility that the

fill material used conforms with approved samples and the specifications. A sieve analysis and Notarizedcertificate identifying source of soil shall be secured to each sample submitted to NYCDPR.

Compaction Equipment: The Contractor shall supply data on the compaction equipment to the Engineerfive (5) days prior to the intended use date for approval. The compaction equipment shall be able to

compact fill material to ninety five percent (98%) maximum dry density at optimal moisture content, inaccordance with ASTM D698 Standard Proctor Method (90% in areas to be planted).

Compaction Testing: Except in planted areas, the Contractor shall hire an approved independent testinglaboratory to perform field and laboratory compaction tests of completed areas of fill if so directed by the

Engineer. Field test shall be by the calibrated sand method; the laboratory test shall be as per ASTMD698 or AASHTO T99.

METHOD: Borrowed fill shall be placed in a manner that will produce a reasonably well graded mass.The material shall be constructed in successive horizontal layers not over six (6) inches in depthextending across the entire area of fill. Well graded material shall be so placed and distributed that there

will be no pockets of single size solid material. Each layer shall be spread by a Bulldozer or otheracceptable equipment and method and shall be thoroughly compacted by rolling with a self-propelledroller weighing not less than ten (10) tons, and shall be thoroughly and uniformly compacted to thesatisfaction of the Engineer before the next successive layer is placed. In places where the character of thematerial makes the use of a roller impractical or where drains or other construction may be damaged, a


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lighter roller or manually guided compactor/vibratory plate type may be substituted to compact the fill tothe satisfaction of the Engineer.

Hollows and depressions which develop during the process of rolling and compacting shall be filled withacceptable material and the subgrade recompacted. This process of filling and compacting shall berepeated until no depressions develop. The entire work of compacting shall be performed to the

satisfaction of the Engineer.

Note: Care shall be taken not to excessively roll clay subgrade so as not to develop a plastic condition.Where required, in the opinion of the Engineer, areas shall be compacted and settled by puddling withwater.

After compacting, the area shall be left in a uniformly compacted, smooth, dense, true, firm, satisf

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