Presented by Moustafa Gouda, P.E., D. GE, F.ACSE Director of Geotechnical & Environmental Engineering Services

Maser Consulting P.A. Planning Board Meeting, May 21, 2013

Second Presentation Geotechnical, Hydrological and

Environmental Assessment

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Comparison of Excavation

Phase I

• Hospital Engineer’s calculation 2010 excavation

• 173,090 CY of soil

• 2565 CY of rock

• Village Council Geotechnical Engineer’s calculation

2010 excavation

• 331,160 CY of soil

• 2519 CY of rock.

• Hospital Engineer’s calculation 2013 excavations

• 122,719 CY of soil

• 200 CY of rock 3

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Comparison of Excavation

Phase I

SOILS EXCAVATION PHASE I

2010

NORTH

BUILDING

CENTRAL

PLANT

PHILLIPS

GARAGE

ATRIUM

UTILITY TUNNEL

EARTH

EXCAVATION

TOTALS FOR

PROJECT

EARTH

EXCAVATION

TRUCK LOADS

TOTALS

REQUIRED FOR

PROJECT

82,227 CY

36,003 CY

44,431 CY

5,416 CY

5,013 CY

173,090 CY

11,539

PROPOSED 2013

41,261 CY

34,320 CY

44,431 CY

2,707 CY

0 CY

122,719 CY

8,181

DIFFERENCE

(40,966 CY)

(1,683 CY)

0

(2,709 CY)

(5,013 CY)

(50,371 CY)

(3,358)

REPRESENTS

APPROX. 50%

REDUCTION

FOR THE

NORTH

BUILDING

REPRESENTS

APPROX. 5%

REDUCTION

FOR THE

CENTRAL

PLANT

NO

CHANGE

REPRESENTS

APPROX.

50% REDUCTION

FOR ATRIUM

REPRESENTS 100%

REDUCTION

FOR THE UTILITY

TUNNEL. SERVICES

TO BE RUN WITHIN

THE BOILER

PLANT. BOILER

PLANT VALUES

ARE BLENDED

WITH CP

REPRESENTS

APPROX. 29%

REDUCTION

FOR EARTH

EXCAVATION

FOR THE

ENTIRE

PROJECT

REPRESENTS

APPROX. 29%

REDUCTION

FOR TRUCK

LOADS OF

EARTH

EXCAVATION

FOR THE

ENTIRE

PROJECT

Comparison of Excavation Phase I

ROCK EXCAVATION PHASE I

2010

NORTH

BUILDING

CENTRAL

PLANT

PHILLIPS

GARAGE

ATRIUM

UTILITY TUNNEL

ROCK

EXCAVATION

TOTALS FOR

PROJECT

ROCK

EXCAVATION

TRUCK LOADS

TOTALS

REQUIRED

FOR PROJECT

566 CY 1812 CY 187 CY ZERO ZERO 2,565 CY 171

PROPOSED 2013 ZERO 50 CY 150 CY ZERO ZERO 200 CY 12

DIFFERENCE (566 CY) (1,762 CY) (37 CY) ZERO ZERO (2,378 CY) (159)

REPRESENTS

APPROX. 100%

REDUCTION

FOR THE

NORTH

BUILDING

REPRESENTS

APPROX. 97%

REDUCTION

FOR THE

CENTRAL

PLANT

REPRESENTS

APPROX. 20%

REDUCTION

FOR THE

PHILLIPS

GARAGE

NO

CHANGE

NO

CHANGE

REPRESENTS

APPROX. 92%

REDUCTION FOR

ROCK

EXCAVATION

FOR THE ENTIRE

PROJECT

REPRESENTS

APPROX. 92%

REDUCTION

FOR TRUCK

LOADS OF

ROCK

EXCAVATION

FOR THE

ENTIRE

PROJECT

Excavation - Phase II

Hospital Engineer’s calculation for 2013 excavation

South Building

– 14,524 CY of soil and 0 CY of rock

West Building

– 31,674 CY of soil and 0 CY of rock

Total Phase II excavations

– 46,198 CY of soil and 0 CY Rock

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The Valley Upgrade

Excavation Quantity – Phase II

Proposed South Building Proposed West Building

44,000 SF gross area Proposed Finished floor 89 MSL Assume 6 inch slab at grade and 6 inch crushed stone Bottom of excavations 88 MSL Approximately 25,000 SF is within existing Bergen FF of

Bergen is 93 MSL depth of excavations 5 feet

Approximately 19,000 SF at existing parking area with

existing grade at 99 MSL depth of excavations 11 feet

45,600 SF Existing Grade 104 MSL Proposed Finished floor 89 MSL Assume 6 inch slab at grade and 6 inch crushed stone Bottom of excavations 88 MSL Depth of excavations 16 feet

Estimated Excavation Quantities @ 14.524 CY Estimated Excavations Quantities @ 31,674 CY

Methods of

Dewatering Disposal

Maximum amount of GPD dewatered

– 300,000 GPD

Average daily GPD flow

– 200,000 GPD

Three methods of disposal are available:

– Village Sanitary Sewer System

– Village Stormwater Sewer System

– Injection into bedrock

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Village Sanitary

Village Sewer System

• We have confirmed that Village System can

accommodate the maximum GPD –

300,000 GPD – to be dewatered

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Village Sanitary

Sewer System

Waste Water Plant located in Glen

Rock has enough capacity to handle flow

Plant was never overwhelmed during hurricanes/storms.

Pump station failure took place during hurricanes/storms

However, pipe carrying water/waste from hospital is a

gravity line that bypasses all pump stations.

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Village

Stormwater Sewer System

– Dewatering into the Village’s Stormwater Sewer

system will require a permit from the NJDEP

– Stormwater report confirms capacity to handle

anticipated flow:

• Existing 36” stormwater pipe down Meadowbrook Ave

• Full Capacity : 17,700,000 GPD

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Injection Wells for

Dewatered Water

• The hospital could effectively use deep

injection wells located on its campus to

dewater the maximum GPD

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Injection of Dewatering Water

• One of the Hospital’s current deep irrigation wells

yields 135 GPM, i.e. 194,000 GPD.

• New wells will be installed prior to dewatering to accommodate anticipated flow /300,000 GPD

• The wells:

• will extend to a minimum of 150-300 feet deep

• be cased to a minimum of 50 feet into the bed rock

• and the casing will be sealed with cement grout

• Injection of water 150 to 300 feet deep into bedrock will not affect the groundwater or raise the area groundwater table

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Injection Well Details

Graphic depiction of Injection Wells

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Dewatering Plan

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Cone of Depression

Perspectives

Two Perspectives

– Contour Map

– Cross Section Diagram

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Effect of Hospital Dewatering

-Existing Structures/Facilities

Settlement in sand/gravel due to stress change

(loss of buoyancy) is fast, happens quickly and

has already taken place due to past water

fluctuations

Once settlement takes place it causes soils to

over consolidate.

Soils will not settle anymore due to dewatering,

as past water fluctuations are greater than

fluctuations to be caused by dewatering

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Effect of Hospital Dewatering

-Existing Structures/Facilities

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Effect of Hospital Dewatering

-Existing Structures/Facilities

A Settlement Analysis was performed

to evaluate the effect of dewatering

Actual soil condition in the area based on available information is Medium to Dense state of density.

However, we performed the settlement analysis assuming three state of density conditions:

– Dense soil

– Medium soil

– Loose soil

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Effect of Hospital Dewatering

- Existing Structures/Facilities

– Using a widely used method developed by Dr.

Schmertmann of Florida, past settlement as a result

of lowering the water table by 10 feet ranges from

a negligible .06 to .04 inches.

– The soils under the homes are now consolidated and will

not settle again during dewatering, as lowering of the water

table will be less than what has occurred over the last

two years due to natural groundwater fluctuation.

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Effect Of Hospital

Dewatering - Allocation

Water Allocation

• The hospital’s project and need for dewatering

will not count toward the Village’s allocation of

water from the NJDEP

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Effect Of Hospital

Dewatering - Allocation

– Village allocation is not charged

when another Village party is pumping water

– To obtain NJDEP Pumping Permit, Hospital

must demonstrate that wells in the area are

not affected

– All Village wells are located outside the three

cones of depression. Therefore, hospital

dewatering will not impact the wells

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Effect Of Hospital Dewatering - Well Inventory

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Effect Of Hospital Dewatering - Central Plant

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Effect Of Hospital Dewatering - North Building

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Effect Of Hospital Dewatering - Garage

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Liquefaction Analysis

Soil liquefaction describes a phenomenon

where by a saturated loose soil substantially

loses strength in response to an applied shaking,

usually earthquake, causing it to behave like a liquid,

e.g. Quicksand.

Liquefaction Analysis, using the Harry Seed and M. Idris

method and several boring tests, determined that

liquefaction will not take place

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Confirmation of Seismic Class

2010 Geotechnical Report recommendation:

– Seismic Class B for North Building/Central Plant because building foundations were within 10 feet of Bedrock.

The International Building Code (IBC) allows the use

of Seismic Class B.)

2013 Amended Master Plan recommendation:

– Seismic Class D for North Building/Central Plant because building foundations will be more than 10 feet above the bedrock.

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