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Manatee Road, FL, United States

Burke G.K.,Hayward Baker Inc.
Geotechnical Special Publication | Year: 2012

The maturity of jet grouting is evident in the number of qualified, experienced contractors capable of this specialized construction technology. The degree of difficulty in the performance of this type of grouting has been largely overcome with experience. Recent innovations by various contractors and applications proven to be valued by the construction industry are discussed. Competitive bidding environments, design-build construction, and case histories reveal where this value has become apparent. © 2012 American Society of Civil Engineers.


Deklavs T.,Hayward Baker Inc.
Geotechnical Special Publication | Year: 2015

The United States Army Corps of Engineers (USACE) manages the Houston Ship Channel dredging operations, required to maintain the flow of barges within the ship channel. Disposing of the dredge materials requires the creation of disposal islands throughout the channel. A levee surrounds each island to contain the dredge material during a storm event, preventing spillage into the ship channel, which would inhibit movement of barges through the channel and shutting down all commerce. In 2009, the USACE led a project to increase the existing levee heights at a number of the islands to increase dredge storage capacity, including the Lost Lake Dredge Material Placement Area (DMPA). Lost Lake's current levee elevation of EL. +8.2 m (27.0 ft) required a change in grade to EL. +10.9 m (36.0 ft) an increase of 2.7 m (9 ft). During construction, the levee failed several times over a 640.0 m (2,100 ft) stretch. This portion of the levee had a history of failure. The poor soils beneath the levee footprint in this area required stabilization prior to increasing the elevation. The design-build team designed a deep soil mix (DSM) ground improvement program, which included shear panels with overlapping dry soil mix columns, to improve soil beneath the levee with a combined shear strength of 1,000 psf. The panels were constructed at varying depths and lengths depending on the strength of the in situ soil, and were perpendicular to the levee. Dry soil mixing proved to be challenging and required very precise planning and execution because it was located on an island, but also proved to be the most cost effective method due to the remote nature of the work. The levee now performs as designed since raising its elevation to EL. +10.9 m (36.0 ft) after ground improvement.


Dawson K.M.,Hayward Baker Inc.
Geotechnical Special Publication | Year: 2010

Construction of new 914 mm, 1,219 mm, and 1,676 mm diameter sewer pipes by microtunneling on the East Boston Branch Sewer Relief Project for the Massachusetts Water Resources Authority (MWRA) required installation of 19 excavation support structures at jacking and receiving shaft locations. Three methods of excavation support were used: drilled soldier piles and lagging, drilled micropiles and contact lagging, and drilled secant piles. Jet grout bottom seals were installed at two excavation support structures. Jet grouting was also utilized to seal around existing utilities at one excavation support structure. The typical depth of excavation varied from 5.8 to 13.4 m. The excavation support method used at each jacking and receiving shaft was determined after evaluation of the existing soil conditions and logistical site constraints. Since portions of the tunnel alignment intercepted made-ground (fill), the soil conditions varied considerably along the tunnel alignment. Each excavation support structure was constructed in a congested urban environment. Presence of overhead and underground utilities and proximity to existing buildings impacted the excavation support method chosen for each shaft location. This paper presents an overview of the rationale used to determine the excavation support method utilized at each drop shaft, a review of the construction techniques used to build the excavation support structures, and the major lessons learned. © ASCE 2010.


Dellaria J.,Hayward Baker Inc. | Zitny B.,Hayward Baker Inc.
Geotechnical and Structural Engineering Congress 2016 - Proceedings of the Joint Geotechnical and Structural Engineering Congress 2016 | Year: 2016

The William Eckhardt Research Center, a 25,500 square meter (275,000 square foot) building, was constructed on the University of Chicago campus. The structure features five floors above grade, a basement and a sub-basement. The proposed depth of excavation to construct the basement varied between 15 and 16.5 meters (49 and 54 feet). A diaphragm wall was selected as the earth retention system and permanent foundation wall due to its cost effectiveness and ability to minimize groundwater infiltration into the facility after construction. The urban, congested nature of the project location presented many design and construction challenges. The research center is located in the heart of the University of Chicago campus next to two active streets containing many utilities critical to the operation of the University, as well as two active research facilities, which house experiments that are highly sensitive to vibrations. To address these various challenges, multiple techniques were required to support each side of the excavation, including tiebacks, internal bracing, and micropile mid-span supports. The neighboring University research structures required underpinning which was accomplished using a combination of micropiles, tie downs, and jet grouting. Inclinometers and settlement points were installed and monitored throughout the braced excavation construction. The data collected showed negligible settlements, and horizontal deflections of less than 2.1 centimeters (0.8 inches) across the profile of the wall. © ASCE.


Schiermeyer R.,Hayward Baker Inc. | Harris J.,Hayward Baker Inc.
Geotechnical and Structural Engineering Congress 2016 - Proceedings of the Joint Geotechnical and Structural Engineering Congress 2016 | Year: 2016

Two masonry buildings in the Glenwood Springs area of Colorado had undergone significant differential settlement following their construction. The foundations consisted of spread footings and slab-on-grade. Compaction grouting was chosen as the remediation technique of choice to treat the collapsible soils beneath the two structures. Compaction grouting involves the injection of low-slump, stiff, low mobility grout to displace and densify the subsurface soils. Compaction grouting was performed at depths up to 100 ft below the structures. Since treatment of the subsurface soils via compaction grouting, there has been no further signs of distress or differential settlement in the buildings. © ASCE.

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