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Wisconsin Section ASCE 2002 Annual Meeting September 20, 2002. Appleton Performing Arts Center. Geotechnical Considerations. River Valley Testing Corp Christopher Mallon, P.E. Project Overview. Purchase of property from owners by the City of Appleton Demolition of existing structures

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appleton performing arts center

Wisconsin Section ASCE 2002 Annual Meeting

September 20, 2002

Appleton Performing Arts Center

Geotechnical Considerations

River Valley Testing Corp

Christopher Mallon, P.E.

project overview
Project Overview
  • Purchase of property from owners by the City of Appleton
  • Demolition of existing structures
  • An approximate 2,100 seat main theater and 450 seat second theater
the performing arts center
The Performing Arts Center

Rendering Courtesy of Zeidler Roberts Partnership Incorporated

scope of service considerations
Scope of Service Considerations
  • Abandoned parking ramp and several businesses in the plan area
  • Initial design
    • Finished floor a couple feet existing grade
    • Frost depth spread footings
    • Possible pile foundation
    • Orchestra pit 15’ below grade
    • 1,800 kip max column loads
  • Abandoned Ravines
known ravines in appleton
Known Ravines in Appleton
  • Ancient ravines in downtown Appleton
  • Uncontrolled fill in the ravines
  • One ravine was suspected to cross the PAC
  • Variable soil support
initial scope of services
Initial Scope of Services
  • Ten standard penetration test borings
  • Twenty-five geoprobe borings
  • Laboratory testing
  • Geotechnical analysis
  • Values for design considerations
soil borings and ravine fill
Soil Borings and Ravine Fill
  • Several geoprobes were conducted through the decks of the parking ramp
  • Samples collected for classification
field results
Field Results
  • About 12’ of rather stiff lean clay over a soft lean clay that extended to bedrock.
  • Hand penetrometer readings of 3.0 tsf to 4.5 tsf in the stiff layer and about 1.0 tsf in the soft layer.
  • Bedrock encountered from 59’ to 73’ below grade.
  • As much as 30’ of ravine fill encountered along the east property line.
typical boring log
Typical Boring Log
  • Stiff upper layer of soil
  • Soft deeper soils
  • Soft soils extended to bedrock
consolidation testing
Consolidation Testing
  • Tests were performed in the stiff upper soils and in the soft, deeper soils
  • Consolidation tests confirmed that the settlements could exceed one inch
geotechnical analysis
Geotechnical Analysis
  • Allowable soil bearing pressures varied from 1,500 to 4,000 psf to fill. The shallower the better.
  • Unsuitable soils in the ravines
  • Piling was an option
  • Spread footing option could have 1¼” settlements with 1,800 kip loads
  • Consideration was given to supporting part of the structure on piles and part on spread footings
  • Consideration should be given to additional borings with pressuremeter tests
further geotechnical services
Further Geotechnical Services
  • A mat foundation was attractive for structural and acoustic reasons
  • A basement was added and it extended as much as 35’ below grade
  • Borings at the location of the maximum loads
  • Pressuremeter testing
  • Correlation of Unconfined Compressive Strengths to Pressuremeter tests
  • Further laboratory testing
the pressuremeter test
The Pressuremeter Test
  • A special borehole is prepared
  • The test module lowered to the test depth
  • The module pressurized and data recorded
pressuremeter testing
Pressuremeter Testing
  • Placed at maximum column loads
  • Depth of test represented the zone of influence of the foundations
geotechnical recommendations
Geotechnical Recommendations
  • 4,500 psf in the deeper soft soils
  • Ok to allow up to 10,000 psf for localized maximum stresses in a mat foundation
  • Settlements of ½” total and ¼” differential
  • Correlation of Unconfined Strengths with Pressuremeter tests as a method to quickly and inexpensively verify the soil bearing during construction.
the pac today
The PAC Today

Sept 18, 2002 from the “PAC Cam” at