Case History of Damage to a School Building Caused by Differentially                    Heaving Bedrock

Noe, David C.

doi:10.1061/(asce)0887-3828(2003)17:2(97)

Cited by 5 publications

(2 citation statements)

References 3 publications

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“…Heavefeature mapping (Weakly, 1989;Dodson, 1996;Gill et al, 1996;and Noe, 2003b) shows that individual segments may sometimes line up with each other and are probably continuous features. The longest from Weakly's maps are up to 1,067 m (3,500 ft) in total length, although most are on the order of 305-m (1,000-ft) long or less.…”

Section: Descriptions Of Heave Featuresmentioning

confidence: 98%

Steeply Dipping Heaving Bedrock, Colorado: Part 1 Heave Features and Physical Geological Framework

Noe

Higgins

Olsen

2007

Environmental and Engineering Geoscience

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Differentially heaving bedrock has caused severe damage near the Denver metropolitan area. This paper describes heave-feature morphologies, the underlying bedrock framework, and their inter-relationship. The heave features are linear to curvilinear and may attain heights of 0.7 m (2.4 ft), widths of 58 m (190 ft), and lengths of 1,067 m (3,500 ft). They are nearly symmetrical to highly asymmetrical in cross section, with widthto-height ratios of 45:1 to 400:1, and most are oriented parallel with the mountain front. The bedrock consists of Mesozoic sedimentary formations having dip angles of 30 degrees to vertical to overturned. Mixed claystonesiltstone bedding sequences up to 36-m (118-ft) thick are common in the heave-prone areas, and interbeds of bentonite, limestone, or sandstone may be present. Highly fractured zones of weathered to variably weathered claystone extend to depths of 19.5 to 22.3 m (64 to 73 ft). Fracture spacings are 0.1 to 0.2 m (0.3 to 0.7 ft) in the weathered and variably weathered bedrock and up to 0.75 m (2.5 ft) in the underlying, unweathered bedrock. Curvilinear shear planes in the weathered claystone show thrust or reverse offsets up to 1.2 m (3.9 ft). Three associations between heave-feature morphologies and the geological framework are recognized: (1) Linear, symmetrical to asymmetrical heaves are associated with primary bedding composition changes.(2) Linear, highly asymmetrical heaves are associated with shear planes along bedding. (3) Curvilinear, highly asymmetrical heaves are associated with bedding-oblique shear planes.

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Section: Descriptions Of Heave Featuresmentioning

confidence: 98%

Steeply Dipping Heaving Bedrock, Colorado: Part 1 Heave Features and Physical Geological Framework

Noe

Higgins

Olsen

2007

Environmental and Engineering Geoscience

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“…Because of the steeply dipping orientation of the bedding, the relatively shallow depth at which the beds are commonly encountered, and the fact that swelling potential may vary considerably between adjacent beds, severely differential heave is often apparent at the ground surface over relatively small areas or horizontal distances. Where civil infrastructure, such as roads, utilities, and light residential or commercial structures, overlie multiple beds, damage from the localized differential movements can be significant ͑e.g., Thompson 1992;Gill et al 1996;Noe 2003͒. Costs incurred from steeply dipping bedrock hazards have totaled tens of millions of dollars in the foothills west and southwest of Denver since widespread suburban development began in the mid 1970s ͑Noe 1997͒. Despite the hazards, however, population growth in the Colorado piedmont region and the associated infrastructure development remain among the most rapidly expanding in the nation ͑U.S.…”

Section: Introductionmentioning

confidence: 99%

Laboratory Characterization of Steeply Dipping Expansive Bedrock in the Rocky Mountain Front Range

Likos

Sharkey

2005

J. Geotech. Geoenviron. Eng.

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Civil infrastructure in the foothills of the Rocky Mountains faces a unique geological hazard arising from underlying beds of steeply dipping expansive bedrock. Efforts to mitigate damaging differential movements that commonly occur among adjacent bedrock strata near the surface typically involve overexcavation and recompaction of the in situ materials as engineered fill. This paper examines the practice by quantifying the swelling-related properties of two dissimilar bedrock end members obtained from a site near Denver, Colo. where overexcavation is warranted. Atterberg limits, compaction, suction, and volume change ͑shrinkage͒ tests are conducted for each end member and several mixtures prepared to represent the wide range of subsurface conditions expected in the region. The objective is to examine the extent to which properties of the remolded fill may be predicted from the properties and relative amounts of the end member materials comprising it. Linear relationships are found between end member mass fraction and each of the properties measured ͓liquid limit, plasticity limit, plasticity index, w opt , ͑ d ͒ max , ⌬ t / ⌬w, and C h ͔, thus providing a quantitative basis for simplifying the design of future overexcavation programs. Optimum moisture content occurs at 90% saturation regardless of bentonite mass fraction. Suction compression index ͑C h ͒ for compacted specimens is found insensitive to molding water content.

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Forensic analysis of a pile foundation failure

Gayarre

González‐Nicieza

Álvarez‐Fernández

et al. 2010

Engineering Failure Analysis

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Case History of Damage to a School Building Caused by Differentially Heaving Bedrock

Cited by 5 publications

References 3 publications

Steeply Dipping Heaving Bedrock, Colorado: Part 1 Heave Features and Physical Geological Framework

Steeply Dipping Heaving Bedrock, Colorado: Part 1 Heave Features and Physical Geological Framework

Laboratory Characterization of Steeply Dipping Expansive Bedrock in the Rocky Mountain Front Range

Forensic analysis of a pile foundation failure

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