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20151201150139.0 |
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m f d |
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cr unu|||||||| |
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100428s2010 txu sbm 000 0 eng d |
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|a (OCoLC)ocn609883938
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| 035 |
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|a (OCoLC)609883938
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| 035 |
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|a (TxCM)http://hdl.handle.net/1969.1/ETD-TAMU-2009-08-7068
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|a TXA
|c TXA
|d UtOrBLW
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| 049 |
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|a TXAM
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|a 2009
|a Thesis
|a 1969.1/ETD-TAMU-2009-08-7068
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| 100 |
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|a Alberson, Ryan M.
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|a Performance of Reinforced Concrete Column Lap Splices /
|c by Ryan M. Alberson.
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| 264 |
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|a [College Station, Tex.] :
|b [Texas A&M University],
|c [2010]
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| 300 |
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|a 1 online resource.
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| 336 |
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|a text
|b txt
|2 rdacontent
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|a computer
|b c
|2 rdamedia
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|a online resource
|b cr
|2 rdacarrier
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| 500 |
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|a "Major Subject: Civil Engineering"
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|a Title from author supplied metadata (automated record created 2010-03-12 12:08:51).
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| 502 |
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|b Master of Science
|c Texas A&M University
|d 2009
|o http://hdl.handle.net/1969.1/ETD-TAMU-2009-08-7068
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|a Includes bibliographical references.
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|a Text (Thesis)
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|a Cantilevered reinforced concrete columns with a lap splice of the longitudinal reinforcement near the base can induce high moment demands on the splice region when lateral loads are present on the structure. Code design specifications typically require a conservative splice length to account for these high moment demands and their consequences of bond failure. The required splice length is calculated as a function of required development length, which is a function of the bond between the reinforcement and the surrounding concrete, and a factor depending on the section detailing. However, the effects of concrete deterioration due to alkali silica reaction (ASR) and/or delayed ettringite formation (DEF) may weaken the bond of the splice region enough to overcome the conservative splice length, potentially resulting in brittle failure of the column during lateral loading. This thesis presents the following results obtained from an experimental and analytical program. * Fabrication of large-scale specimens of typical column splice regions with concrete that is susceptible to ASR/DEF deterioration. Measurement of the large-scale specimen deterioration due to ASR/DEF accelerated deterioration. Analytical model of the column splice region based on flexure theory as a function of the development length of the reinforcement and a factor to account for deterioration of the bond due to ASR/DEF. Experimental behavior of two large-scale specimens that are not influenced by premature concrete deterioration due to ASR/DEF (control specimens). This experimental data is also used to calibrate the analytical model. The conclusions of the research are that the analytical model correlates well with the experimental behavior of the large-scale control specimens not influenced by ASR/DEF. The lap splice region behaved as expected and an over-strength in the splice region is evident. To account for ASR/DEF damage, the analytical model proposes a reduction factor to decrease the bond strength of the splice region to predict ultimate performance of the region with different levels of premature concrete deterioration.
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|a Electronic resource.
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|a Major civil engineering.
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|a Development Length
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|a Alkali-Silica Reaction
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|a Bond Degradation
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|a Concrete Deterioration
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| 653 |
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|a Lap Splices
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|a DEF
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|a Delayed Ettringite Formation
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| 653 |
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|a ASR
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| 653 |
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|a Concrete Columns
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| 700 |
1 |
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|a Trejo, David,
|e thesis advisor.
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| 700 |
1 |
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|a Bracci, Joseph M.,
|e thesis advisor.
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| 856 |
4 |
0 |
|u http://hdl.handle.net/1969.1/ETD-TAMU-2009-08-7068
|z Link to OAK Trust copy
|t 0
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| 948 |
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|a cataloged
|b h
|c 2010/4/28
|d c
|e jgreene
|f 12:48:16 pm
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| 994 |
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|a C0
|b TXA
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| 999 |
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|a MARS
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| 999 |
f |
f |
|s d462de04-da44-3b80-87a8-5913f9017f15
|i e5c81afa-1978-37ec-9595-4a5fdbe66a13
|t 0
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| 952 |
f |
f |
|a Texas A&M University
|b College Station
|c Electronic Resources
|d Available Online
|t 0
|e 2009 Thesis 1969.1/ETD-TAMU-2009-08-7068
|h Other scheme
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| 998 |
f |
f |
|a 2009 Thesis 1969.1/ETD-TAMU-2009-08-7068
|t 0
|l Available Online
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