Flexural Resistance Factors for Partially Prestressed Members Using ASTM A 1035 Reinforcing Steel
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University of Cincinnati / OhioLINK
2012
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ndltd-OhioLink-oai-etd.ohiolink.edu-ucin13531545942021-08-03T05:20:30Z Flexural Resistance Factors for Partially Prestressed Members Using ASTM A 1035 Reinforcing Steel Chamberlain, James M., Jr. Civil Engineering High Strength Reinforcing Partially Prestressed Member Flexural Resistance Factors <p>The current standard reinforcing steel used in reinforced concrete beams in the United States is ASTM A615, Grade 60. However, several high-strength reinforcing bars are now available. These bars are believed to offer better performance in reinforced and prestressed concrete beams. The current specifications ACI 318 and AASHTO LRFD are designed for the use of A615, Grade 60 steel and do not account for the use of high strength steel in structures.</p><p>In reports published by the National Co-operative Highway Research Program Project 12-77 (Shahrooz et al.) and Mast et al. (2008) changes were recommended to AASHTO LRFD and ACI 318 for increasing the strain limit that defines tension-controlled members using high-strength steel. The codes state that a tension-controlled member is any member with strain in the extreme tensile steel greater than 0.005. This limit is independent of the steel type. NCHRP 12-77 and Mast et al. deemed that in order for members using high-strength steel to have the same behavior as members using A615, Grade 60 steel a larger strain limit for tension-control must be defined. Thus, future versions of ACI 318 and the AASHTO LRFD may contain strain limits that are dependent on steel type. This dependency will create situations in which tension control strain limits for members with mixed types of steel (most notably, partially prestressed members) will not be definable based on current codes. The reported research is aimed at establishing strain limits that define tension-controlled and compression-controlled behavior for partially prestressed members with high-strength reinforcing bars.</p><p>Response 2000 is analysis software that was used to determine the relationship between sections reinforced with A615 steel and those reinforced with A1035 steel. The relationship between curvature ductility and the strain in the extreme tensile steel was established for partially prestressed members with A615 and A1035 reinforcing bars. For this purpose, 36 partially prestressed sections with A615 reinforcing bars were analyzed. For each case, the curvature ductility corresponding to the extreme tensile strain of 0.005 (the strain limit for tension-controlled members) was established. The same partially prestressed member was reanalyzed by using A1035 reinforcing bars. The extreme tensile strain corresponding to the previously calculated curvature ductility was determined. The same procedure was repeated but the extreme tensile strain was set equal to 0.002, which is the strain limit for compression-controlled members. In all the analyses, the code specified concrete compressive strain of 0.003 was used.</p><p>The analyses indicate that the extreme tensile strain has to be set equal to 0.0075 for partially prestressed members with A1035 reinforcing bars. This strain ensures the same level of ductility as that for partially prestressed members with A615 reinforcing bars. The extreme tensile strain defining compression-controlled behavior is 0.003 for partially prestressed members with A1035 instead of 0.002.</p> 2012 English text University of Cincinnati / OhioLINK http://rave.ohiolink.edu/etdc/view?acc_num=ucin1353154594 http://rave.ohiolink.edu/etdc/view?acc_num=ucin1353154594 unrestricted This thesis or dissertation is protected by copyright: all rights reserved. It may not be copied or redistributed beyond the terms of applicable copyright laws. |
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NDLTD |
| language |
English |
| sources |
NDLTD |
| topic |
Civil Engineering High Strength Reinforcing Partially Prestressed Member Flexural Resistance Factors |
| spellingShingle |
Civil Engineering High Strength Reinforcing Partially Prestressed Member Flexural Resistance Factors Chamberlain, James M., Jr. Flexural Resistance Factors for Partially Prestressed Members Using ASTM A 1035 Reinforcing Steel |
| author |
Chamberlain, James M., Jr. |
| author_facet |
Chamberlain, James M., Jr. |
| author_sort |
Chamberlain, James M., Jr. |
| title |
Flexural Resistance Factors for Partially Prestressed Members Using ASTM A 1035 Reinforcing Steel |
| title_short |
Flexural Resistance Factors for Partially Prestressed Members Using ASTM A 1035 Reinforcing Steel |
| title_full |
Flexural Resistance Factors for Partially Prestressed Members Using ASTM A 1035 Reinforcing Steel |
| title_fullStr |
Flexural Resistance Factors for Partially Prestressed Members Using ASTM A 1035 Reinforcing Steel |
| title_full_unstemmed |
Flexural Resistance Factors for Partially Prestressed Members Using ASTM A 1035 Reinforcing Steel |
| title_sort |
flexural resistance factors for partially prestressed members using astm a 1035 reinforcing steel |
| publisher |
University of Cincinnati / OhioLINK |
| publishDate |
2012 |
| url |
http://rave.ohiolink.edu/etdc/view?acc_num=ucin1353154594 |
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AT chamberlainjamesmjr flexuralresistancefactorsforpartiallyprestressedmembersusingastma1035reinforcingsteel |
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