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Performance of transverse post-tensi...

Roberts, Kayde Steven.

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Performance of transverse post-tensioned joints subjected to negative bending and shear stresses on full scale, full depth, precast concrete bridge deck systems.

紀錄類型:	書目-語言資料,印刷品 : Monograph/item
正題名/作者:	Performance of transverse post-tensioned joints subjected to negative bending and shear stresses on full scale, full depth, precast concrete bridge deck systems./
作者:	Roberts, Kayde Steven.
面頁冊數:	192 p.
附註:	Source: Masters Abstracts International, Volume: 49-05, page: .
Contained By:	Masters Abstracts International49-05.
標題:	Engineering, General. -
電子資源:	http://pqdd.sinica.edu.tw/twdaoapp/servlet/advanced?query=1491902
ISBN:	9781124619194

Performance of transverse post-tensioned joints subjected to negative bending and shear stresses on full scale, full depth, precast concrete bridge deck systems.
Roberts, Kayde Steven.

Performance of transverse post-tensioned joints subjected to negative bending and shear stresses on full scale, full depth, precast concrete bridge deck systems. - 192 p.

Source: Masters Abstracts International, Volume: 49-05, page: .

Thesis (M.S.)--Utah State University, 2011.

Accelerated bridge construction has quickly become the preferred method for the Utah Department of Transportation (UDOT) as well as many other DOT's across the United States. This type of construction requires the use of full depth precast panels for the construction of the bridge deck. The segmented deck panels produce transverse joints between panels and have come to be known as the weakest portion of the deck. Cracking often occurs at these joints and is reflected through the deck overlay where water accesses and begins corrosion of the reinforcement and superstructure below. For this reason post-tensioning of the deck panels is becoming a regular practice to ensure that the deck behaves more monolithically, limiting cracking.

ISBN: 9781124619194Subjects--Topical Terms:

1020744
Engineering, General.

Performance of transverse post-tensioned joints subjected to negative bending and shear stresses on full scale, full depth, precast concrete bridge deck systems.
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245 1 0 $a Performance of transverse post-tensioned joints subjected to negative bending and shear stresses on full scale, full depth, precast concrete bridge deck systems.
300 $a 192 p.
500 $a Source: Masters Abstracts International, Volume: 49-05, page: .
500 $a Adviser: Marvin Halling.
502 $a Thesis (M.S.)--Utah State University, 2011.
520 $a Accelerated bridge construction has quickly become the preferred method for the Utah Department of Transportation (UDOT) as well as many other DOT's across the United States. This type of construction requires the use of full depth precast panels for the construction of the bridge deck. The segmented deck panels produce transverse joints between panels and have come to be known as the weakest portion of the deck. Cracking often occurs at these joints and is reflected through the deck overlay where water accesses and begins corrosion of the reinforcement and superstructure below. For this reason post-tensioning of the deck panels is becoming a regular practice to ensure that the deck behaves more monolithically, limiting cracking.
520 $a The current post-tensioning used by UDOT inhibits future replacement of single deck panels and requires that all panels be replaced once one panel is deemed defective. The new curved bolt connection provides the necessary compressive stresses across the transverse joints but makes future replacement of a single deck panel possible without replacing the entire bridge deck.
520 $a To better understand the behavior of the new curved bolt connection under loadings, laboratory testing was undertaken on both the curved bolt and the current post-tensioning used by UDOT. The testing specimens included full-scale, full-depth, precast panels that were connected using both system. The testing induced typical stresses on the panels and connections, subjecting them to negative bending and shear.
520 $a The overall performance of the curved bolt proved satisfactory. The moment capacity of both connections surpassed all theoretical calculations. The yield and plastic moments were 17% and 16% lower, respectively, than the UDOT post-tension system while at those moments deflection was relatively the same. Due to the anchorage location of the curved bolts, the reinforcement around the transverse joint received up to 5 times the strain of that of the post-tension connections. Although both systems performed well when subjected to shear forces and as compared to the theoretical capacities, the post-tension connection greatly surpassed the curved bolt in shear capacity.
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790 1 0 $a Barr, Paul $e committee member
790 1 0 $a Caliendo, Joseph $e committee member
790 $a 0241
791 $a M.S.
792 $a 2011
856 4 0 $u http://pqdd.sinica.edu.tw/twdaoapp/servlet/advanced?query=1491902