text:
July 20, 2014 / 4:25 PM / 5 years ago
Iran eliminates sensitive stockpile under interim nuclear deal: IAEA
Fredrik Dahl
VIENNA (Reuters) - Iran has moved to eliminate its most sensitive stockpile of enriched uranium gas under an interim nuclear deal reached with six world powers last year, according to a monthly update by the U.N. nuclear watchdog obtained by Reuters on Sunday.
EU foreign policy chief Catherine Ashton (L) and Iranian Foreign Minister Mohammad Javad Zarif attend a news conference in Vienna July 18, 2014. REUTERS/Leonhard Foeger
The report by the International Atomic Energy Agency (IAEA) showed that Iran had met the terms of the six-month agreement, under which it limited its atomic activities in exchange for some easing of sanctions that are crippling its economy.
The preliminary accord had been due to expire on Sunday but will be extended with some adjustments, after Iran and the six powers failed during negotiations in Vienna to meet a self-imposed July 20 deadline for a long-term deal to end the decade-old nuclear standoff and agreed to continue talking.
The four-month extension underlines the difficulties negotiators face in settling the dispute permanently even if Iran has met its commitments under the initial agreement, as Sunday's IAEA report suggests.
The six powers - the United States, France, China, Russia, Germany and Britain - want Iran to significantly reduce its uranium enrichment program to make sure it cannot produce nuclear bombs. Iran says it is peaceful and wants sanctions on the oil-dependent economy to be lifted as soon as possible.
After years of rising tension between Iran and the West and fears of a new Middle East war, last year's election of a pragmatist, Hassan Rouhani, as Iran's president led to a thaw in ties that resulted in the current nuclear negotiations.
Under the accord reached in Geneva on Nov. 24, designed to buy time for talks on a comprehensive solution, Iran halted the most controversial aspect of its nuclear program - enrichment of uranium gas to a fissile concentration of 20 percent.
It also undertook to dilute or convert to oxide its remaining stockpile of the material - nearly 210 kg - during the half-year period, which Sunday's IAEA report showed it had now completed. That stockpile was closely watched by the West as the level of enrichment represented a relatively short technical step away from that required for nuclear weapons.
Iran says it is only refining uranium to fuel nuclear power plants or research reactors, not to develop a nuclear weapons capability as the West suspects.
INTERIM DEAL A "SUCCESS" - U.S.
The IAEA update also showed that Iran had started up a long-delayed facility to convert some of its lower-grade enriched uranium gas into oxide and had fed about 1,500 kg of the material into the conversion process, as agreed in November.
Western experts say it would take more time to make a bomb from uranium oxide than from gas, lowering any risk of a quick breakout for a nuclear weapon.
As the IAEA confirmed in a series of monthly updates since the agreement took effect on Jan. 20 that Iran lived up to its part of the deal, the Islamic Republic has gradually gained access to some of its frozen cash held abroad.
After Sunday's IAEA report, it looked set to receive a last installment of $550 million out of a total of $4.2 billion over the half-year period. During the extra four-month period it will receive an additional $2.8 billion for continuing to comply with the interim deal and for undertaking some new measures, including turning 20 percent uranium oxide into nuclear fuel.
U.S. officials say Iran still has more than $100 billion in foreign assets which it has problems accessing due to financial sanctions imposed in recent years over its nuclear program.
A U.S. official said on Saturday that last year's agreement had been "a success in halting the progress of the Iranian program and rolling it back in exchange for a relatively modest relief that has been provided over the six months".
But it remains unclear whether the extension of the talks until late November will yield a final settlement on wider curbs to Iran's nuclear activities in exchange for a gradual end to sanctions, experts and diplomats say.
"There continue to be important gaps ... between the parties," said the senior U.S. official, speaking on Saturday after the extension was agreed with Iran.
Editing by Erica Billingham


You searched for +publisher:"University of Texas – Austin" +contributor:("Bayrak, Oguzhan"). Showing records 1 – 30 of 59 total matches.
1. Birrcher, David Barra. Design of reinforced concrete deep beams for strength and serviceability.
▼ Several reinforced concrete bent caps (deep beams) in Texas have developed significant diagonal cracks in service. The cracking in two bent caps was so extensive that costly retrofits were implemented to strengthen the structures. Strut-and-tie modeling is currently recommended in most U.S. design specifications for the design of reinforced concrete bent caps and deep beams. Designers have expressed concerns with the lack of clarity and serviceability-related considerations in strut-and-tie model design provisions. Due to concerns with strut-and-tie modeling design provisions and field problems of in-service bent caps, TxDOT Project 5253 was funded. Several tasks conducted within Project 5253 are addressed in this dissertation. The effects of minimum web reinforcement and member depth on the strength and serviceability behavior of deep beams are presented. The transition between deep beam shear capacity and sectional shear capacity near a shear-span-to-depth (a/d) ratio of 2 is addressed. A service-load shear check to limit diagonal cracking in service is outlined. Lastly, a simple chart that correlates the maximum width of diagonal cracks in a deep beam to its residual capacity is developed. To accomplish the objectives of Project 5253, thirty-seven tests were conducted on reinforced concrete beams with the following cross-sectional dimensions: 21"x23", 21"x42", 21"x44", 21"x75", and 36"x48." The specimens were loaded with a/d ratios of 1.2, 1.85, and 2.5. The test specimens are among the largest reinforced concrete deep beams in the literature. To supplement the findings of the experimental program, a database of deep beam test results was compiled. Entries in the database that lacked sufficient information and that did not meet established cross-sectional size or web reinforcement criteria were filtered from the database. The use of the database in conjunction with the experimental program enabled each objective to be addressed from both broad and specific viewpoints. Several recommendations for improving the strength and serviceability design of deep beams are presented including a minimum web reinforcement requirement, provisions to ease the transition between calculated deep beam and sectional shear capacity, and a design check to limit diagonal cracking in service. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor).
Birrcher, David Barra. "Design of reinforced concrete deep beams for strength and serviceability." 2009. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/7559.
Birrcher, David Barra. "Design of reinforced concrete deep beams for strength and serviceability." 2009. Web. 20 Apr 2019.
Birrcher DB. Design of reinforced concrete deep beams for strength and serviceability. [Internet] [Thesis]. University of Texas – Austin; 2009. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/7559.
2. Larson, Nancy Anne, 1986-. Design of reinforced concrete inverted-T beams for strength and serviceability.
▼ Significant diagonal cracking in reinforced concrete inverted-T straddle bent caps has been reported throughout the State of Texas. Many of the distressed structures were recently constructed and all have been in service for less than two decades. The unique nature of the problem prompted a more detailed look into the design and behavior of such structural components. Strut-and-tie modeling is currently recommended for design of deep (rectangular) beams, but its application to more complex structures has not been fully explored. Due to concerns with current design provisions the application of strut-and-tie modeling to inverted-T beams was investigated along with serviceability-related considerations in this dissertation. An experimental study was conducted in which thirty-three reinforced concrete inverted-T beam tests were conducted. The effects of the following variables were evaluated: ledge depth and length, quantity of web reinforcement, number of point loads, member depth, and shear span-to-depth ratio. A strut-and-tie design method proposed by Birrcher et. al (2009), initially calibrated for compression-chord loaded deep beams, was investigated. It was concluded that the strut-and-tie method was a simple and accurate design method, and it was recommended for use in inverted-T beam design. A vi recommendation was also made for the amount of minimum web reinforcement needed for strength and serviceability considerations. A simple service-load check was proposed for the purpose of limiting diagonal cracking under service loads. Finally, a chart was created to aid in the evaluation of distressed, diagonally-cracked inverted-T bent caps in the field. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor).
Larson, Nancy Anne, 1986-. "Design of reinforced concrete inverted-T beams for strength and serviceability." 2013. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/21270.
Larson, Nancy Anne, 1986-. "Design of reinforced concrete inverted-T beams for strength and serviceability." 2013. Web. 20 Apr 2019.
Larson, Nancy Anne 1. Design of reinforced concrete inverted-T beams for strength and serviceability. [Internet] [Thesis]. University of Texas – Austin; 2013. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/21270.
3. Moore, Andrew Michael, 1984-. Shear behavior of prestressed concrete U-beams.
▼ An experimental study was conducted at the Ferguson Structural Engineering Laboratory in order to investigate the shear behavior of 54-inch deep prestressed concrete U-beams. The primary goal of this research was to improve the design and detailing of the skewed end-blocks commonly used in these beams. As U-beams had been in service for several decades without incident, it was anticipated that there would be little need for change in the design, and the findings of the research would involve a slight tweaking to improve the overall performance. Unfortunately, during the first phase of shear testing (testing of the current design standard) it was found that the U-beam was not reaching the code calculated shear capacity. During this phase of testing the premature failure mechanism was isolated as the breakdown of the web-to-flange interface in the end region of the girder. Therefore, the second phase of testing sought to prevent the breakdown of this boundary by three options: (1) increasing the web width while maintaining current levels of mild reinforcement, (2) increasing the web width while also increasing the amount of reinforcement crossing the web-to-flange boundary, or (3) by increasing the amount of reinforcement at the boundary while maintaining the current web width. Two acceptable solutions to the premature failure method were developed and tested during this phase both of which included an increase in the amount of mild reinforcement crossing the web-to-flange interface (with and without an increase in web width). The research into refining of these new details is ongoing as part of the Texas Department of Transportation's Research Project number 0-5831. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor), Bayrak, Oguzhan, 1969- (committee member), Jirsa, James O. (committee member).
Moore, Andrew Michael, 1984-. "Shear behavior of prestressed concrete U-beams." 2010. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/ETD-UT-2010-12-2398.
Moore, Andrew Michael, 1984-. "Shear behavior of prestressed concrete U-beams." 2010. Web. 20 Apr 2019.
Moore, Andrew Michael 1. Shear behavior of prestressed concrete U-beams. [Internet] [Thesis]. University of Texas – Austin; 2010. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/ETD-UT-2010-12-2398.
4. -6927-2926. Experimental investigation of the delamination behavior of curved post-tensioned concrete structures without through-thickness reinforcement.
▼ The recent delamination failure of the concrete containment structure wall at the Crystal River Unit 3 Nuclear Power Plant has led to increased interest in the mechanical behavior of curved post-tensioned structures. Extensive investigations have been performed to identify the causes of the delamination failure, but no experimental research has focused on the behavior of curved post-tensioned structures. Analytical studies focused on the through-thickness stress development stemming from prestressing forces have been performed, yet there is no experimental data to verify the results. This research examines the behavior of curved post-tensioned structures and their delamination failures through the structural testing of two curved post-tensioned wall specimens. Two 90° curved post-tensioned wall specimens were constructed and tested under monotonically increasing prestressing loads at the University of Texas at Austin. In an effort to gain insight into the size effect associated with delamination failures, the dimensions of the second specimen were doubled from the first. The specimens were well-instrumented to ensure the delamination behavior was adequately captured. Using the output from load cells positioned at the live-end and dead-end of each curved wall specimen, the friction losses, forces, and stresses developed at various locations along the curved wall sections were determined. In order to directly compare the behavior of both specimens, the applied stresses were normalized with respect to the measured concrete compressive strength. The test results were used to determine the underlying mechanisms of the curved post-tensioned concrete structures, such as the size effect of delamination failure and initiation of delamination cracking. The experimental results indicated an apparent size effect on the delamination resistances of the curved wall specimens, with a 32 % decrease in the normalized capacity from Specimen 1 to Specimen 2. In addition, the compressive stresses at the initiation of the delamination crack were 0.13f [subscript c]' ~ 0.23f [subscript c]', which are significantly less than the allowable stress limit of 0.35fc' specified in ASME Boiler and Pressure Vessel Code (BPVC) Section III, Division 2 for the service load condition. Lastly, the measured friction losses were 38%~43% greater than the friction losses calculated based on ACI 343R-95. Advisors/Committee Members: Hrynyk, Trevor (advisor), Bayrak, Oguzhan, 1969- (advisor).
-6927-2926. "Experimental investigation of the delamination behavior of curved post-tensioned concrete structures without through-thickness reinforcement." 2016. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/72468.
-6927-2926. "Experimental investigation of the delamination behavior of curved post-tensioned concrete structures without through-thickness reinforcement." 2016. Web. 20 Apr 2019.
-6927-2926. Experimental investigation of the delamination behavior of curved post-tensioned concrete structures without through-thickness reinforcement. [Internet] [Thesis]. University of Texas – Austin; 2016. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/72468.
5. Longshaw, Alistair Thornton. Development of end-region cracks in pretensioned concrete I-girders employing 0.7-in. diameter strands.
▼ Although 0.5- and 0.6-in. diameter strands are commonly used in the prestressing industry, there is a growing interest in the implementation of 0.7-in. diameter strands. However, the greater prestressing force induced poses several potential implications, particularly when the strands are placed on a 2- by 2-in. grid. One such issue is end-region cracking, an occurrence that is common in pretensioned girders, regardless of strand size. These cracks tend to grow in width, length, and number over time due to time-dependent effects such as shrinkage or creep. Additionally, the cracks tend to close under an applied load when placed in a service-state condition. End-region crack widths are often used to evaluate the condition of pretensioned girders, so a thorough understanding of the development of these cracks is essential to applying crack width criteria appropriately. A multifaceted experimental program was conducted at the Ferguson Structural Engineering Laboratory at the University of Texas at Austin. A series of seven Texas bulb-tee girders employing 0.7-in. diameter strands was fabricated, monitored, and load tested under shear-critical conditions. The end-region cracks of three specimens were measured immediately after prestress transfer and monitored for at least 28 days, showing that the crack widths grew significantly over time. This growth corresponded closely with the shrinkage strain measured at midspan of each girder, indicating that shrinkage is the primary cause of end-region crack growth. A significant amount of transverse reinforcement is placed in end-regions to restrict cracks immediately after prestress transfer, but this same reinforcement also provides a large amount of restraint against concrete shrinkage, exacerbating crack growth. End-region cracks were also measured during the shear-critical load test for two specimens. Although they closed in a linear manner, they were not completely closed at an expected service load. At ultimate load, the cracks never closed entirely, as the imperfect concrete surfaces bore against each other shortly after initial diagonal shear cracking. Based on both of these findings, future end-region crack widths can be more accurately predicted from any point in the lifespan of a pretensioned girder, allowing for more appropriate applications of permissible crack width limits. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor), Hrynyk, Trevor (advisor).
Longshaw, Alistair Thornton. "Development of end-region cracks in pretensioned concrete I-girders employing 0.7-in. diameter strands." 2018. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/68151.
Longshaw, Alistair Thornton. "Development of end-region cracks in pretensioned concrete I-girders employing 0.7-in. diameter strands." 2018. Web. 20 Apr 2019.
Longshaw AT. Development of end-region cracks in pretensioned concrete I-girders employing 0.7-in. diameter strands. [Internet] [Thesis]. University of Texas – Austin; 2018. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/68151.
6. Salazar, Jessica Lauren. End-region behavior of precast, prestressed concrete I-girders employing 0.7-inch diameter prestressing strands.
▼ Pretensioned concrete girders are currently fabricated using 0.5- or 0.6-in. diameter prestressing strands. In recent years, however, it has become of interest to employ larger-diameter 0.7-in. diameter strands to reduce the number of strands and improve the efficiency of pretensioned concrete members. Such a transition requires a considerable initial investment that needs to be justified based on the benefits obtained. Furthermore, the use of 0.7-in. strands would increase the stresses within the end-region of pretensioned elements, which could lead to undesirable cracking and impact the serviceability of the girders. The work presented in this thesis consists of 1) a comprehensive parametric investigation to evaluate the benefits and limitations of using 0.7-in. strands in pretensioned bridge girders, and 2) a full-scale experimental study to investigate the behavior of pretensioned concrete girders with 0.7-in. strands at the time of prestress transfer. The parametric investigation was accomplished by designing thousands of bridge girders with different span lengths, concrete release strengths, and transverse spacings. The results showed that the most noticeable benefit of 0.7-in. strands over 0.6-in. strands was a reduction of up to 35 percent in the number of strands. However, the difference in the total weight of prestressing steel was insignificant. Increasing the release strength of concrete, at least to 7.5 ksi, was found essential to observe benefits in design aspects other than the number of strands. The experimental investigation involved the fabrication of two Tx46 and two Tx70 specimens at the Ferguson Structural Engineering Laboratory. All specimens employed 0.7-in. strands on a 2- by 2-in. grid and the standard detailing currently used for girders with smaller-diameter strands. The observed crack widths in the specimens upon prestress transfer did not exceed those typically observed in Tx-girders with smaller-diameter strands. Therefore, the use of 0.7-in. strands does not seem to trigger a need to modify the end-region detailing in Tx-girders. However, noticeably greater bursting and spalling forces were observed in the end regions of the specimens compared to the demands predicted by AASHTO LRFD provisions. The measured 24-hour transfer length from the specimens also exceeded estimates by AASHTO LRFD and ACI 318-14 provisions. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor), Hrynyk, Trevor (advisor).
Salazar, Jessica Lauren. "End-region behavior of precast, prestressed concrete I-girders employing 0.7-inch diameter prestressing strands." 2016. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/68993.
Salazar, Jessica Lauren. "End-region behavior of precast, prestressed concrete I-girders employing 0.7-inch diameter prestressing strands." 2016. Web. 20 Apr 2019.
Salazar JL. End-region behavior of precast, prestressed concrete I-girders employing 0.7-inch diameter prestressing strands. [Internet] [Thesis]. University of Texas – Austin; 2016. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/68993.
7. -4695-1859. Performance of precast, prestressed concrete I-girders employing 0.7-in. diameter prestressing strands under shear-critical loading conditions.
▼ The majority of precast, pretensioned concrete elements are currently fabricated using 0.5- or 0.6-in. diameter prestressing strands. However, in recent years, potential benefits such as reduced fabrication costs and extended span capabilities have led to an interest in using larger-diameter 0.7-in. strands in the pretensioning industry. Such an increase in the diameter of strands might impact the shear strength of pretensioned girders due to the possibility of atypical failure modes that are not considered in current design provisions. An experimental program was conducted to study the effects of using 0.7-in. prestressing strands on the performance of precast, prestressed concrete I-girders under shear-critical loading conditions. Four full-scale pretensioned Texas bulb-tee girders (Tx-girders) employing 0.7-in. strands were fabricated and tested at Ferguson Structural Engineering Laboratory at the University of Texas at Austin. The mild steel reinforcement in the specimens was detailed according to standard drawings by the Texas Department of Transportation for girders employing 0.6-in. strands. The test program investigated the shear failure in girders with different concrete release strengths, overall member depths, shear span-to-depth ratios, and strand patterns. Analysis of the results revealed clear signs of atypical shear failure mechanisms in all specimens. Considerable strand slip was recorded at both ends of the specimens prior to peak load. In three of the specimens, the shear failure resulted in prominent horizontal cracks at the interface between the web and the bottom flange. However, all specimens demonstrated significant diagonal cracking prior to failure. Yielding of the stirrups was also confirmed in all specimens, indicating a shear-tension failure. The capacities of all specimens were conservatively estimated using the general procedure in AASHTO LRFD Bridge Design Specifications and the detailed method in ACI 318-14. The findings of this study reveal no concerns regarding the performance of existing design provisions in predicting the shear strength of Tx-girders that employ 0.7-in. diameter prestressing strands. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor), Hrynyk, Trevor (advisor).
-4695-1859. "Performance of precast, prestressed concrete I-girders employing 0.7-in. diameter prestressing strands under shear-critical loading conditions." 2018. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/68994.
-4695-1859. "Performance of precast, prestressed concrete I-girders employing 0.7-in. diameter prestressing strands under shear-critical loading conditions." 2018. Web. 20 Apr 2019.
-4695-1859. Performance of precast, prestressed concrete I-girders employing 0.7-in. diameter prestressing strands under shear-critical loading conditions. [Internet] [Thesis]. University of Texas – Austin; 2018. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/68994.
8. Abu Yousef, Ali Emad. Evaluation of the shear design provisions of ACI 523.4R for autoclaved aerated concrete members.
▼ Autoclaved aerated concrete (AAC) is a lightweight cellular building material. In Spring 2008, an experimental study was conducted at The University of Texas at Austin to evaluate the load-deflection behavior and capacity of six different factory-reinforced AAC lintel groups. The results the test program are used to evaluate the shear design provisions of ACI 523.4R "Guide for Design and Construction with AAC Panels". Advisors/Committee Members: Klingner, R. E. (advisor), Bayrak, Oguzhan, 1969- (committee member).
Abu Yousef, Ali Emad. "Evaluation of the shear design provisions of ACI 523.4R for autoclaved aerated concrete members." 2009. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/ETD-UT-2009-05-113.
Abu Yousef, Ali Emad. "Evaluation of the shear design provisions of ACI 523.4R for autoclaved aerated concrete members." 2009. Web. 20 Apr 2019.
Abu Yousef AE. Evaluation of the shear design provisions of ACI 523.4R for autoclaved aerated concrete members. [Internet] [Thesis]. University of Texas – Austin; 2009. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/ETD-UT-2009-05-113.
9. Dunkman, David Andrew. Bursting and spalling in pretensioned U-beams.
▼ An experimental program was conducted at the Ferguson Structural Engineering Laboratory of The University of Texas at Austin, under the auspices of Texas Department of Transportation (TxDOT) Research Project 5831, to investigate the tensile stresses that develop in the end regions of pretensioned concrete U-beams at transfer of prestress. Understanding the effect of these "bursting" and "spalling" stresses is essential in order to design standard details that might lead to reliably-serviceable end regions. Two full-scale beam specimens, designed to be worst-case scenarios for bursting and spalling, were fabricated. Each beam had one square and one highly skewed end. Extensive instrumentation, including strain gages on transverse and lateral reinforcing bars, was employed in the end regions of these U-beams. Experimentally determined bursting and spalling stresses in these bars were compared to results of past projects (from the literature) investigating I-beams and inverted T-beams. Preliminary recommendations are made for changes in the standard reinforcing details for U-beam end regions. Such recommended details will be tested in the upcoming phase of Research Project 5831. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor), Jirsa, James O. (committee member).
Dunkman, David Andrew. "Bursting and spalling in pretensioned U-beams." 2009. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/ETD-UT-2009-12-406.
Dunkman, David Andrew. "Bursting and spalling in pretensioned U-beams." 2009. Web. 20 Apr 2019.
Dunkman DA. Bursting and spalling in pretensioned U-beams. [Internet] [Thesis]. University of Texas – Austin; 2009. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/ETD-UT-2009-12-406.
10. Foreman, James Michael. Controlling cracking in prestressed concrete panels.
▼ Precast, prestressed concrete panels (PCPs) are used in 85% of bridges in Texas. The goal of this thesis is to reduce collinear cracking (cracks propagating parallel to strands) in PCPs. One way to reduce collinear cracking would be to reduce the initial prestress force. In design, TxDOT conservatively assumes total prestress losses of 45 ksi. Based on eight panel specimens, instrumented and fabricated at two different precast plants in Texas, actual prestress losses were measured as at most 25 ksi. This difference (about 20 ksi) is consistent with a reduction in initial prestress force from 16.1 kips per strand to 14.4 kips per strand. Another way to reduce collinear cracking would be to provide additional transverse reinforcement in the end regions of the panels. By comparing crack spacings and crack widths in current and modified panel specimens, it was found that additional reinforcement consisting of one or two3 bars placed transverse to strands at panel ends would effectively control collinear cracking in PCPs. Advisors/Committee Members: Klingner, R. E. (advisor), Bayrak, Oguzhan (committee member).
Foreman, James Michael. "Controlling cracking in prestressed concrete panels." 2010. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/ETD-UT-2010-05-946.
Foreman, James Michael. "Controlling cracking in prestressed concrete panels." 2010. Web. 20 Apr 2019.
Foreman JM. Controlling cracking in prestressed concrete panels. [Internet] [Thesis]. University of Texas – Austin; 2010. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/ETD-UT-2010-05-946.
11. Larson, Nancy Anne, 1986-. Structural performance of ASR/DEF damaged prestressed concrete trapezoidal box beams with dapped ends.
▼ Across the State of Texas and many other areas of the world, relatively young concrete structures have developed signs of premature concrete deterioration. Large cracks form on the surface of the concrete due to expansive forces from alkali-silica reaction (ASR) and delayed-ettringite formation (DEF). The goal of this project is to assess the effect of ASR/DEF on the trapezoidal box beam bridges in the US 59 corridor and Katy Central Business District (CBD) HOV lanes in Houston, TX. Five dapped-end beams were rejected during the casting process and have been in storage at a local precast yard for nearly fifteen years. These beams have been subject to accelerated deterioration and represent the potential severity of the ongoing ASR/DEF distress within the dapped end regions of the in-service trapezoidal box beams. The results from five load tests, corresponding strut-and-tie models, and forensic investigation are used to provide insights into the relationship between the severity of the deterioration and the capacity margin. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor), Jirsa, James O. (committee member).
Larson, Nancy Anne, 1986-. "Structural performance of ASR/DEF damaged prestressed concrete trapezoidal box beams with dapped ends." 2010. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/ETD-UT-2010-08-1791.
Larson, Nancy Anne, 1986-. "Structural performance of ASR/DEF damaged prestressed concrete trapezoidal box beams with dapped ends." 2010. Web. 20 Apr 2019.
Larson, Nancy Anne 1. Structural performance of ASR/DEF damaged prestressed concrete trapezoidal box beams with dapped ends. [Internet] [Thesis]. University of Texas – Austin; 2010. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/ETD-UT-2010-08-1791.
12. Neuhausen, Alissa. Tensile behavior of expansion and undercut anchors in concrete affected by alkali-silica reaction.
▼ This thesis addresses the tensile capacity and load-deflection behavior of wedge-type expansion and undercut anchors in concrete affected by alkali-silica reaction (ASR). ASR is a chemical reaction that occurs between alkalis in the cement and silica in the aggregates. The reaction occurs with the presence of moisture, forming a gel which expands and causes micro-cracking in the concrete. Researchers conducted 85 static unconfined tensile tests on control and ASR-affected specimens. The results indicate that anchors in concrete cracked due to ASR perform like anchors in concrete cracked due to other mechanisms. Up to a threshold value of the Comprehensive Crack Index (CCI) of at least 1.5 mm/m, all cracking, regardless of cause, has the same effect on the tensile breakout capacity of mechanical and undercut anchors. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor), Eaton, David J. (advisor).
Neuhausen, Alissa. "Tensile behavior of expansion and undercut anchors in concrete affected by alkali-silica reaction." 2014. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/26186.
Neuhausen, Alissa. "Tensile behavior of expansion and undercut anchors in concrete affected by alkali-silica reaction." 2014. Web. 20 Apr 2019.
Neuhausen A. Tensile behavior of expansion and undercut anchors in concrete affected by alkali-silica reaction. [Internet] [Thesis]. University of Texas – Austin; 2014. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/26186.
13. Moore, Andrew Michael, 1984-. Shear behavior of spliced post-tensioned girders.
▼ By its nature a spliced girder must contain a number of post tensioning tendons throughout its length. The focus of the experimental program described in this dissertation is the evaluation of the strength and serviceability of post-tensioned girders loaded in shear, and, more specifically, how a post-tensioning duct located in the web of a girder affects the shear transfer mechanism of a bulb-tee cross-section. Due to the limited number of tests in the literature conducted on full-scale post-tensioned girders, eleven shear tests were performed on seven prestressed concrete bulb-tee girder specimens. Of these tests, ten were conducted on specimens that contained a post-tensioning duct within their web and additional pretensioning reinforcement in their bottom and top flanges. The remaining shear test was conducted on a control specimen that did not have a post-tensioning tendon but contained the same pretensioning reinforcement as the post-tensioned girder specimens. The behavioral characteristics of these eleven test specimens at service level shear forces and at their ultimate shear strengths were evaluated in regards to five primary experimental variables: (i) the presence of a post-tensioning duct, (ii) post-tensioning duct material (plastic or steel), (iii) web-width, (iv) duct diameter, and (v) the transverse reinforcement ratio. The findings of this experimental study are described in detail within this dissertation, but can be summarized by the following two points. (i) No differences were observed in the ultimate or service level shear behavior in girders containing plastic grouted ducts when compared to those containing steel grouted ducts and (ii) The current procedure of reducing the effective web width to account for the presence of a post-tensioning duct is ineffective because it addresses the incorrect shear transfer mechanism. A method that correctly addresses the reduction in shear strength due to the presence of a post-tensioning duct was developed and verified using the tests performed during this experimental program and tests reported in the literature. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor), Ghannoum, Wassim M. (advisor).
Moore, Andrew Michael, 1984-. "Shear behavior of spliced post-tensioned girders." 2014. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/26882.
Moore, Andrew Michael, 1984-. "Shear behavior of spliced post-tensioned girders." 2014. Web. 20 Apr 2019.
Moore, Andrew Michael 1. Shear behavior of spliced post-tensioned girders. [Internet] [Thesis]. University of Texas – Austin; 2014. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/26882.
14. Dassow, Nicholas Alan. Effect of uniform load on the shear strength of slender beams without shear reinforcement.
▼ Previous studies have shown that a uniform distribution of load may increase the shear strength of a slender member by as much as 40 percent (Leonhardt and Walther 1964). The increase of shear strength is potentially due to clamping stresses induced from the uniform load, although a mathematical equation to quantify the effect of clamping stress in slender uniformly loaded members has yet to be derived (Acevedo et al. 2009). Only a small percentage of all shear tests on slender specimens without shear reinforcement were completed with uniform load. Additionally, the majority of uniform load data consists of specimens with small specimen depths (d) and large longitudinal reinforcement ratios (ρ). Six shear tests on specimens without shear reinforcement were completed at the University of Texas at Austin. Three of the six specimens were subjected to concentrated load, and the remaining three companion specimens were loaded uniformly. These specimens are among the deepest slender members without shear reinforcement that have ever been tested under a uniform load distribution. Importantly, the ratio of maximum shear to maximum moment was maintained between concentrated and uniform load tests which ensures directly comparable tests results. The experimental results were shown to be influenced by load distribution. Uniformly loaded specimens had an average increase in first diagonal cracking shear capacity of 17 percent with a range of increase between 10 and 23 percent when compared with specimens subjected to concentrated loads. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor), Hrynyk, Trevor (committee member).
Dassow, Nicholas Alan. "Effect of uniform load on the shear strength of slender beams without shear reinforcement." 2014. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/31760.
Dassow, Nicholas Alan. "Effect of uniform load on the shear strength of slender beams without shear reinforcement." 2014. Web. 20 Apr 2019.
Dassow NA. Effect of uniform load on the shear strength of slender beams without shear reinforcement. [Internet] [Thesis]. University of Texas – Austin; 2014. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/31760.
15. Klein, Joseph Robert. Behavior of slender beams without stirrups: effects of load distribution and member depth.
▼ Though uniform loading is common in structures, the vast majority of all shear strength tests on slender reinforced concrete members without stirrups have been performed using concentrated loading. Furthermore, the uniform load tests that have been conducted typically involve members with smaller specimen depths (d) and larger reinforcement ratios (ρ) than are commonly used in practice. Previous studies usually agree that a noticeable increase in shear strength can be expected when a specimen is subjected to uniform loading as opposed to concentrated loading. Six shear tests were performed on four slender beams without stirrups at The University of Texas at Austin. Two of the specimens had approximately double the effective depth (d) as the other two. For a given depth, two concentrated load tests were carried out on either end of one specimen, and one uniform load test was carried out on the second specimen. Thus, four reinforced concrete beams were used to perform a total of four concentrated load tests and two uniform load tests, with the objective of determining the influence of load distribution as member depth (d) increases. To ensure that a direct comparison could be made between each load distribution, the ratio between maximum bending moment and maximum shear force was maintained for all tests. Additionally, to provide consistency with typical design practice, the reinforcement ratio (ρ) was selected to match that of a typical beam. The experimental results presented an influence of load distribution opposite to that of previous studies, with a range of increase in shear strength at first diagonal cracking of concentrated load tests of -16 to 50 percent, with an average increase of 18 percent, over uniform load tests. Additionally, the tests with smaller effective depths (d) saw a percent increase in shear strength of 31 to 68 percent, with an average increase of 50 percent, over tests with larger effective depths (d). Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor), Hrynyk, Trevor D (committee member).
Klein, Joseph Robert. "Behavior of slender beams without stirrups: effects of load distribution and member depth." 2015. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/34061.
Klein, Joseph Robert. "Behavior of slender beams without stirrups: effects of load distribution and member depth." 2015. Web. 20 Apr 2019.
Klein JR. Behavior of slender beams without stirrups: effects of load distribution and member depth. [Internet] [Thesis]. University of Texas – Austin; 2015. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/34061.
16. Beiter, Katelyn Sean. Retrofit of deficient lap splice with post-installed anchors.
▼ As concrete infrastructure ages or is re-purposed, there is an increasing need for efficient retrofit solutions, with deficient lap splices being one of many research areas. A possible method to increase the capacity of deficient lap splices is to use post-installed undercut anchors. These anchors function as active confinement in the splice region, potentially allowing members with inadequate lap splice lengths to reach the required design capacity. The solution presented in this thesis requires access to only one face of the reinforced concrete specimen, which could facilitate implementation on existing structures. However, limited research has been done on the use of post-installed anchors as a retrofit strategy for lap splices, and previous research on the retrofit of deficient lap splices has focused primarily on the use of either carbon fiber or metal jackets. To evaluate the capabilities of this retrofit solution, four large-scale tests on beam specimens have been completed at The University of Texas at Austin. The first specimen tested contained the full lap splice length as required by ACI 318-71 provisions, while in the other three, only half of that lap splice length was provided. The specimen with the full lap splice length was tested as a control specimen and one of the specimens with half the lap splice length was tested without a retrofit to determine baseline behavior. These tests formed the basis to evaluate the effectiveness of the retrofit techniques implemented on the other two specimens. Results from these tests indicated that post-installed anchors could enhance both the strength and ductility of members with deficient lap splices, but the enhanced members demonstrated limited ductility. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor), Hrynyk, Trevor D (committee member).
Beiter, Katelyn Sean. "Retrofit of deficient lap splice with post-installed anchors." 2015. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/34256.
Beiter, Katelyn Sean. "Retrofit of deficient lap splice with post-installed anchors." 2015. Web. 20 Apr 2019.
Beiter KS. Retrofit of deficient lap splice with post-installed anchors. [Internet] [Thesis]. University of Texas – Austin; 2015. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/34256.
17. -1586-5843. Inclined shear reinforcement in reinforced concrete slab-column connections.
▼ Reinforced concrete flat slabs are widely used in modern infrastructure. Due to their comparatively simple construction, flat slabs have become especially prevalent in mid- to high-rise buildings. The performance of slab-column connections has been critically studied over the last several decades by researchers aiming to better understand the behavior of flat slabs subjected to punching shear loading conditions. As a result, the use of slab shear reinforcement has emerged as a practical strategy to improve both the strength and ductility of reinforced concrete flat slabs. The primary objective of this research study was to investigate the behavior of reinforced concrete slab-column connections employing a novel shear reinforcement system consisting of inclined deformed steel reinforcing bars. Results are presented from an experimental program conducted at the Ferguson Structural Engineering Laboratory of The University of Texas at Austin. The results show that a premature failure attributed to inadequate shear reinforcement anchorage controlled the performance of the strengthened slabs. Lastly, a study of the bond stress development in the slab shear reinforcement was carried out to investigate whether this anchorage-driven failure can be captured using different provisions currently available for the assessment of reinforced concrete flat slabs. Advisors/Committee Members: Hrynyk, Trevor (advisor), Bayrak, Oguzhan, 1969- (advisor).
-1586-5843. "Inclined shear reinforcement in reinforced concrete slab-column connections." 2016. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/39061.
-1586-5843. "Inclined shear reinforcement in reinforced concrete slab-column connections." 2016. Web. 20 Apr 2019.
-1586-5843. Inclined shear reinforcement in reinforced concrete slab-column connections. [Internet] [Thesis]. University of Texas – Austin; 2016. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/39061.
18. Dondrea III, Anthony Louis. Undercut and grouted anchors as post-installed shear reinforcement.
▼ The need for conservation in engineering has become apparent in the past several decades as a result of resource depletion, aging infrastructures, and diminishing real estate. In addition, many structures see increased loads due to building re-purposing; others simply do not meet the demands of modern code provisions. As a result, techniques to retrofit existing buildings are becoming increasingly important. This thesis investigates the use of post-installed undercut and grouted (rods grouted in place) anchors for strengthening reinforced concrete beams in shear. These techniques are especially useful when access to members requiring retrofit is limited. Experimental results are compared to the ACI-DAfStb shear database19,20 and to American Structural Design Code provisions. The results indicate that high strength anchors can effectively strengthen beams and achieve equivalent or greater deformation and load capacity as traditionally reinforced elements. However, precautions should be taken to avoid alternate anchor failure modes; a designer should validate that anchor yield can be achieved, or account for the possibility that post-installed anchors will not yield. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor), Hrynyyk, Trevor (committee member).
Dondrea III, Anthony Louis. "Undercut and grouted anchors as post-installed shear reinforcement." 2014. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/40938.
Dondrea III, Anthony Louis. "Undercut and grouted anchors as post-installed shear reinforcement." 2014. Web. 20 Apr 2019.
Dondrea III AL. Undercut and grouted anchors as post-installed shear reinforcement. [Internet] [Thesis]. University of Texas – Austin; 2014. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/40938.
19. Allford, Morgan Therese. Expansion behavior of reinforced concrete elements due to alkali-silica reaction.
▼ The influence of reinforcement on the development and distribution of multiaxial expansions in reinforced concrete elements due to alkali-silica reaction (ASR) requires further research. Understanding how passive restraint provided by reinforcement in a given direction may simultaneously affect expansions in that direction as well as in other reinforced or unreinforced directions is important for assessment of ASR-affected structures. Few experimental studies to date have endeavored to monitor expansions in more than one direction for field-scale reinforced concrete specimens. A parametric study at The University of Texas at Austin was conducted in which thirty-three 19 in. reinforced concrete cubes were fabricated and monitored for ongoing ASR expansions. The cubes had variable uniaxial, biaxial, and triaxial reinforcement layouts and ratios. Three concrete mixtures of varying reactivity, controlled by altering the types of coarse and fine aggregate, were used. The cubes were conditioned in an outdoor, climate-monitored environmental facility and were regularly measured in three orthogonal directions to track expansions. The expansions monitored physically corresponded to micro- and macro-cracks that form due to ASR. The specimens exhibited typical surface cracking due to ASR. Random "map cracking" occurred on the surfaces of the triaxially restrained and unreinforced specimens. Large, discrete surface cracks formed between layers of reinforcement for the uniaxially and biaxially restrained specimens as the specimens expanded in the unreinforced directions. Cylinder tests were performed over the course of the program to gauge material property degradation due to ASR-induced expansions; however, due to the small size and fluctuating conditioning of the cylinders the results from these tests were not considered representative of the material property degradation associated with the cube specimens. Prism expansion monitoring was used to predict the free expansion potential of the cube specimens under idealized ASR conditioning. However, much like with mechanical property degradation, the small size and differential conditioning of the prisms limited effective correlation of prism expansions to cube specimen expansions. This study primarily focused on the development of ASR-induced reinforced concrete expansions over time. Cubes fabricated from the three mixes exhibited variable expansions due to the different reactivities of the coarse and fine aggregates; however, the use of different mixes did not change the overall axial expansion distribution trends documented across all specimens. Expansions in unreinforced directions exceeded those of the reinforced directions in all specimens. The rate of expansion of the reinforced directions of the uniaxially and biaxially restrained specimens was reduced once the expansion of the restrained axes reached and exceeded the steel yield strain. The unreinforced and triaxially reinforced specimens exhibited similar proportional axial expansions in all directions; however, the… Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor), Hrynyk, Trevor (committee member).
Allford, Morgan Therese. "Expansion behavior of reinforced concrete elements due to alkali-silica reaction." 2016. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/41645.
Allford, Morgan Therese. "Expansion behavior of reinforced concrete elements due to alkali-silica reaction." 2016. Web. 20 Apr 2019.
Allford MT. Expansion behavior of reinforced concrete elements due to alkali-silica reaction. [Internet] [Thesis]. University of Texas – Austin; 2016. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/41645.
20. Nakamura, Eisuke. Shear database for prestressed concrete members.
▼ Development of shear databases attracted a great deal of attention in the shear research community within the last decade. Although a few shear databases have already been developed by several research groups, there is no comprehensive shear database that is focused on prestressed concrete members. This thesis aims to develop a shear database for prestressed concrete members with an intensive literature review. This literature review resulted in a database that contained a total of 1,696 tests reported in North America, Japan, and Europe from 1954 to 2010. The database was used to evaluate shear design provisions available in North America, Japan, and Europe. The variations in measured versus calculated shear strength using twelve shear design equations were analyzed. The analysis results indicated that design expressions based on the Modified Compression Filed Theory (MCFT) produced the best performance to estimate the shear strength of prestressed concrete members with sufficient shear reinforcement. The MCFT-based design expressions, however, provided unconservative strength estimations for members that failed in shear but exhibited signs of horizontal shear damage and/or anchorage zone distress. The ACI 318-08 detailed method was found to be less conservative than the MCFT-based design expressions. Additionally, on the basis of a careful examination of test results included in the database, a new limit for the minimum shear reinforcement was proposed. The database was also used to investigate the shear behavior of prestressed concrete members. This investigation revealed that there was no evidence of size effect in the shear strength of prestressed concrete members with sufficient shear reinforcement. Additionally, it was found that prestress force and shear reinforcement increased the shear strength although there was an upper limit on the effectiveness of shear reinforcement. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor), Jirsa, James O. (committee member).
Nakamura, Eisuke. "Shear database for prestressed concrete members." 2011. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/ETD-UT-2011-05-3499.
Nakamura, Eisuke. "Shear database for prestressed concrete members." 2011. Web. 20 Apr 2019.
Nakamura E. Shear database for prestressed concrete members. [Internet] [Thesis]. University of Texas – Austin; 2011. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/ETD-UT-2011-05-3499.
21. Williams, Christopher Scott. Strut-and-tie model design examples for bridge.
▼ Strut-and-tie modeling (STM) is a versatile, lower-bound (i.e. conservative) design method for reinforced concrete structural components. Uncertainty expressed by engineers related to the implementation of existing STM code specifications as well as a growing inventory of distressed in-service bent caps exhibiting diagonal cracking was the impetus for the Texas Department of Transportation (TxDOT) to fund research project 0-5253, D-Region Strength and Serviceability Design, and the current implementation project (5-5253-01). As part of these projects, simple, accurate STM specifications were developed. This thesis acts as a guidebook for application of the proposed specifications and is intended to clarify any remaining uncertainties associated with strut-and-tie modeling. A series of five detailed design examples feature the application of the STM specifications. A brief overview of each design example is provided below. The examples are prefaced with a review of the theoretical background and fundamental design process of STM (Chapter 2). • Example 1: Five-Column Bent Cap of a Skewed Bridge - This design example serves as an introduction to the application of STM. Challenges are introduced by the bridge's skew and complicated loading pattern. A clear procedure for defining relatively complex nodal geometries is presented. • Example 2: Cantilever Bent Cap - A strut-and-tie model is developed to represent the flow of forces around a frame corner subjected to closing loads. The design and detailing of a curved-bar node at the outside of the frame corner is described. • Example 3a: Inverted-T Straddle Bent Cap (Moment Frame) - An inverted-T straddle bent cap is modeled as a component within a moment frame. Bottom-chord (ledge) loading of the inverted-T necessitates the use of local STMs to model the flow of forces through the bent cap's cross section. • Example 3b: Inverted-T Straddle Bent Cap (Simply Supported) - The inverted-T bent cap of Example 3a is designed as a member that is simply supported at the columns. • Example 4: Drilled-Shaft Footing - Three-dimensional STMs are developed to properly model the flow of forces through a deep drilled-shaft footing. Two unique load cases are considered to familiarize the designer with the development of such models. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor), Ghannoum, Wassim M. (committee member).
Williams, Christopher Scott. "Strut-and-tie model design examples for bridge." 2011. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/ETD-UT-2011-12-4661.
Williams, Christopher Scott. "Strut-and-tie model design examples for bridge." 2011. Web. 20 Apr 2019.
Williams CS. Strut-and-tie model design examples for bridge. [Internet] [Thesis]. University of Texas – Austin; 2011. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/ETD-UT-2011-12-4661.
22. Zaborac, Jarrod Robert. Crack-based damage assessment of in-service reinforced concrete bridge members.
▼ Reinforced concrete bridge infrastructure is typically evaluated based on visually observed cracking/damage. However, traditional inspection procedures typically provide little-to-no insight into the remaining capacity of the inspected member. Although more rigorous methods have been proposed in the literature that offer quantitative insight into a structure's health (with various levels of success), no procedure has been widely adopted. Furthermore, many of these proposed procedures have not been validated by experimental data. Experimental visual crack data were collected into a database to provide researchers and practitioners a means of developing and evaluating crack-based shear strength assessment procedures. The database has an emphasis on members which are similar in detail or scale to typical bridge elements. The database was subsequently used to evaluate a proposed mechanics-based damage assessment procedure based on an inverse solution of the modified compression field theory. In addition to visually observed crack characteristics (e.g., crack width and inclination), the proposed procedure relies upon basic material properties and design details. Average load proportions are estimated as a part of the procedure, therefore actual loading conditions (e.g., M/V∙d ratio for a beam) need not be known to calculate an estimate of an element's residual capacity. Results from 420 analyses on beams from three experimental programs carried-out with the procedure show the potential of a mechanics-based procedure for the crack-based shear strength assessment of reinforced concrete bridge members. The average predicted-to-experimental ratio for normalized shear strength (i.e., capacity-in-use) was reasonable for two of the experimental series (0.98 – 1.17); however, results from the third group of beams trended much more conservatively (average predicted-to-experiment ratio of 1.43). Overall, the procedure is relatively simple and general in its application and shows promise as an evaluation tool. Advisors/Committee Members: Hrynyk, Trevor (advisor), Bayrak, Oguzhan (committee member).
Zaborac, Jarrod Robert. "Crack-based damage assessment of in-service reinforced concrete bridge members." 2017. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/63549.
Zaborac, Jarrod Robert. "Crack-based damage assessment of in-service reinforced concrete bridge members." 2017. Web. 20 Apr 2019.
Zaborac JR. Crack-based damage assessment of in-service reinforced concrete bridge members. [Internet] [Thesis]. University of Texas – Austin; 2017. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/63549.
23. Huaco Cárdenas, Guillermo David. Quality control test for carbon fiber reinforced polymer (CFRP) anchors for rehabilitation.
▼ Different strategies can be used to repair, rehabilitate and strengthen existing structures. Techniques based on Fiber Reinforced Polymer (FRP) materials appear to be innovative alternatives to traditional solutions because of their high tensile strength, light, weight, and ease of installation. One of the most common and useful FRPs is Carbon Fiber Reinforced Polymer (CFRP) used in sheets and anchors attached on the concrete surface to strengthen the section through addition of tensile capacity. The purpose of this study was develop a technique for assesses the strength of anchors for quality control purpose. However, to transfer tensile capacity to a concrete surface, the sheets are bonded to the surface with epoxy adhesive. As tension increase, CFRP sheets lose adherence of the epoxy from the concrete surface and finally debond. To avoid this failure, CFRP anchors are applied in addition at the epoxy. The CFRP anchors allow the CFRP sheets to utilize their full tensile capacity and maximize the material efficiency of the CFRP retrofit. The number and size of anchors play a critical role. However the capacity of CFRP anchors has not been investigated extendedly. A methodology for assessing the quality of CFRP anchors was developed using plain concrete beams and reinforced externally with CFRP sheets attached with epoxy and CFRP anchors. Applying load to the beam, allowed the development a tensile force in the CFRP sheets and a shear force on the CFRP anchors. The shear forces in the CFRP anchors were defined by the load applied to the beam and compared with forces based on measured stress in CFRP sheets. Advisors/Committee Members: Jirsa, J. O. (James Otis) (advisor), Bayrak, Oguzhan (committee member).
Huaco Cárdenas, Guillermo David. "Quality control test for carbon fiber reinforced polymer (CFRP) anchors for rehabilitation." 2009. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/ETD-UT-2009-12-688.
Huaco Cárdenas, Guillermo David. "Quality control test for carbon fiber reinforced polymer (CFRP) anchors for rehabilitation." 2009. Web. 20 Apr 2019.
Huaco Cárdenas GD. Quality control test for carbon fiber reinforced polymer (CFRP) anchors for rehabilitation. [Internet] [Thesis]. University of Texas – Austin; 2009. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/ETD-UT-2009-12-688.
24. Foster, Stephen Wroe, 1986-. Reducing top mat reinforcement in bridge decks.
▼ The Texas Department of Transportation (TxDOT) uses precast, prestressed concrete panels (PCPs) as stay-in-place formwork for most bridges built in Texas. The PCPs are placed on the top flanges of adjacent girders and topped with a 4-in. cast-in-place (CIP) slab. This thesis is directed towards identifying and quantifying the serviceability implications of reducing the deck reinforcement across the interior spans of CIP-PCP decks. The goal of this research is to understand how the PCPs influence cracking and crack control in the CIP slab and to make recommendations to optimize the top mat reinforcement accordingly. Several tests were conducted to evaluate the performance of different top mat reinforcement arrangements for ability to control crack widths across PCP joints. The longitudinal reinforcement was tested using a constant bending moment test, a point load test, and several direct tension tests. Because of difficulty with the CIP-PCP interface during the longitudinal tests, direct tension tests of the CIP slab only were used to compare the transverse reinforcement alternatives. Prior to testing, various top mat design alternatives were evaluated through pre-test calculations for crack widths. Standard reinforcing bars and welded wire reinforcement were considered for the design alternatives. During this study, it was found that the tensile strength of the CIP slab is critical to controlling transverse crack widths. The CIP-PCP interface is difficult to simulate in the laboratory because of inherent eccentricities that result from the test specimen geometry and loading conditions. Furthermore, the constraint and boundary conditions of CIP-PCP bridge decks are difficult to simulate in the laboratory. Based on the results of this testing program, it seems imprudent to reduce the longitudinal reinforcement across the interior spans of CIP-PCP decks. The transverse reinforcement, however, may be reduced using welded wire reinforcement across the interior spans of CIP-PCP decks without compromising longitudinal crack width control. A reduced standard reinforcing bar option may also be considered, but a slight increase in longitudinal crack widths should be expected. Advisors/Committee Members: Jirsa, J. O. (James Otis) (advisor), Bayrak, Oguzhan (committee member).
Foster, Stephen Wroe, 1986-. "Reducing top mat reinforcement in bridge decks." 2010. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/ETD-UT-2010-05-928.
Foster, Stephen Wroe, 1986-. "Reducing top mat reinforcement in bridge decks." 2010. Web. 20 Apr 2019.
Foster, Stephen Wroe 1. Reducing top mat reinforcement in bridge decks. [Internet] [Thesis]. University of Texas – Austin; 2010. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/ETD-UT-2010-05-928.
25. Garber, David Benjamin. Effect of new prestress loss estimation procedure on precast, pretensioned bridge girders.
▼ The prestress loss estimation provision in the AASHTO LRFD Bridge Design Specifications was recalibrated in 2005 to be more accurate for "high-strength [conventional] concrete." Greater accuracy may imply less conservatism, the result of which may be flexural cracking of beams under service loads. Concern with a potential lack of conservatism and the degree of complexity of these recalibrated prestress loss estimation provisions prompted the investigation to be discussed in this dissertation. The primary objectives of this investigation were: (1) to assess the conservatism and accuracy of the current prestress loss provisions, (2) to identify the benefits and weaknesses of using the AASHTO LRFD 2004 and 2005 prestress loss provisions, and (3) to make recommendations to simplify the current provisions. These objectives were accomplished through (1) the fabrication, conditioning, and testing of 30 field-representative girders, (2) the assembly and analysis of a prestress loss database unmatched in size and diversity when compared with previously assembled databases, and (3) a parametric study investigating the design implications and sensitivity of the current loss provisions. Based on the database evaluation coupled with the experimental results, it was revealed that the use of the AASHTO LRFD 2005 prestress loss provisions resulted in underestimation of the prestress loss in nearly half of all cases. A loss estimation procedure was developed based on the AASHTO LRFD 2005 provisions to greatly simplify the procedure and provide a reasonable level of conservatism. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor).
Garber, David Benjamin. "Effect of new prestress loss estimation procedure on precast, pretensioned bridge girders." 2014. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/24899.
Garber, David Benjamin. "Effect of new prestress loss estimation procedure on precast, pretensioned bridge girders." 2014. Web. 20 Apr 2019.
Garber DB. Effect of new prestress loss estimation procedure on precast, pretensioned bridge girders. [Internet] [Thesis]. University of Texas – Austin; 2014. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/24899.
26. Gallardo Méndez, José Manuel. Model of strain-related prestress losses in pretensioned simply supported bridge girders.
▼ Prestressed concrete construction relies on the application of compressive stresses to concrete elements. The prestressing force is typically applied through the tensioning of strands that react against the concrete and induce compression in the concrete. Loss of prestress is the decrease of this pre-applied stress. The conservative estimation of the prestress losses is imperative to prevent undesired cracking of the prestressed element under service loads. A large fraction of the prestress losses is a consequence of concrete deformations. This fraction of the losses can be identified as strain-related losses, and these occur due to instantaneous elastic shortening, and time-dependent creep and shrinkage. Creep and shrinkage of concrete depend on many factors that are extremely variable within concrete structures. The time-dependent behavior of concrete is not well-understood, but recent findings in the topics of concrete creep and shrinkage provide a better understanding of the underlying mechanisms affecting the nature of these two phenomena. However, current design practices and prestress loss estimation methods do not reflect the state-of-the-art knowledge regarding creep and shrinkage. The main objective of this dissertation was the study and estimation of strain-related prestress losses in simply supported pretensioned bridge girders. Simply supported pretensioned girders are widely designed, produced and frequently used in bridge construction. Due to this common use, pretensioned concrete bridge girders has become fairly standardized elements, which results in a reduced variability in the behavior of pretensioned bridge girders, as compare to that of less standardized concrete structures. Hence, a simplified method was calibrated to estimate prestress losses within pretensioned girders to an adequate level of accuracy. To achieve an acceptable accuracy experimental data from the monitoring of pretensioned simply supported girders was used for the calibration of the method. The accuracy of this simplified method is comparable to that achievable using more elaborate methods developed for generic concrete structures. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor).
Gallardo Méndez, José Manuel. "Model of strain-related prestress losses in pretensioned simply supported bridge girders." 2014. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/24900.
Gallardo Méndez, José Manuel. "Model of strain-related prestress losses in pretensioned simply supported bridge girders." 2014. Web. 20 Apr 2019.
Gallardo Méndez JM. Model of strain-related prestress losses in pretensioned simply supported bridge girders. [Internet] [Thesis]. University of Texas – Austin; 2014. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/24900.
27. Felan, James Oscar. Shear strength and effects of HDPE plastic post-tensioning duct on a prestressed girder.
▼ The goal of the splice girder research project 0-6652 funded by the Texas Department of Transportation is to utilize the full potential of splicing prestressed TX girders continuously. The TX girder family of beams is cost effective alone due to their simple, repetitive fabrication, but to truly optimize their potential would be to span several beams together as one continuous unit. The weight and length restrictions allowed by trucks or barges limit the prestressed beam lengths. Therefore, splicing together prestressed beams becomes the solution to the transporting obstacle. As a result, the prestressed girders will be more competitive to other bridge types such as steel I-girders, steel trapezoidal girders, cable-stayed bridges, and concrete segmental bridges. In fact, a prestressed/post-tensioned concrete bridge is preferred over steel designs in highly corrosive environments such as the coast or in snow regions where de-icing chemicals are used. In comparison, to a segmental box girder bridge, the post-tensioned prestressed bridge has reduced complexity due to fewer segments and the number of reduced joints susceptible to corrosion. The issue that arises with splicing prestressed beams is that in the process of connecting them together an opening must be made to install the post-tensioning (PT) steel strands. The openings are created by installing several steel or plastic circular ducts into the web region. Since the post-tensioning results in a reduction of the concrete web region, a modification is necessary to the shear capacity equation. The experimental study performed at the Ferguson Structural Engineering Laboratory consisted of fabricating and testing two full-scale prestressed Tx46 girders. One girder contained a plastic post-tensioning duct with grout and steel strands installed in the web region. The other beam was a standard Tx46 beam fabricated without a duct. Both beams had a reinforced concrete deck installed with an overhang to model an actual bridge section. Furthermore, the purpose of the standard beam was to serve as a direct comparison to the beam with a duct and determine the actual reduction in shear capacity. The research and findings will include the impact of the plastic duct in the Tx46 compared to the control beam. The failure loads of the test specimens will be compared to the current 2012 AASHTO code predictions for shear design. Also, revisions to the AASHTO code will be recommended if necessary. The primary goal of this research was to improve the design and detailing of the skewed end-blocks commonly used in these beams. As U-beams had been in service for several decades without incident, it was anticipated that there would be little need for change in the design, and the findings of the research would involve a slight tweaking to improve the overall performance. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor).
Felan, James Oscar. "Shear strength and effects of HDPE plastic post-tensioning duct on a prestressed girder." 2013. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/22864.
Felan, James Oscar. "Shear strength and effects of HDPE plastic post-tensioning duct on a prestressed girder." 2013. Web. 20 Apr 2019.
Felan JO. Shear strength and effects of HDPE plastic post-tensioning duct on a prestressed girder. [Internet] [Thesis]. University of Texas – Austin; 2013. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/22864.
28. Tuchscherer, Robin Garrett. Strut-and-tie modeling of reinforced concrete deep beams : experiments and design provisions.
▼ Bridge bents (deep beams) in the State of Texas have experienced diagonal cracking problems with increasing frequency. These field related issues, taken in combination with discrepancies that exist between design provisions for strut and tie modeling (STM), were the impetus for the funding of the current project. The overall objective of the project was to develop safe and consistent design guidelines in regard to both the strength and serviceability of deep beams. In order to accomplish this research objective and related tasks, a database of 868 deep beam tests was assembled from previous research. Inadvertently, many of the beams in this database were considerably smaller, did not contain sufficient information, or contained very little shear reinforcement. As a result, filtering criteria were used to remove 724 tests from the database. The criteria were chosen to consider only beams that represent bent caps designed in the field. In addition to the 144 tests that remained in the database, 34 tests were conducted as part of the current experimental program resulting in 178 total tests available for evaluation purposes. Two additional tests were conducted on beams without shear reinforcement, thus they did not meet the filtering criteria. However, the results from these tests provided valuable information regarding deep beam behavior. Beams that were fabricated and tested as part of the current experimental program ranged in size from, 36"x48", 21"x75", 21"x42", and 21"x23". These tests represent some of the largest deep beam shear tests ever conducted. STM details that were investigated included: (i) the influence that triaxial confinement of the load or support plate has on strength and serviceability performance; and (ii) the influence that multiple stirrup legs distributed across the web has on strength and serviceability performance. Based on the findings of the experimental and analytical program, a new strut-and-tie modeling procedure was proposed for the design of deep beam regions. The procedure is based on an explicitly defined single-panel truss model with non-hydrostatic nodes. An important aspect of the new STM design methodology is that it was comprehensively derived based on all the stress checks that constitute an STM design. Thus, the new method considers every facet of a STM design. The newly proposed STM procedure is simple, more accurate, and more conservative in comparison with the ACI 318-08 and AASHTO LRFD (2008) STM design provisions. As such, the implementation of the new design provisions into ACI 318 and AASHTO LRFD is recommended. Advisors/Committee Members: Bayrak, Oguzhan, 1969- (advisor).
Tuchscherer, Robin Garrett. "Strut-and-tie modeling of reinforced concrete deep beams : experiments and design provisions." 2008. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/29685.
Tuchscherer, Robin Garrett. "Strut-and-tie modeling of reinforced concrete deep beams : experiments and design provisions." 2008. Web. 20 Apr 2019.
Tuchscherer RG. Strut-and-tie modeling of reinforced concrete deep beams : experiments and design provisions. [Internet] [Thesis]. University of Texas – Austin; 2008. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/29685.
29. Bae, Sungjin. Seismic performance of full-scale reinforced concrete columns.
▼ The deformation capacity of a concrete column can be expressed by using different ductility parameters such as curvature ductility, displacement ductility or drift capacity. However, little research has been conducted into the relationship among different ductility parameters. The objectives of this research are (1) to investigate the relationship among various ductility parameters by considering the effects of shear spanto-depth ratio and axial load level and (2) to develop methods and procedures that can be used to estimate the deformation capacity of reinforced concrete columns. Five full-scale reinforced concrete columns were tested at The University of Texas at Austin. Test results indicated that the shear span-to-depth ratio and axial load level were important parameters influencing the relationship among various ductility parameters. Measured plastic hinge lengths of column specimens were also affected by the shear span-to-depth ratio and axial load. The plastic hinge length of concrete columns was investigated by studying the compressive strain profile of the core concrete. An analytical procedure was used to study the effect of various parameters on plastic hinge length. Based on the results of the experiments and a parametric study, a new expression that can be used to estimate plastic hinge lengths was proposed. Two methods that can be used to predict the deformation capacity of reinforced concrete columns were developed. One of these methods can be considered as a state-ofthe-art analytical method, which employs various phenomenological models for confinement of concrete, reinforcing bar buckling, reinforcing bar slip and shear deformations. The other method consists of simple expressions derived by studying the lateral load response of columns as influenced by the P-Δ effect. The use of the rigorous analytical method provided reasonably accurate estimates for the deformation capacity of over one hundred columns tested by various researchers. The use of simple expressions, on the other hand, traced the lower-bound of the measured drift capacities of these columns. The simple expression is recommended for use in performance-based design of reinforced concrete columns. Advisors/Committee Members: Bayrak, Oguzhan (advisor).
Bae, Sungjin. "Seismic performance of full-scale reinforced concrete columns." 2005. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/2386.
Bae, Sungjin. "Seismic performance of full-scale reinforced concrete columns." 2005. Web. 20 Apr 2019.
Bae S. Seismic performance of full-scale reinforced concrete columns. [Internet] [Thesis]. University of Texas – Austin; 2005. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/2386.
30. Widianto. Rehabilitation of reinforced concrete slab-column connections for two-way shear.
▼ Even though a reinforced concrete flat-plate structural system is an economical structural system, it is prone to brittle shear failure at slab-column connections, which may result in the progressive collapse of a building. For that reason, connections with insufficient two-way shear strength may need to be rehabilitated and rehabilitation can be a cost-effective alternative to replacement. This study focused on the rehabilitation of slab-column connections in existing structures built in the mid 20th century. The main objectives of this study were to develop efficient strengthening methods for deficient connections that do not viii satisfy current code requirements and to develop efficient post-earthquake repair methods for connections that experience seismic-damage. Experimental research on seven 2/3-scale interior slab-column connections was conducted to quantify the effects of low flexural reinforcement ratio and earthquake-damage. The efficiency of various rehabilitation techniques on improving the two-way shear strength of connections was also investigated. The test results show that two-way shear strength was sensitive to the slab top reinforcement ratio within the (c+3h) region, where c is the column dimension and h is the slab thickness. The damage induced by lateral displacement cycles up to 1.25% lateral drift did not affect the punching shear capacity of the specimens tested. Three alternatives for repairing and strengthening slab-column connections that were experimentally evaluated are as follows: The first alternative is the installation of steel collars on the column under the slab. In addition to increasing the deformation capacity, the two-way shear strength and the post-punching capacity under gravity loading, the installation of steel collars increased the lateral load capacity and prevented punching shear failure under reversed cyclic lateral loading. The second alternative is the installation of external Carbon Fiber Reinforced Polymers (CFRP) stirrups. The installation of externally installed stirrups increased the deformation capacity and the two-way shear strength. In addition to enlarging the failure surface, which increased the number of flexural reinforcement contributing to the residual capacity following a punching shear ix failure, a tightly knit array of CFRP stirrups helped to prevent stripping out of the tensile flexural reinforcement. For those reasons, the installation of CFRP stirrups was effective to increase the post-punching capacity. And the third alternative is the application of well-anchored CFRP sheets on the tension side of the slab. The application of CFRP sheets increased the flexural capacity of the connection, limited the width of flexural cracks, and therefore increased the two-way shear strength. However, the deformation capacity was reduced. After punching shear failure occurred, the well-anchored CFRP sheets acted as tension bands and allowed the slab to carry substantial shear force through larger deformations. CFRP… Advisors/Committee Members: Bayrak, Oguzhan (advisor).
Widianto. "Rehabilitation of reinforced concrete slab-column connections for two-way shear." 2006. Thesis, University of Texas – Austin. Accessed April 20, 2019. http://hdl.handle.net/2152/2950.
Widianto. "Rehabilitation of reinforced concrete slab-column connections for two-way shear." 2006. Web. 20 Apr 2019.
Widianto. Rehabilitation of reinforced concrete slab-column connections for two-way shear. [Internet] [Thesis]. University of Texas – Austin; 2006. [cited 2019 Apr 20]. Available from: http://hdl.handle.net/2152/2950.


0%66°43°Night - Cloudy. Winds E at 6 to 7 mph (9.7 to 11.3 kph). The overnight low will be 50 °F (10.0 °C).Breezy with a high of 62 °F (16.7 °C). Winds variable at 6 to 18 mph (9.7 to 29.0 kph).
Tonight - Cloudy. Winds E at 6 to 7 mph (9.7 to 11.3 kph). The overnight low will be 50 °F (10.0 °C).
Today - Breezy with a high of 62 °F (16.7 °C). Winds variable at 6 to 18 mph (9.7 to 29.0 kph).


text:
title: Studierbarkeit
aktueller-bearbeiter:
bearbeiterhistorie: Christian Noss, Sebastian Müller
date: 23.02.2017
comment: von Informatik übernommen, Prüfungen müssen nachgezählt werden, da muss auch noch mal rein geschaut werden, kleine Formatierungsfehler korrigiert, aus "FH Köln" "TH Köln" gemacht.
status: fertig
reviewed-von:
---

## Bachelor Medieninformatik

### Zugangsvoraussetzungen
Als Voraussetzung für die Aufnahme eines Bachelorstudiums Medieninformatik wird die Fachhochschulreife oder eine als gleichwertig anerkannte Vorbildung gefordert. Für die nächste Einschreibephase wurde, aufgrund der großen Nachfrage, eine ortliche Zulassungsbeschränkung für alle Informatik Bachelorstudiengänge der Fakultät vereinbart.

### Allgemeine/fachgebundene Hochschulreife, Fachhochschulreife, einschlägige Berufserfahrung
Voraussetzung für den Zugang zum Bachelorstudium ist die Fachhochschulreife oder eine als gleichwertig anerkannte Vorbildung.

### Praktika/Berufserfahrung
keine

### Fremdsprachenkenntnisse, Deutschkenntnisse
Fremdsprachenkenntnisse, die über das Maß der durch den schulischen Abschluss gegebenen Fremdsprachenkenntnisse hinausgehen, sind nicht gefordert. Die Deutschkenntnisse ausländischer Studierender werden i.d.R. durch Ablegen der deutschen Sprachprüfung für den Hochschulzugang (DSH II) oder eine äquivalente Prüfung nachgewiesen; für nähere Informationen sowie Einzelfallregelungen ist das International Office der TH Köln zuständig[^int-office].

### Eignungsfeststellung
Keine

## Master Medieninformatik

Die Einschreibung zum Studium erfolgt bezogen auf den gewünschten Studienschwerpunkt.

### Zugangsvoraussetzungen

Als Voraussetzung für die Aufnahme des Studiums wird der erfolgreiche Abschluss eines Hochschulstudiums in einem Studiengang der Informatik mit dem Mindestabschlussgrad "Bachelor of Science" oder eines anderen einschlägigen Studiengangs gefordert. Ein Studiengang gilt als einschlägig, wenn dieser Studiengang Informatik-Inhalte von mindestens 75 ECTS beinhaltet. Die Entscheidung über die Einschlägigkeit trifft im Zweifel der Prüfungsausschuss.

Studienbewerberinnen und -bewerber, die die Qualifikation nach Absatz 1 besitzen und zusätzlich Kenntnisse und Fähigkeiten auf andere Weise als durch ein Studium erworben haben, sind nach dem Ergebnis der Einstufungsprüfung gem. § 49 Abs. 12 45 HG in einem entsprechenden Abschnitt des Studienganges zum Studium zuzulassen, soweit nicht Regelungen über die Vergabe von Studienplätzen entgegenstehen. Das Nähere regelt die Einstufungsprüfungsordnung der Technischen Hochschule Köln.

### Fremdsprachenkenntnisse, Deutschkenntnisse
Fremdsprachenkenntnisse, die über das Maß der durch den schulischen Abschluss gegebenen Fremdsprachenkenntnisse hinausgehen, sind nicht gefordert. Die Deutschkenntnisse ausländischer Studierender werden i.d.R. durch Ablegen der deutschen Sprachprüfung für den Hochschulzugang (DSH II) oder eine äquivalente Prüfung nachgewiesen; für nähere Informationen sowie Einzelfallregelungen ist das International Office der TH Köln zuständig[^int-office].

## Struktur
Im Anhang sind die Studienverlaufspläne der einzelnen Studiengänge enthalten, für die eine Akkreditierung beantragt wird. Das Studium umfasst im Bachelor jeweils insgesamt 180 ECTS Punkte und 144 Semesterwochenstunden. Dies entspricht durchschnittlich 24 SWS je Semester. Die Inhalte der Module sind in dem entsprechenden Modulhandbuch dargestellt.

Das Masterstudium umfasst 120 ECTS Punkte bei 48 SWS Präsenzzeit, was einer durchschnittlichen Präsenzzeit von 16 SWS pro Semester entspricht.

## Arbeitslast

Die Bachelor- und Masterstudiengänge sind durchgängig mit 30 ECTS-Punkten im Semester durchkalkuliert, was einer Arbeitslast von 900 Stunden pro Semester entspricht. Wenn man ein Semester mit 24 Wochen veranschlagt, wobei die Prüfungszeit und Prüfungsvorbereitung mitgerechnet ist, ergibt sich eine Wochenarbeitszeit von 900 h / 24 = 37,5 Stunden. Eine Veranstaltung mit 5 Creditpoints und 4 SWS, 2 SWS Vorlesung + 2 SWS Übung hat in der Regel einen Arbeitsaufwand von 5 x 30 = 150 Stunden. Bei durchschnittlich 18 Semesterwochen entspricht dies einem Anteil von 2 h x 18 = 36 Stunden Vorlesung, 2 h x 18 = 36 Stunden Übung, also 72 Stunden Präsenzanteil und 78 Stunden Selbststudium inklusive Klausurvorbereitung und Nachbereitung der Präsenzanteile. Dies entspricht in etwa einer Aufteilung der Gesamtzeit in 50% für Präsenzstudium und in 50 % für Selbststudium.

Die Lehrveranstaltungen des Masterstudiengangs sind mit 6 Creditpoints ausgestattet, was bei einem Modul mit 4 SWS einem Verhältnis von 40% für Präsenzstudium und 60 % für Selbststudium entspricht.

## Leistungspunktesystem

Die Module der beantragten Studiengänge werden mit ECTS-Punkten bewertet, um europaweite Vergleichbarkeit gemäß den Bologna-Richtlinien zu ermöglichen.

## Prüfungen

Viele Fachprüfungen der Bachelorstudiengänge, vor allem der Grundlagenfächer, werden in Form einer Klausur angeboten. Bei vielen Pflichtmodulen, den meisten Wahlpflichtfächer und natürlich im Kolloquium zur Bachelorarbeit sind mündliche Prüfungen vorgesehen, die oft durch Referate und Präsentationen unterstützt werden. Die Anzahlen der Modulprüfungen liegen bei den Bachelorstudiengängen zwischen 28 und 30 und sind so über die sechs Semester verteilt, dass es zu keinen Häufungen mit mehr als sechs Prüfungen in einem Semester kommt.

Im Masterstudium ist der Schwerpunkt der Prüfungsformen in Richtung mündlicher Prüfungen, Präsentationen und wissenschaftlicher Ausarbeitungen gelegt. Bei einer Gesamtzahl von 15 Modulprüfungen fallen maximal fünf Prüfungen pro Semester an.

## Studien/Prüfungsordnungen

Die Studien- und Prüfungsordnungen[^pruefungsordnung-bachelor][^pruefungsordnung-master] der laufenden Studiengänge sind dem Anhang dieses Berichts beigefügt. Sie sind außerdem über die Website der Hochschule abrufbar. Der Studienverlaufsplan entspricht der Studienordnung. Nach Zustimmung der Gutachter zu den in den erläuterten Änderungen im Rahmen der Reakkreditierung werden die überarbeiteten Prüfungsordnungen, bzw. Studienverlaufspläne zeitnah vorgelegt.

## Diploma Supplement
Das Diploma Supplement der zur Reakkrediterung beantragten Studiengänge ist im Anhang des Dokuments zu finden.

## Maßnahmen zur Beratung von Studieninteressierten und Studierenden

Die Medieninformatik beteiligt sich an folgenden Veranstaltungen zur Beratung von Studieninteressierten:

Regelmäßig wird im Mai ein "Schnupperstudium" durchgeführt, an dem rund 150 Schüler, teilweise mit ihren Lehrern teilnehmen, um die Hochschule kennen zu lernen.

Das Medieninformatik beteiligt sich regelmäßig mit eigenen Veranstaltungen an dem bundesweit jährlich stattfindenden Girls-Day, an dem rund 50 Schülerinnen speziell für ein Informatik-Studium oder ein ingenieurwissenschaftliches Studium in Gummersbach begeistert werden sollen.

Dazu kommen Laborführungen für Schülergruppen verschiedener Schulen sowie die Präsentation des Campus Gummersbach außerhalb der Hochschule:
- auf der "Overather Ausbildungsbörse",
- der "Ausbildungsbörse Bergneustadt",
- der "Mädchenmesse" des Oberbergischen Kreises,
- dem "Tag der Offenen Tür" des Berufskollegs Dieringhausen (Gummersbach),der "Weiterbildungsmesse Oberberg",
- sowie die Teilnahme an anderen, unregelmäßig durchgeführten Veranstaltungen zur Studien- und Berufswahl.

Das Institut für Informatik beteiligt sich jährlich am "Tag der offenen Tür" der TH-Köln im September und an Informationsveranstaltungen der umliegenden Gymnasien und anderer weiterführender Schulen, die potenzielle Studienanfängerinnen und Studienanfänger an die Qualifizierung für ein Hochschulstudium heranführen. Alle diese Angebote werden sehr gut aufgenommen und sind stark frequentiert.

Darüber hinaus bietet die Medieninformatik einige Veranstaltungen (siehe außercurriculare Maßnahmen) wie den jährlichen Showcase an, um hier auch eine Plattform für Studieninteressierte zu schaffen. Diese Angebote werden gut angenommen.

[^int-office]: Website International Office
[^pruefungsordnung-bachelor]: Prüfungsordnung Medieninformatik Bachelor
[^pruefungsordnung-master]: Prüfungsordnung Medieninformatik Master (Entwurf)

redpajama_set_name: RedPajamaGithub


Very recently FIFA 19 held its beta and held it up high, from the looks of it fans surely have fewer things to be disappointed about, which is a good sign. Also, it is a good time as well to reveal, whatever the fans have gathered from the Beta.
You guys would know that this closed beta was under embargo which as you can see, was not able to stop the images and video from being leaked.
In the leaked videos we have, Jesse Lingard doing the Milly Rock dance, which does seem pretty accurate. Then we have a video that shows Pogba doing the Billy Dance. We can also see that Kylian Mbappé now has his unique, folded arms celebration in the game.
Talking about leaks, very recently FIFA 19 Ultimate team icons got leaked as well, in fact, scratch that even, have you head about the new mode that has recently been spotted? FIFA 19 House Rules mode which actually seems really promising.
Unfortunately little is known about this mode, so EA has yet to reveal what this new House Rules mode is all about. So all of these leaks and rumors add to one thing and one thing only, and that is the hype. The excitement for FIFA 19 is pretty much at its peak since we are only one month away from the final game, there is no stopping to it now.
Having said that let's hope that some of the concerns of the fans get addressed in the final version of the game. Be that as it may, what are your thoughts on FIFA 19 celebration dances? Let us know in the comments below.


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