Relevant bibliographies by topics / Shear strength of unbonded tendons

Academic literature on the topic 'Shear strength of unbonded tendons'

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Published: 10 December 2022
Last updated: 28 January 2023

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Journal articles on the topic "Shear strength of unbonded tendons"

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Dilger, Walter H., and Marwan Shatila. "Shear strength of prestressed concrete edge slab–column connections with and without shear stud reinforcement." Canadian Journal of Civil Engineering 16, no. 6 (December 1, 1989): 807–19. http://dx.doi.org/10.1139/l89-124.

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Results are reported of tests to failure on six full-scale unbonded post-tensioned prestressed concrete slab–edge column specimens. The objective is to study experimentally the strength and behaviour of this type of connections. The variables are quantity and distribution of stud shear reinforcement and length of overhang. The relevant design equations suggested by Dilger and Ghali as well as several models by others for predicting the strength of prestressed concrete slab–edge column connections are compared with test results. It is concluded that the ACI and CSA provisions for predicting the strength of such connections are conservative, and that the presence of stud shear reinforcement is a good means of increasing the strength and ductility of this type of connections. Key words: shear strength, flat slabs, prestressed concrete, unbonded tendons, shear reinforcement, design, ductility.
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Sayed-Ahmed, Ezzeldin Y., Shelley L. Lissel, Gamil Tadros, and Nigel G. Shrive. "Carbon fibre reinforced polymer (CFRP) post-tensioned masonry diaphragm walls: prestressing, behaviour, and design recommendations." Canadian Journal of Civil Engineering 26, no. 3 (June 1, 1999): 324–44. http://dx.doi.org/10.1139/l98-073.

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The use of post-tensioned masonry can lead to economic and elegant structures. A major problem associated with post-tensioning is the corrosion of the steel tendons, especially for unbonded tendons. If carbon fibre reinforced polymer (CFRP) tendons could be used to replace the traditional steel tendons, the corrosion problem would be overcome. However, a number of issues need to be resolved before CFRP tendons can be used comfortably in post-tensioning applications. The first part of this paper deals with a diaphragm wall post-tensioned using CFRP tendons. The post-tensioning procedures are described and the prestress losses occurring in the past 12 months are presented. Results from thermal, flexure, and racking shear tests performed on the wall are reported. The second part of the paper deals with the development of design procedures and equations based on both the test results and the database currently available. The equations presented are specifically for CFRP unbonded post-tensioned masonry diaphragm walls but with appropriate modification could be applied to the design of any CFRP post-tensioned masonry wall. A design example is included.Key words: anchorage system, carbon fibre reinforced polymers, diaphragm walls, flexural strength, masonry walls, prestress losses, prestressed masonry, post-tensioning, shear strength, thermal loads.
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Lissel, Shelley L., Nigel G. Shrive, and Adrian W. Page. "Shear in plain, bed joint reinforced, and post-tensioned masonry." Canadian Journal of Civil Engineering 27, no. 5 (October 1, 2000): 1021–30. http://dx.doi.org/10.1139/l00-057.

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Masonry is cost competitive on a life cycle basis with other forms of construction, and should therefore be considered as a structural material more frequently by both architects and engineers. Post-tensioned geometric sections of masonry are structurally efficient wall systems. Post-tensioning with carbon fibre reinforced polymer (CFRP) is an attractive solution to potential corrosion problems with unbonded tendons. Tests on CFRP post-tensioned diaphragm walls have revealed that shear strength in prestressed masonry is an area deserving more study and improvement. The tests also showed that the bonding pattern of the masonry at the web-flange junction can have a substantial effect on the resulting strength of that connection. A test series to evaluate the effects of prestress force and bed reinforcement on shear strength has been carried out and a summary of the results is presented here. Tests to determine the effect of bonding pattern on the strength of the web-flange connection have also been conducted.Key words: post-tensioning, masonry, shear, FRP tendons, corrosion-free.
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Lissel, S. L., N. G. Shrive, and J. Gilliland. "Design of carbon fibre reinforced polymer post-tensioned masonry diaphragm retaining walls." Canadian Journal of Civil Engineering 32, no. 3 (June 1, 2005): 579–94. http://dx.doi.org/10.1139/l05-008.

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Two masonry diaphragm retaining walls were constructed on the University of Calgary campus and post-tensioned with carbon fibre reinforced polymer (CFRP) tendons. As these are the first masonry diaphragm walls post-tensioned with CFRP tendons outside of a laboratory, one objective in the design was to provide a wide margin of safety, especially concerning the effective, or sustained, prestressing force and losses. The tendons are unbonded, so guidance chairs were placed during construction to meet the requirements of the clauses expected in the next edition of the Canadian masonry design code. Research has shown that the strength of masonry to resist shear in the webs is enhanced by the normal stress induced by post-tensioning, so this was used in the design. The webs of the walls interlock with the flanges, imposing restrictions on the spacing of the webs. A centre-to-centre spacing of 500 mm was selected, with one tendon per cavity. The design of the walls and capping beams is detailed, and the construction sequence and monitoring program are described briefly. Key words: post-tensioning, masonry, retaining walls, design, FRP tendons, corrosion free
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Wang, H. L., S. W. Liu, and Z. Zhang. "Seismic Performance and Effects of Different Joint Shapes for Unbonded Precast Segmental Bridge Columns." Journal of Mechanics 32, no. 4 (April 14, 2016): 427–33. http://dx.doi.org/10.1017/jmech.2016.22.

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AbstractTo study the seismic performance and the effects of different joint shapes for unbonded precast segmental bridge columns under low-reversed cyclic loading, two 3-D finite element (FE) models respectively using plane-contact joints and shear resistant joints were established. In the FE models, the mechanical behaviors of concrete and tendons were respectively described by the damage-plastic model and the bilinear model, and the contact criteria was based on Coulomb's Friction. The results of nonlinear time history analysis showed that the deformation of the columns was mainly composed of alternately open-closed joints, and the failure of the column was mainly caused by concrete crush on the bottom segment. Compared with two model's hysteresis loop, backbone curve, ductility and residual deformation, it was found that the column with shear resistant joints had longer stable period of strength, better ductility, and smaller residual displacement than the column with plane-contact joints, so it had better seismic performance.
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Zheng, Wen Zhong, Chong Xi Bai, and Hui Dong Cheng. "Experimental Study on Behaviors of Unbonded Prestressed Concrete Beams Reinforced with CFRP Tendons." Key Engineering Materials 400-402 (October 2008): 567–73. http://dx.doi.org/10.4028/www.scientific.net/kem.400-402.567.

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In order to research behaviors of unbonded prestressed concrete beams reinforced with CFRP tendons, static load experiments on 4 partially prestressed simple beams with unbonded CFRP tendons and 9 two spans partially prestressed concrete continuous beams with unbonded CFRP tendons were performed. Based on the experiment results of simple beams, the law of ultimate stress increment in unbonded CFRP tendons in simple beams was obtained. Based on the experiment results of continuous beams, the law of stress increment in unbonded CFRP tendons in continuous beams was obtained at serviceability state and at strength limit state of bending capacity. The calculation formula of length of equivalent plastic hinge for this kind of continuous beam was presented. The calculation formulas of moment modification coefficient with composite reinforcement index for intermediate support as variable and relative plastic rotation for intermediate support as variable were given respectively.
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Du, Xiu Li, Zuo Hu Wang, and Jing Bo Liu. "Flexural Capacity of Concrete Beams Prestressed with Carbon Fiber Reinforced Polymer (CFRP) Tendons." Advanced Materials Research 168-170 (December 2010): 1353–62. http://dx.doi.org/10.4028/www.scientific.net/amr.168-170.1353.

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Fiber reinforced polymer (FRP), particularly those incorporating carbon fiber (CFRP), has high strength, high stiffness-to-weight ratio and high resistance to corrosion, which shows potential for use as prestressing tendons in corrosive environment. However, concrete beams prestressed with FRP tendons have showed brittle flexural failure due to the elastic rupture of FRP tendons. In order to improve the ductility, a combination of bonded and/or unbonded prestressing tendons was used. Nine prestressed concrete beams were tested up to failure to study the effect of bonded and unbonded FRP tendons on their flexural capacity. Three factors were taken into consideration; the bonding condition of CFRP tendons, the location of CFRP tendons and the prestressing ratio. Also an analytical investigation was carried out to extend some flexural capacity calculation equations to this beam type. The results of the experimental showed that under the same condition, the carrying capacity of concrete beam prestressed with bonded FRP tendons was 20% higher than that of internal unbonded prestressed beam, and was 40% higher than that of external unbonded prestressed beam without deviators. By combination of bonded and unbonded FRP tendons, the ductility of prestressed concrete beams can be improved.
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Lee, Deuck Hang, and Kang Su Kim. "Flexural strength of prestressed concrete members with unbonded tendons." Structural Engineering and Mechanics 38, no. 5 (June 10, 2011): 675–96. http://dx.doi.org/10.12989/sem.2011.38.5.675.

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HAMAHARA, Masayuki, Shoudai KOIKE, and Tsuyoshi FUKUI. "ULTIMATE STRENGTH OF PRECAST CONCRETE MEMBERS ASSEMBLED BY UNBONDED TENDONS." Journal of Structural and Construction Engineering (Transactions of AIJ) 86, no. 789 (November 1, 2021): 1549–57. http://dx.doi.org/10.3130/aijs.86.1549.

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Wei, Ya, Francis T. K. Au, Jing Li, and Neil C. M. Tsang. "Experimental and numerical investigation of post-tensioned concrete flat slabs in fire." Journal of Structural Fire Engineering 7, no. 1 (March 14, 2016): 2–18. http://dx.doi.org/10.1108/jsfe-03-2016-001.

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Purpose This paper aims to understand the structural fire performance of two-way post-tensioned flat slabs, particularly their deformations and load-carrying mechanisms in fire, and to explore the behaviour of post-tensioned high-strength self-compacting concrete flat slabs with unbonded tendons in fire. Design/methodology/approach Four tests of post-tensioned high-strength self-compacting concrete flat slabs were conducted under fire conditions. Numerical modelling using the commercial package ABAQUS was conducted to help interpret the test results. Findings Two of the specimens with lower moisture contents demonstrated excellent fire resistance performance, while the others with slightly higher moisture contents experienced severe concrete spalling. Originality/value The test results were discussed in respect of thermal profiles, deflections, crack patterns and concrete spalling. The performance of post-tensioned high-strength self-compacting concrete flat slabs with unbonded tendons under fire conditions was better understood.
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Dissertations / Theses on the topic "Shear strength of unbonded tendons"

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Chu, Kwong-Yiu. "A study of the deflection and strength of partially prestressed concrete beams with unbonded tendons." Thesis, University of Leeds, 1985. http://etheses.whiterose.ac.uk/184/.

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Fifteen beams with-unbonded tendons consisting of I and rectangular sections with different amounts of prestressed and non-prestressed reinforcement, were tested under short-term and sustained loading and a combination of sustained loading with intermittent short-term cyclic loading(combined loading). Two additional ordinary reinforced concrete beams were tested under combined loading for comparison purposes. Results indicated that a noticeable amount of non-recoverable residual deflection occurred due to the effect of cyclic load. The cause was believed to be non-recoverable creep strain and increased creep rate under cyclic loading. An analytical method was formulated for calculating the short-term deflection of unbonded partially prestressed beams. The deflection was calculated by integration of curvature based on the recommendations of CP110, Appendix A, with certain modification. The computed results agreed well with the experiments. The experimental deflection was also checked against the computed results according to the Model Code and the ACI Code. The former was found to be unconservative for unbonded I-section beams. The ACI Code I-effective formula might require modification of the power in order to produce consistently conservative results. Moreover, the ACI simplified formula for calculating the long-term deflection was unconservative for unbonded beams both for sustained and combined loading. The flexural strength of the test beams was greater than predicted by the CP110, Tam-Pannell and the ACI Code methods mainly due to underestimation of the tendon stress at ultimate moment. The stress in the tendon reached the 0.2% proof stress and the stress in the non-prestressed steel sometimes reached the 2.5% proof stress. The friction between the tendon and the concrete caused localised stress change and hence increased the strength of the unbonded beam significantly.
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Tran, David, and Sebastian Correa. "Inverkan av placering av spännkablar pågenomstansningskapacitet hos armeradebetongplattor." Thesis, KTH, Byggteknik och design, 2018. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-233187.

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På grund av bostadsbristen de senaste åren har byggbranschen varit tvungen att möta den höga efterfrågan på bostäder. Ett sätt att underlätta det tryck som skapats på grund av den höga efterfrågan är att rekonstruera byggnader avsedda för annan användning än bostäder till bostadshus. Ett problem som har uppstått vid ombyggnation av till exempel ett kontorshus som består av spännarmerade pelardäck, är känsligheten för nya hål som krävs för nya installationer som går igenom de efterspända bjälklagen (bestående av betongplattor). Problematiken består av att håltagningar som vanligtvis är lokaliserade nära pelarna måste göras på ett större avstånd från pelaren på grund av de spännkablar som går över och nära plattans pelaranslutning. Efterspända kablar är normalt sett belägna över plattans pelaranslutning enligt dagens dimensioneringsnormer för att bidra till plattornas genomstansningskapacitet.I detta examensarbete undersöktes det om det finns vetenskapligt stöd för att flytta kablarna till en längre distans från pelaren (än vad normerna rekommenderar) med hänsyn till genomstansningskapaciteten, och därmed förenkla vid en potentiell ombyggnation.Huvudsyftet med arbetet var att med hjälp av en litteraturstudie samt beräkningar jämföra ett experiment som utförts av Ghassem Hassanzadeh och Håkan Sundquist vid KTH 1997- 1998 (som visade att kablar på ett längre avstånd från pelaren ger ett visst bidrag till betongplattans genomstansningskapacitet) med dagens normer samt nyare studier. Dagens dimensioneringsnormer inkluderar inte bidraget till kapaciteten när spännkablarna placeras utanför det så kallade grundkontrollsnittet (området som undersöks vid dimensionering enligt normerna).Ett annat syfte med detta examensarbete var att studera och uppdatera de beräknade resultaten (enligt dåtidens normer) från studien. Denna rapport uppdaterar studien genom att undersöka rådande normernas beräknade resultat samt jämföra med liknande tester från andra forskare. Dimensioneringsnormerna som undersöktes var Eurokod 2, ACI 318 och MC2010Som del av litteraturstudien redovisas även en liknande försökserie från Portugal av A. Pinho Ramos, Valter J.G. Lúcio & Duarte M.V Faria samt en sammanställning av olika försök som genomfördes i Schweiz av Clément T, Ramos A.P, Fernández Ruiz M, Muttoni A. Sammanställning i Schweiz beräknade genomstansningskapaciteten för 74 olika plattor där plattorna från försöket vid KTH finns med. Den här studien tyder på att dagens dimensioneringsnormer har en säkerhetsmarginal vid approximationer (vid både normalfall och vid flytt av kablar), men att det fortfarande saknas tillräckliga belägg för att rättfärdiga en flytt av spännkablar.Rapporten är skriven för CBI Betonginstitutet där G. Hassanzadeh har varit handledare.
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Noshiravani, Talayeh. "Shear resistance of concrete girders prestressed with unbonded tendons." 2007. http://link.library.utoronto.ca/eir/EIRdetail.cfm?Resources__ID=452800&T=F.

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WANG, NAN-LONG, and 汪南龍. "Flexural behavior of post-tensioned high strength fly-ash prestressed concrete beams with unbonded tendons." Thesis, 1991. http://ndltd.ncl.edu.tw/handle/80176202839505386196.

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Books on the topic "Shear strength of unbonded tendons"

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Noshiravani, Talayeh. Shear resistance of concrete girders prestressed with unbonded tendons. 2007.

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Book chapters on the topic "Shear strength of unbonded tendons"

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Choy, S. C., Y. L. Wong, and S. L. Chan. "Shear strength of prestressed concrete encased steel beams with bonded tendons." In Advances in Steel Structures (ICASS '02), 543–49. Elsevier, 2002. http://dx.doi.org/10.1016/b978-008044017-0/50063-9.

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Conference papers on the topic "Shear strength of unbonded tendons"

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"HSC Slabs Post-Tensioned with Unbonded Tendons." In SP-167: High-Strength Concrete: An International Perspective. American Concrete Institute, 1997. http://dx.doi.org/10.14359/6292.

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KOWALSKI, D. "Nonlinear Analysis of Beams made of High Strength Concrete Prestressed with Unbonded Tendons." In Terotechnology XII. Materials Research Forum LLC, 2022. http://dx.doi.org/10.21741/9781644902059-12.

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Abstract. The paper presents numerical analysis methods of High-Strength Concrete (HSC) beams prestressed with unbonded tendons. Furthermore, it compares obtained results with experimental data from the literature. Prestressing tendons have been modelled in a discrete form, using one-dimensional finite elements. A temperature drop inflicted prestress force. Contact issues have been considered, i.e. friction and pressure at the interface between the cable and the duct wall. In the work, it was found that it is possible to obtain satisfactory accuracy of results with the model in use. Accurate P-Δ (load-deflection) curves were achieved matching experimental data.
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Zhuo, Saiyang, Teng Tong, Zhao Liu, Xu Wang, and Weiding Zhuo. "Seismic Vulnerability Study of Precast Segmental Piers with Bonded Tendons." In IABSE Congress, Nanjing 2022: Bridges and Structures: Connection, Integration and Harmonisation. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2022. http://dx.doi.org/10.2749/nanjing.2022.1799.

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<p>The widely applications of precast segmental bridge piers in high-seismicity areas are hindered for their insufficient capacities of energy dissipation. In this study, precast segmental piers’ seismic behaviours were investigated, focusing on the connection of “grouted sleeves/bonded tendons”. Four piers were cyclically loaded, of one cast-in-place pier, one precast segmental pier, and two prestressed precast segmental piers. Experimental results showed that bonded tendons apparently enhanced the pier’s lateral strength, ductility, energy dissipation capacity and reducing residual drift. Of particular, bonded tendons prevented the shear-induced slip between the shaft and footing segments. Furthermore, seismic vulnerability assessments of the bridge piers are obtained in terms of fragility curves. Residual drift is adopted to define the limit states. It is suggested that bonded tendons could significantly ameliorate the fragility curves of precast segmental piers.</p>
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Ang, X. F., G. G. Zhang, J. Wei, Z. Chen, and C. C. Wong. "Studies of Temperature and Pressure Dependence in Thermocompression Gold Joints." In ASME 2005 International Mechanical Engineering Congress and Exposition. ASMEDC, 2005. http://dx.doi.org/10.1115/imece2005-79454.

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Low temperature interconnection is a critical component of 3D integration and packaging technology. In this study, we investigate the characteristics of thermocompression metal bonding using gold stud bumps formed on Si die in the temperature range of 100-300 °C and the pressure range of 200–600 g/bump. We observed a critical bonding temperature below which bonding did not occur and above which shear strength improves linearly with bonding temperature. This critical temperature can be interpreted to be the onset of the break-up of organic barrier films while the linear rise in shear strength can be attributed to the increase in the true bonded area. Above this critical temperature, the tensile strength of the Au-Au bond exhibits a maximum with increasing bonding pressure. This can be related to the pressure dependence of the interfacial stress distribution and its effect on unbonded radius, r. SEM fractographs of the failed surfaces suggest a combination of cohesive and adhesive failures along the bonded interface.
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Linderman, Stephen W., Ioannis Kormpakis, Richard H. Gelberman, Victor Birman, Ulrike G. K. Wegst, Stavros Thomopoulos, and Guy M. Genin. "Shear Lag Sutures: Improved Suture Repair Through the Use of Adhesives." In ASME 2016 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2016. http://dx.doi.org/10.1115/imece2016-67522.

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Conventional surgical suture is mechanically limited by the ability of the suture to transfer load to tissue at suture anchor points. Sutures coated with adhesives can improve mechanical load transfer beyond the range of performance of existing suture methods, thereby strengthening orthopaedic repairs and decreasing the risk of failure. The mechanical properties of suitable adhesives were identified using a shear lag model. Examination of the design space for an optimal adhesive demonstrated requirements for strong adhesion and low stiffness to maximize strength. As a proof of concept, cyanoacrylate-coated sutures were used to perform a clinically relevant flexor digitorum profundus tendon repair in cadaver tissue. Even with this non-ideal adhesive, the maximum load resisted by repaired cadaveric canine flexor tendon increased by ∼ 17.0% compared to standard repairs without adhesive. To rapidly assess adhesive binding to tendon, we additionally developed a lap shear test method using bovine deep digital flexor tendons as the adherends. Further study is needed to develop a strongly adherent, compliant adhesive within the optimal design space described by the model.
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Lechner, Johannes, Jürgen Feix, and Robert Hertle. "Strengthening of a City Center Tunnel with Concrete Screw Anchors under Special Boundary Conditions." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.1492.

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<p>The Altstadtring-Tunnel is one of the essential east-west traffic routes in the city center of Munich and was constructed in the late 1960s. Segment 34 of the tunnel was built directly underneath the existing Prince-Carl- Palais, a historic building from 1804. Therefore 15 pre-stressed concrete girders with an effective depth of</p><p>3.5 m and a maximum span of up to 30 m were built which now form the tunnel roof slab. These girders were pre-stressed with steel nowadays well known for stress corrosion cracking. A recalculation of the slab showed that no ductile failure can be guaranteed in case of a progressive rupture of the tendons. Therefore, a concept for strengthening the slab was developed using concrete screw anchors as post installed bending and shear reinforcement. The concrete screw anchors are normally installed as anchoring elements in cracked and non- cracked concrete and are available with diameters up to 22 mm. Developing this concept further, it is straight forward to use these anchoring elements as post-installed reinforcement in existing concrete structures. This new strengthening system was developed at the University of Innsbruck in the last few years and can fulfill the special requirements of this project, such as installation of the strengthening system from underneath the tunnel slab during ongoing use of the structure. High strength steel with diameters of up to 63.5 mm will be used as post-installed bending reinforcement covered with a new shotcrete layer on the underside of the tunnel slab. In total 59.3 tons of new flexural reinforcement and 7199 concrete screws for strengthening the shear capacity of the girders will be used to ensure a ductile failure of the tunnel slab. The on-site work started in March 2019 and is expected to take two years to complete.</p>
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