Shear resistance of concrete girders prestressed with unbonded tendons.
 133 Pages
 2007
 4.36 MB
 6757 Downloads
 English
About the Edition
External posttensioning and reduction of bonded reinforcement in concrete girders eliminate the need for concrete clear cover. Application of highperformance concrete with enhanced strength and ductility allows further reduction of the sectional thicknesses to bare minimums. This optimization, however, necessitates accurate assessment of the state of stress in concrete girders.This thesis presents a truss model describing the shearresistance mechanisms of externally prestressed girders without longitudinal bonded reinforcement. The model shows arching and spreading of compressive stresses. As such, it considers shear failure due to both web compression and diagonal tension. The study consisted of a largescale experiment and nonlinear finite element analysis of the shearcritical behaviour of an externally prestressed girder. Experimental study agreed with the proposed truss model. Finite element modelling procedure must be refined. The proposed model facilitates the synthesis of a sheardesign method for consistent dimensioning of concrete and steel reinforcement in externally prestressed girders.
The Physical Object  

Pagination  133 leaves. 
ID Numbers  
Open Library  OL21218687M 
ISBN 13  9780494272794 
Evaluation of test results and comparison with various sheardesign models show that the shear strength of prestressed beams with unbonded tendons can be determined correctly with a truss model.
Conversely, a tiedarch model is found to achieve inadequate agreement with the experimentally determined shear by: Seismic Resistance of Prestressed Concrete Masonry Shear Walls Share.
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Abstract. An approach for the inplane design of posttensioned concrete masonry (PCM) walls with unbonded tendons is proposed. The concept of PCM walls is briefly presented, followed by a discussion of a method for prediction of the wall inplane forcedisplacement Author: Peter Laursen, Jason Ingham.
26 Design of Concrete Bridge Beams Prestressed with CFRP Systems Prestressed Beams with Unbonded Prestressed CFRP Tendons The design strength of posttensioned beams with unbonded tendons is determined by estimating the stress in the tendon at failure, fp, which is calculated as the summation of the effective prestress, fpe, and the additional.
The Use of Unbonded Tendons for Prestressed Concrete Bridges Filippo Osimani TRITABKN.
Details Shear resistance of concrete girders prestressed with unbonded tendons. PDF
Master ThesisStructural design and bridges external prestressing on shear strength is also presented. outside the bridge girders, tensioned and anchored at their ends.
The external tendons. Abstract. A posttensioned prestressed concrete member may be classified as either bonded or unbonded. In a bonded member cement or epoxy grout is injected into the ducts containing the prestressing tendons, after the desired prestressing force has been applied, to establish bond between the tendons and the : T.
Campbell. Very recently in Japan, a new guideline for seismic performance evaluation in prestressed concrete buildings was established by the Architectural Institute of Japan (AIJ), and it proposes that the shear strength of precast prestressed concrete (PCaPC) beamcolumn joints assembled by posttensioning unbonded tendons—called “unbonded PCaPC.
strength and the shear force capacity. Actually interaction between bending moment (M)andshearforce(V) can have signi cant sidered for prestressed concrete girders, in the case of both bonded and unbonded prestressing tendons.
bridge girders. e fact is that unbonded tendons. A series of 12 shear tests of posttensioned concrete segmental beams with unbonded internal tendons were also performed. The only two fullscale destructive tests performed on precast segmental box girder bridges are: one m span of the Second Stage Expressway (SSE) in Bangkok [11], and one m span of the Bang Na–Bang Pli–Bang.
and numerical modeling of unbonded internal tendons within the RC slab are more limited. On the one hand, in Ayyub et al. (a) this issue is addressed by testing a prestressed composite girder, named E in the experiment, which is comprised of six unbonded internal tendons in the RC slab and subjected to a negative flexure.
Therein, experimental. resistance developed through the shear keys shall be ignored. For structures with internal bonded tendons the shear capacity calculated as per Section 10 of IRC shall be multiplied by a factor of For structure with external unbonded tendons, the shear resistance shall be calculated as per clause (2) of IRC As a result, a better prediction method for the shear capacity of concrete beams externally prestressed with unbonded CFRP rods is needed before this shear strengthening technique can be widely.
Failure modes of epoxied joints subjected to pure bending or combined shear and bending are presented in detail. For the segmental box girder with external unbonded and internal bonded posttensioning tendons, the stress increment of the external tendons could be up to 30–50% of the effective prestressing stress at the ultimate failure load.
The present work is more than a mere translation of Stahlbetonbrucken. Errors in Stahlbetonbrucken that were detected after publication have been corrected. New material on the relation between cracking in concrete and corrosion of reinforce ment, prestressing with unbonded tendons, skewgirder bridges, and cablestayed bridges has been added.
In the past two decades, there has been increasing interest in prestressed girders with corrugated steel webs in bridge construction. The objective of a recent study at the University of Calgary is twofold. The first is to review and refine the theoretical background for the shear strength of corrugated steel webs.
The second is to experimentally investigate the shear and flexural behaviour. The response of reinforced concrete precast spliced girders to static and impact loads was studied by AlBayati Mays [9], and an experimental study to analyse the mechanisms of combined shear and.
Description Shear resistance of concrete girders prestressed with unbonded tendons. EPUB
At girder testing time, concrete compressive strength of each segment was determined from 6x12 in. (x m) standard cylinders.
Average concrete compressive strength ranged between and psi ( and MPa). Average concrete compressive strength of the secondary cast of the Modified Unbonded Tendon Girder was psi.
the tensile capacity of the CFRP tendon is given. 4 PROPOSAL FOR PRESTRESSED SHEAR STRENGTHENING OF THE BOX GIRDER BRIDGE Z33A Construction process Figure 7 describes the proposed construction process.
It can be seen that after removing the concrete and producing the holes, prefabricated highstrength concrete saddles are applied in. Calibration of Flexural Resistance Factors for Load and Resistance Factor Design of Concrete Bridge Girders Prestressed with Carbon Fiberâ Reinforced Polymers.
Flexural Strength of Concrete Members Prestressed with Unbonded Tendons. Structural Journal, Vol. 88, No. 6, pp. â â Nabipay, P., and D. Svecova. Shear. strength are considered in the positive moment region.
The slab longitudinal reinforcement, width of the girder bottom (compression) flange and girder concrete strength are considered in the negative moment region.
(7) Distance from the extreme compression fiber to. The book focuses on prestressed concrete members including slabs, beams, and axially loaded members and provides computational examples to support current design practice along with practical information related to details and construction with prestressed concrete.
It illustrates concepts and calculations with Mathcad and EXCEL worksheets. In prestressed concrete structures, the evaluation of the safety level is generally carried out by separating the bending moment strength and the shear force capacity.
Actually interaction between bending moment (M) and shear force (V) can have significant consequences on evaluations in service life, especially when the ultimate limit state (ULS) is considered. The ACI Building Code requires that prestressed concrete beams be designed to resist diagonal tension by strength theory.
There are two types of diagonaltension cracks that can occur in prestressedconcrete flexural members: flexuralshear cracks initiated by flexuraltension cracks, and webshear cracks caused by principal tensile stresses that exceed the tensile strength of the concrete.
The shear strength of concrete beams prestressed with bonded CFRP tendons is about 15% larger than that of concrete beams prestressed with unbonded CFRP tendons.
A simple formula for computing the shear capacity of concrete beams prestressed with FRP tendons was presented by introducing two parameters, which reflected the type and bonding.
Du, G.C.; Tao, X.K. Ultimate stress of unbonded tendons in partially prestressed concrete beams. PCI J.30, 72– [Google Scholar] JGJ/T Technical Specification for Concrete Structures Prestressed with Unbonded Tendons; China Planning Press: Beijing, China, [Google Scholar] JGJ.
Abstract. The topics of flexuralshear strength and bond of prestressed reinforcement are closely associated with flexural strength design.
For a flexural member to perform as intended, it must not fail in bending, flexural shear, or torsional shear, or because of inadequate bond of the reinforcement.
This paper analyzes the global behavior of twospan continuous prestressed concrete beams with internal unbonded fiber reinforced polymer (FRP) and steel tendons. A nonlinear model is introduced and calibrated by the experimental results of unbonded prestressed specimens. Aramid and carbon fibers are used as composite tendons.
The tendon area varies from to mm 2 so as. International Journal of Concrete Structures and Materials Vol.7 Shear Cracking of Prestressed Girders with High Strength Concrete Emad L.
Labib 0 Y. Mo 0 Thomas T. Hsu 0 0 Department of Civil and Environmental Engineering, University of Houston, Houston, TXUSA Prestressed concrete (PC) is the predominant material in highway bridge construction.
Prestressed concrete is a form of concrete used in construction. It is substantially "prestressed" during production, in a manner that strengthens it against tensile forces which will exist when in service.: 3–5 This compression is produced by the tensioning of highstrength "tendons" located within or adjacent to the concrete and is done to improve the performance of the concrete in service.
The general theme from the experimental results reflects an approximate similarity in the behavior of the four beams with slight differences. Due to the high tensile strength of the used epoxy in comparison to concrete, cracks at joints occurred in the concrete cover which was attached to the epoxy mortar.
Flexural strength, shear strength, and bond of prestressed concrete members were treated in a single chapter in the of flexural strength has third edition. Now, in the fourth edition, the treatment been expanded, with more emphasis on strain compatibility, and placed in.
Two Texas Highway Department Type B prestressed concrete bridge girders were loaded to failure in torsion to determine their torsion strength.
One girder was made of normal weight concrete and the other of lightweight concrete. The torsional loading was applied to each end of the beam through loading yokes with hydraulic jacks.tendons placed within the box girder, in Specimen D3, the internal tendon was left unbonded.
The design strength of the concrete was specified as 50 MPa at 14 days. Steel struts were used as deviators, and these were fixed to the beam after it was placed on the supports. Details of the deviator struts are shown in Fig. 1(c). For external.
In prestressed concrete girders with unbonded tendons (internal or external), the stress increment in tendons depends on the geometrical and material deformations of the member. So it cannot be determined from individual section analysis.



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