A Plane Stress Failure Criterion for Inorganically-Bound Core Materials
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PLASTICITY Ct 4150 the Plastic Behaviour and the Calculation of Plates Subjected to Bending Prof. Ir. A.C.W.M. Vrouwenvelder
Technical University Delft Faculty of Civil Engineering and Geosciences PLASTICITY Ct 4150 The plastic behaviour and the calculation of plates subjected to bending Prof. ir. A.C.W.M. Vrouwenvelder Prof. ir. J. Witteveen March 2003 Ct 4150 Preface Course CT4150 is a Civil Engineering Masters Course in the field of Structural Plasticity for building types of structures. The course covers both plane frames and plates. Although most students will already be familiar with the basic concepts of plasticity, it has been decided to start the lecture notes on frames from the very beginning. Use has been made of rather dated but still valuable course material by Prof. J. Stark and Prof, J. Witteveen. After the first introductory sections the notes go into more advanced topics like the proof of the upper and lower bound theorems, the normality rule and rotation capacity requirements. The last chapters are devoted to the effects of normal forces and shear forces on the load carrying capacity, both for steel and for reinforced concrete frames. The concrete shear section is primarily based on the work by Prof. P. Nielsen from Lyngby and his co-workers. The lecture notes on plate structures are mainly devoted to the yield line theory for reinforced concrete slabs on the basis of the approach by K. W. Johansen. Additionally also consideration is given to general upper and lower bound solutions, both for steel and concrete, and the role plasticity may play in practical design. From the theoretical point of view there is ample attention for the correctness and limitations of yield line theory for reinforced concrete plates on the one side and von Mises and Tresca type of materials on the other side. -
A New Strategy for Treating Frictional Contact in S Heii Structures
A New Strategy for Treating Frictional Contact in Sheii Structures using Variational Inequalities Nagi El-Abbasi A thesis submitted in confomiity with the requirements for the degree of Doctor of Philosophy Graduate Department of Mechanical and Industrial Engineering University of Toronto 0 Copyright by Nagi El-Abbasi 1999 National Library Bibliotheque nationale du Canada Acquisitions and Acquisitions et Bbliographic Services services bibliographiques 395 WeUington Street 395, nie Wellington OttawaON K1AON4 OttawaON K1A ON4 Canada canada The author has granted a non- L'auteur a accordé une licence non exclusive licence dowing the exclusive permettant à la National Library of Canada to Bibliothèque nationale du Canada de reproduce, loan, distribute or seil reproduire, prêter, distribuer ou copies of this thesis in microform, vendre des copies de cette thèse sous paper or electronic formats. la forme de microfiche/fiim, de reproduction sur papier ou sur format électronique. The author retains ownership of the L'auteur conserve la propriété du copyright in this thesis. Neither the droit d'auteur qui protège cette thèse. thesis nor substantial extracts fiom it Ni la thèse ni des extraits substantiels may be printed or otherwise de celleci ne doivent être imprimés reproduced without the author's ou autrement reproduits sans son permission. autorisation. A New Strategy for Treating Frictional Contact in Shell Structures using Variational Inequalities Nagi Hosni El-Abbasi, Ph.D., 1999 Graduate Department of Mechanical and Industrial Engineering University of Toronto Abstract Contact plays a fundamental role in the deformation behaviour of shell structures. Despite their importance, however, contact effects are usually ignored andor oversimplified in finite element modelling. -
DEFINITIONS Beams and Stringers (B&S) Beams and Stringers Are
DEFINITIONS Beams and Stringers (B&S) Beams and stringers are primary longitudinal support members, usually rectangular pieces that are 5.0 or more in. thick, with a depth more than 2.0 in. greater than the thickness. B&S are graded primarily for use as beams, with loads applied to the narrow face. Bent. A type of pier consisting of two or more columns or column-like components connected at their top ends by a cap, strut, or other component holding them in their correct positions. Camber. The convex curvature of a beam, typically used in glulam beams. Cantilever. A horizontal member fixed at one end and free at the other. Cap. A sawn lumber or glulam component placed horizontally on an abutment or pier to distribute the live load and dead load of the superstructure. Clear Span. Inside distance between the faces of support. Connector. Synonym for fastener. Crib. A structure consisting of a foundation grillage and a framework providing compartments that are filled with gravel, stones, or other material satisfactory for supporting the structure to be placed thereon. Check. A lengthwise separation of the wood that usually extends across the rings of annual growth and commonly results from stresses set up in wood during seasoning. Creep. Time dependent deformation of a wood member under sustained load. Dead Load. The structure’s self weight. Decay. The decomposition of wood substance by fungi. Some people refer to it as “rot”. Decking. A subcategory of dimension lumber, graded primarily for use with the wide face placed flatwise. Delamination. The separation of layers in laminated wood or plywood because of failure of the adhesive, either within the adhesive itself or at the interface between the adhesive and the adhered. -
Beam Structures and Internal Forces
ENDS 231 Note Set 13 S2008abn Beam Structures and Internal Forces • BEAMS - Important type of structural members (floors, bridges, roofs) - Usually long, straight and rectangular - Have loads that are usually perpendicular applied at points along the length Internal Forces 2 • Internal forces are those that hold the parts of the member together for equilibrium - Truss members: F A B F F A F′ F′ B F - For any member: T´ F = internal axial force (perpendicular to cut across section) V = internal shear force T´ (parallel to cut across section) T M = internal bending moment V Support Conditions & Loading V • Most often loads are perpendicular to the beam and cause only internal shear forces and bending moments M • Knowing the internal forces and moments is necessary when R designing beam size & shape to resist those loads • Types of loads - Concentrated – single load, single moment - Distributed – loading spread over a distance, uniform or non-uniform. 1 ENDS 231 Note Set 13 S2008abn • Types of supports - Statically determinate: simply supported, cantilever, overhang L (number of unknowns < number of equilibrium equations) Propped - Statically indeterminate: continuous, fixed-roller, fixed-fixed (number of unknowns < number of equilibrium equations) L Sign Conventions for Internal Shear and Bending Moment Restrained (different from statics and truss members!) V When ∑Fy **excluding V** on the left hand side (LHS) section is positive, V will direct down and is considered POSITIVE. M When ∑M **excluding M** about the cut on the left hand side (LHS) section causes a smile which could hold water (curl upward), M will be counter clockwise (+) and is considered POSITIVE. -
A Simple Beam Test: Motivating High School Teachers to Develop Pre-Engineering Curricula
Session 2326 A Simple Beam Test: Motivating High School Teachers to Develop Pre-Engineering Curricula Eric E. Matsumoto, John R. Johnston, E. Edward Dammel, S.K. Ramesh California State University, Sacramento Abstract The College of Engineering and Computer Science at California State University, Sacramento has developed a daylong workshop for high school teachers interested in developing and teaching pre-engineering curricula. Recent workshop participants from nine high schools performed “hands-on” laboratory experiments that can be implemented at the high school level to introduce basic engineering principles and technology and to inspire students to study engineering. This paper describes one experiment that introduces fundamental structural engineering concepts through a simple beam test. A load is applied at the center of a beam using weights, and the resulting midspan deflection is measured. The elastic stiffness of the beam is determined and compared to published values for various beam materials and cross sectional shapes. Beams can also be tested to failure. This simple and inexpensive experiment provides a useful springboard for discussion of important engineering topics such as elastic and inelastic behavior, influence of materials and structural shapes, stiffness, strength, and failure modes. Background engineering concepts are also introduced to help high school teachers understand and implement the experiment. Participants rated the workshop highly and several teachers have already implemented workshop experiments in pre-engineering curricula. I. Introduction The College of Engineering and Computer Science at California State University, Sacramento has developed an active outreach program to attract students to the College and promote engineering education. In partnership with the Sacramento Engineering and Technology Regional Consortium1 (SETRC), the College has developed a daylong workshop for high school teachers interested in developing and teaching pre-engineering curricula. -
I-Beam Cantilever Racks Meet the Latest Addition to Our Quick Ship Line
48 HOUR QUICK SHIP Maximize storage and improve accessibility I-Beam cantilever racks Meet the latest addition to our Quick Ship line. Popular for their space-saving design, I-Beam cantilever racks can allow accessibility from both sides, allowing for faster load and unload times. Their robust construction reduces fork truck damage. Quick Ship I-beam cantilever racks offer: • 4‘ arm length, with 4” vertical adjustability • Freestanding heights of 12’ and 16’ • Structural steel construction with a 50,000 psi minimum yield • Heavy arm connector plate • Bolted base-to-column connection I-Beam Cantilever Racks can be built in either single- or double-sided configurations. How to design your cantilever rack systems 1. Determine the number and spacing of support arms. 1a The capacity of each 4’ arm is 2,600#, so you will need to make sure that you 1b use enough arms to accommodate your load. In addition, you can test for deflection by using wood blocks on the floor under the load. 1c Use enough arms under a load to prevent deflection of the load. Deflection causes undesirable side pressure on the arms. If you do not detect any deflection with two wood blocks, you may use two support arms. Note: Product should overhang the end of the rack by 1/2 of the upright centerline distance. If you notice deflection, try three supports. Add supports as necessary until deflection is eliminated. Loading without overhang is incorrect. I-Beam cantilever racks WWW.STEELKING.COM 2. Determine if Quick Ship I-Beam arm length is appropriate for your load. -
On Generalized Cosserat-Type Theories of Plates and Shells: a Short Review and Bibliography Johannes Altenbach, Holm Altenbach, Victor Eremeyev
On generalized Cosserat-type theories of plates and shells: a short review and bibliography Johannes Altenbach, Holm Altenbach, Victor Eremeyev To cite this version: Johannes Altenbach, Holm Altenbach, Victor Eremeyev. On generalized Cosserat-type theories of plates and shells: a short review and bibliography. Archive of Applied Mechanics, Springer Verlag, 2010, 80 (1), pp.73-92. hal-00827365 HAL Id: hal-00827365 https://hal.archives-ouvertes.fr/hal-00827365 Submitted on 29 May 2013 HAL is a multi-disciplinary open access L’archive ouverte pluridisciplinaire HAL, est archive for the deposit and dissemination of sci- destinée au dépôt et à la diffusion de documents entific research documents, whether they are pub- scientifiques de niveau recherche, publiés ou non, lished or not. The documents may come from émanant des établissements d’enseignement et de teaching and research institutions in France or recherche français ou étrangers, des laboratoires abroad, or from public or private research centers. publics ou privés. 74 J. Altenbach et al. and rotations (and by analogy of forces and couples or force and moment stresses) is stated, see, e.g., [307]. Historically the first scientist, who obtained similar results, was L. Euler. Discussing one of Langrange’s papers he established that the foundations of Mechanics are based on two principles: the principle of momentum and the principle of moment of momentum. Both principles results in the Eulerian laws of motion [307]. In [214] is given the following comment: the independence of the principle of moment of momentum, which is a generalization of the static equilibrium of the moments, was established by Jacob Bernoulli (1686) one year before Newton’s laws (1687). -
Challenge Problem 2 - the Solution
Challenge Problem 2 - The Solution A building has a floor opening that has been The Challenge covered by a durbar plate with a yield stress of As an experienced engineer you realise that under increasing load the 275MPa. The owner has been instructed by his plate will eventually reach first yield after which the stress will insurers that for safety the load carrying capacity redistribute until the final collapse load is reached. You will appreciate of the plate needs to be assessed. The owner has that the steel will have some work hardening capability and that if calculated (possibly unrealistically but certainly transverse displacements are considered then some membrane action conservatively) that if 120 people each weighing will occur. However, opting for simplicity and realising that ignoring 100kg squeeze onto the plate then it must be able these two strength enhancing phenomena will lead to a degree of to cope with 100kN/m 2. He has found, in the Steel conservatism in your assessment, you decide that this is a limit analysis Designers’ Manual, that the plate should be able problem in which the flexural strength of the plate governs collapse. to withstand 103kN/m 2. This is rather close to the required load and looking in Roark’s Formulas for Unless you have specialist limit analysis software you will decide to Stress and Strain he finds that the collapse load is tackle this as an incremental non-linear plastic problem with a bi- more like 211kN/m 2 which he feels does provide linear stress/strain curve and a von Mises yield criterion. -
Roof Truss – Fact Book
Truss facts book An introduction to the history design and mechanics of prefabricated timber roof trusses. Table of contents Table of contents What is a truss?. .4 The evolution of trusses. 5 History.... .5 Today…. 6 The universal truss plate. 7 Engineered design. .7 Proven. 7 How it works. 7 Features. .7 Truss terms . 8 Truss numbering system. 10 Truss shapes. 11 Truss systems . .14 Gable end . 14 Hip. 15 Dutch hip. .16 Girder and saddle . 17 Special truss systems. 18 Cantilever. .19 Truss design. .20 Introduction. 20 Truss analysis . 20 Truss loading combination and load duration. .20 Load duration . 20 Design of truss members. .20 Webs. 20 Chords. .21 Modification factors used in design. 21 Standard and complex design. .21 Basic truss mechanics. 22 Introduction. 22 Tension. .22 Bending. 22 Truss action. .23 Deflection. .23 Design loads . 24 Live loads (from AS1170 Part 1) . 24 Top chord live loads. .24 Wind load. .25 Terrain categories . 26 Seismic loads . 26 Truss handling and erection. 27 Truss fact book | 3 What is a truss? What is a truss? A “truss” is formed when structural members are joined together in triangular configurations. The truss is one of the basic types of structural frames formed from structural members. A truss consists of a group of ties and struts designed and connected to form a structure that acts as a large span beam. The members usually form one or more triangles in a single plane and are arranged so the external loads are applied at the joints and therefore theoretically cause only axial tension or axial compression in the members. -
Determination of Mohr-Coulomb Parameters for Modelling of Concrete
crystals Article Determination of Mohr-Coulomb Parameters for Modelling of Concrete Selimir Lelovic 1,* and Dejan Vasovic 2,* 1 Faculty of Civil Engineering, University of Belgrade, 11000 Belgrade, Serbia 2 Faculty of Architecture, University of Belgrade, 11000 Belgrade, Serbia * Correspondence: [email protected] (S.L.); [email protected] (D.V.) Received: 23 July 2020; Accepted: 7 September 2020; Published: 13 September 2020 Abstract: Cohesion is defined as the shear strength of material when compressive stress is zero. This article presents a new method for the experimental determination of cohesion at pre-set angles of shear deformation. Specially designed moulds are created to force deformation (close to τ-axis) at fixed pre-set values of angle with respect to normal stress σ. Testing is performed on series of concrete blocks of different strengths. From the compressive side, cohesion is determined from the extrapolation of the linear Mohr–Coulomb (MC) model, as the intercept on the shear stress axis. From the tensile stress side (from the left), cohesion is obtained using the Brazilian test results: BT first, indirect tensile strength of material σt is measured, then Mohr circle diagram values are calculated and cohesion is determined as the value of shear stress τBT on the Mohr circle where normal stress (σ)t = 0. A hypothesis is made that cohesion is the common point between two tests. In the numerical part, a theory of ultimate load is applied to model Brazilian test using the angle of shear friction from the MC model. Matching experimental and numerical results confirm that the proposed procedure is applicable in numerical analysis. -
Ritz Variational Method for Bending of Rectangular Kirchhoff Plate Under Transverse Hydrostatic Load Distribution
Mathematical Modelling of Engineering Problems Vol. 5, No. 1, March, 2018, pp. 1-10 Journal homepage:http://iieta.org/Journals/MMEP Ritz variational method for bending of rectangular kirchhoff plate under transverse hydrostatic load distribution Clifford U. Nwoji1, Hyginus N. Onah1, Benjamin O. Mama1, Charles C. Ike2* 1 Dept of Civil Engineering,University of Nigeria, Nsukka, Enugu State, Nigeria 2Dept of Civil Engineering,Enugu State University of Science & Technology, Enugu State, Nigeria Corresponding Author Email: [email protected] https://doi.org/10.18280/mmep.050101 ABSTRACT Received: 12 Feburary 2018 In this study, the Ritz variational method was used to analyze and solve the bending Accepted: 15 March 2018 problem of simply supported rectangular Kirchhoff plate subject to transverse hydrostatic load distribution over the entire plate domain. The deflection function was chosen based Keywords: on double series of infinite terms as coordinate function that satisfy the geometric and Ritz variational method, Kirchhoff force boundary conditions and unknown generalized displacement parameters. Upon substitution into the total potential energy functional for homogeneous, isotropic plate, hydrostatic load distribution Kirchhoff plates, and evaluation of the integrals, the total potential energy functional was obtained in terms of the unknown generalized displacement parameters. The principle of minimization of the total potential energy was then applied to determine the unknown displacement parameters. Moment curvature relations were used to find the bending moments. It was found that the deflection functions and the bending moment functions obtained for the plate domain, and the values at the plate center were exactly identical as the solutions obtained by Timoshenko and Woinowsky-Krieger using the Navier series method. -
Reinforced Concrete Cantilever Beam Analysis and Design (ACI 318-14)
Reinforced Concrete Cantilever Beam Analysis and Design (ACI 318-14) Reinforced Concrete Cantilever Beam Analysis and Design (ACI 318-14) Cantilever beams consist of one span with fixed support at one end and the other end is free. There are numerous typical and practical applications of cantilever beams in buildings, bridges, industrial and special structures. This example will demonstrate the analysis and design of the rectangular reinforced concrete cantilever beam shown below using ACI 318-14 provisions. Steps of the structural analysis, flexural design, shear design, and deflection checks will be presented. The results of hand calculations are then compared with the reference results and numerical analysis results obtained from the spBeam engineering software program by StructurePoint. Figure 1 – Rectangular Reinforced Concrete Cantilever Beam Version: June-23-2021 Contents 1. Preliminary Member Sizing ..................................................................................................................................... 2 2. Load and Load combination ..................................................................................................................................... 2 3. Structural Analysis ................................................................................................................................................... 3 4. Flexural Design .......................................................................................................................................................