...emphasizes on Beams for the construction of a residential apartment, which is closely interrelated with columns and slabs. Controls: 1) Configurations of beam span. (Width, length, shape, bracing) 2) Material particularities (steel, bar spacing, concrete, admixtures) 3) Known/ Estimated Loads on beam Pattern of the geometry could be modified at any stage to optimize the objective. Along with the choice of materials; the quantities can make substantial difference in efficiency. States/Outputs: 1) Vertical Deflections 2) Internal Stress/Strains 3) Durability 4) Fire-safety-durations (Fibre-Reinforced Polymer) State variables are correlated to Control; control variables are primarily chosen to satisfy the conditions of States. Minimum cover, trial depth etc. are some early estimates which are altered overtime to meet certain standards. Model: 1) Key modelling features include 2 prime equations: i) Deflection equation- δmax = 5*ω*l4/384*E*I [Where δmax- maximum sustainable deflection, ω- uniform load, l- length of the beam, E- Young’s modulus, I- second moment of inertia] ii) Strength equation- R = (*Rn [Where R- load (dead or live; force, moment or stress),Rn- nominal strength (design strength), (- reduction factor] Deflection equations are derived according to the nature of load and type of beams. In this case a uniform load applied to fixed beam was assumed...
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... 1. When the deflections of a statically determinant beam are calculated using singularity functions, it is necessary to know the values of 2 boundary conditions. For each of the beams below, what are the boundary conditions? 2. Calculate the reactions and draw the SFD and BMD for the cantilever beams below. Using singularity functions, calculate the deflection at 2 metres, the deflection at the tip, and sketch the deflected shape. The cross section of the beam is 300 mm deep by 200 mm wide, and it is made of concrete with a Young’s modulus of 30,000 MPa. 4. Using singularity functions, derive (in terms of P) the equation for the upwards deflection at midspan of the beam below. EI = 10 x 106 Nm2 5. Determine the location and value of the maximum deflection for the beam below. How far from the centre is the point of maximum deflection (expressed as a percentage of the span length)? EI = 10 x 106 Nm2 6. Calculate the reactions and draw the shear force and bending moment diagrams for the beam below. EI = 10 x 106 Nm2 (Note that this has four reactions, so the 3 equations of equilibrium do not give sufficient information to solve the problem – it is statically indeterminate. The answer requires you to use the results from questions 4 and 5). 7. For the beam below, use singularity functions to determine an equation for the deflected shape, expressed in terms of x (measured from the left) and EI. If the beam is made of timber (E = 10,000 MPa) and the cross section...
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...1 Chapter 4 Shear Forces and Bending Moments 4.1 Introduction Consider a beam subjected to transverse loads as shown in figure, the deflections occur in the plane same as the loading plane, is called the plane of bending. In this chapter we discuss shear forces and bending moments in beams related to the loads. 4.2 Types of Beams, Loads, and Reactions Type of beams a. simply supported beam (simple beam) b. cantilever beam (fixed end beam) c. beam with an overhang 2 Type of loads a. concentrated load (single force) b. distributed load (measured by their intensity) : uniformly distributed load (uniform load) linearly varying load c. couple Reactions consider the loaded beam in figure equation of equilibrium in horizontal direction Fx = 0 HA - P1 cos = 0 HA = P1 cos MB = 0 - RA L + (P1 sin ) (L - a) + P2 (L - b) + q c2 / 2 = 0 (P1 sin ) (L - a) P2 (L - b) q c2 RA = CCCCCCC + CCCC + CC L L 2 L (P1 sin ) a P2 b q c2 RB = CCCCC + CC + CC L L 2 L for the cantilever beam Fx = 0 HA = 5 P3 / 13 12 P3 (q1 + q2) b Fy = 0 RA = CC + CCCCC 13 2 3 12 P3 q1b q1 b MA = 0 MA = CC + CC (L – 2b/3) + CC (L – b/3) 13 2 2 for the overhanging beam MB = 0 - RA L + P4 (L– a) + M1 = 0 MA = 0 - P4 a + RB L + M1 = 0 P4 (L– a) + M1 P4 a - M1 RA = CCCCCC RB = CCCC L L 4.3 Shear Forces and Bending Moments Consider a cantilever beam with a concentrated load P applied at the end A, at the cross section mn, the shear force and bending moment are found ...
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...MECHANICS OF MATERIALS Other Loading Types Seventh Edition Beer • Johnston • DeWolf • Mazurek Fig. 4.3 (a) Free-body diagram of a clamp, (b) freebody diagram of the upper portion of the clamp. • Eccentric Loading: Axial loading which does not pass through section centroid produces internal forces equivalent to an axial force and a couple • Transverse Loading: Concentrated or distributed transverse load produces internal forces equivalent to a shear force and a couple • Principle of Superposition: The normal stress due to pure bending may be combined with the normal stress due to axial loading and shear stress due to shear loading to find the complete state of stress. 4-3 Fig. 4.4 (a) Cantilevered beam with end loading. (b) As portion AC shows, beam is not in pure bending. Copyright © 2015 McGraw-Hill Education. Permission required for reproduction or display. MECHANICS OF MATERIALS Symmetric Member in Pure Bending Seventh Edition Beer • Johnston • DeWolf • Mazurek • Internal forces in any cross section are equivalent to a couple. The moment of the couple is the section bending...
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...Module 10 Compression Members Version 2 CE IIT, Kharagpur Lesson 27 Slender Columns Version 2 CE IIT, Kharagpur Instructional Objectives: At the end of this lesson, the student should be able to: • • • • • • • • define a slender column, give three reasons for its increasing importance and popularity, explain the behaviour of slender columns loaded concentrically, explain the behaviour of braced and unbraced single column or a part of rigid frame, bent in single or double curvatures, roles and importance of additional moments due to P- Δ effect and moments due to minimum eccentricities in slender columns, identify a column if sway or nonsway type, understand the additional moment method for the design of slender columns, apply the equations or use the appropriate tables or charts of SP-16 for the complete design of slender columns as recommended by IS 456. 11.27.1 Introduction Slender and short are the two types of columns classified on the basis of slenderness ratios as mentioned in sec.10.21.5 of Lesson 21. Columns having both lex/D and ley/b less than twelve are designated as short and otherwise, they are slender, where lex and ley are the effective lengths with respect to major and minor axes, respectively; and D and b are the depth and width of rectangular columns, respectively. Short columns are frequently used in concrete structures, the design of such columns has been explained in Lessons 22 to 26, loaded concentrically or eccentrically about one or both...
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...Problem: Two wooden beams are to support a wooden form filled with concrete as shown. Weight of concrete is 23.5kN/m3. Neglect the weight of the wood. Span of the beam is 5m. Allowable stresses of the wood: bending = 9.72MPa, compression parallel to the grain = 8.6MPa, shear perpendicular to the grain = 2.7MPa, longitudinal shear = 0.85MPa. A. What is the depth of the two beams having a width of 50mm if bending controls? B. What is the depth of the beams having a width of 50mm if shear controls? C. What is the depth of the two beams if they would be dapped (notched) into the 150mmx150mm wooden posts as bearing areas to support the beams? Solution: Wt. of concrete = 0.3 x 0.9 x 23.5 kN/m3 = 6.345 kN/m Since there are two beams the total uniform load is to be divided by two. W= 6.345÷2; W=3.17 w = 3.17kN/m d d 5 m Ѵmax = 7.93 kN 7.93kN 50mm Mmax = WL28 = 9.91 kN–m Ѵmax = 7.93kN Mmax = 9.91kN-m fb = 9.72MPa fv = 0.85MPa A. “d “ when bending controls; ...
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...1 Different cross section formula 2 Dimension for ramshorn hooks LIST OF FIGURES Figure No. Figure Description Page No. 1.1.1 Overhead crane 1.3.1 Standard crane 1.4.1 Free standing crane 1.5.1 Gear box 1.5.2 Electric brake motor 1.5.3 Rope guide 1.5.4 Load limiter 1.5.5 Low headroom trolley 1.6.1(A) Top Running Bridge Cranes 1.6.1(B) Under Running Bridge Crane 1.7.1 Top running vs. under running 1.9 Double girder crane hoist 1.9.1 Chain hoist 1.9.2 Wire rope hoist 3.1.1 Drawing of 160 ton hook, nut & Lock plate 3.2.1 CAD model of 160 ton hook 3.3.1 Different views of crane hook 3.3.2 Bending of a beam with larger Initial curvature 3.4.1 Modified cross section 3.5.1 Circular cross section 3.5.2 Rectangular cross section 3.5.3 Triangular cross section 3.5.4 Trapezoidal cross section 3.6.1 Ramshorn hook with different dimensions 3.6.2 Load test on ramshorn hooks LIST OF SYMBOLS C= Bad diameter P= Load applied on ton d = Diameter of hook W = Crane hook caries a load y = Distance form the natural axis h = Link radius m = Banding moment about the centrodial axis σt = Direct...
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...typical demolition procedure. The plans called for removing the concrete deck by cutting the concrete slab with a saw. The concrete slabs were to be cut longitudinally in 6 feet widths so that they could be transported by loaders. However two days before they started demolishing the bridge a new demolition plan was developed and required a different set of equipment that would chew through the concrete instead of cutting through it. The chewed pieces of concrete would be dropped below where they would be collected later. This new plan would decrease the weight of the equipment and the concrete haul weight by 25,000 pounds. The steel beams along with the diaphragm members were to be left intact until it was time to remove the steel girders. The steel girders, which are represented in the image below, were to be removed first from the center span (middle beam) followed by removing the steel girders on the east and west. Kokosing’s plans did not specify the sequence and direction of removal of the concrete deck. When they were demolishing the deck, they started at the east abutment and gradually moved towards the west abutment. Kokosing started working on the ramp on January 18th using the chewing method as specified in the second plan set rather than the cutting method that was described in the first plan set. They used a Komatsu excavator attached to a Genesis LXP400, a piece of machinery that would chew through the concrete. Together the machinery weighed approximately 110,000 pounds...
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...Experiment 7: Deflection of beams (Effect of beam length and width) 1. OBJECTIVE The objective of this laboratory experiment is to find the relationship between the deflection (y) at the centre of a simply supported beam and the span, width. 2. MATERIALS - APPARATUS Steel Beams, Deflection measuring device, 500g weight 3. INTRODUCTORY INFORMATION The deflection of a beam, y, will depend on many factors such as: - • The applied load F (F=m•g). • The span L. • The width of the beam b, and its thickness h. Other factors such as position, method of loading, the material of which the beam is made will also influence the deflection. If we wish to find the relationship between y and one of the possible variables it is necessary to keep all the other possible variables constant throughout the experiment. 1. Length calculation In this experiment the same beam is used throughout and the centrally applied point load is kept constant. Thus keeping all possible variables other than the deflection y and the span L constant we may investigate the relationship between y and L. Let y[pic]Ln where n is to be found Then y = k•Ln where k is a constant Taking logarithms: log y = n log L + log k which is in the straight line form (y = mx + C). Thus plotting logy against log L will give a straight-line graph of slope “n” and “k” may be determined. 2. Width calculation In this experiment beams of the same material but of different width are...
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...slabs stating the limits of ly /lx ratios for one and two-way slabs, explain the share of loads by the supporting beams of one- and two-way slabs when subjected to uniformly distributed vertical loads, explain the roles of the total depth in resisting the bending moments, shear force and in controlling the deflection, state the variation of design shear strength of concrete in slabs of different depths with identical percentage of steel reinforcement, assume the depth of slab required for the control of deflection for different support conditions, determine the positive and negative bending moments and shear force, determine the amount of reinforcing bars along the longer span, state the maximum diameter of a bar that can be used in a particular slab of given depth, decide the maximum spacing of reinforcing bars along two directions of one-way slab, design one-way slab applying the design principles and following the stipulated guidelines of IS 456, draw the detailing of reinforcing bars of one-way slabs after the design. Version 2 CE IIT, Kharagpur 8.18.1 Introduction Version 2 CE IIT, Kharagpur Slabs, used in floors and roofs of buildings mostly integrated with the supporting beams, carry the distributed loads primarily by bending. It has been mentioned in sec. 5.10.1 of Lesson 10 that a part of the integrated slab is considered as flange of T- or L-beams because of monolithic construction. However, the remaining part of the slab needs design considerations. These...
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...Structural Analysis III Chapter 3 – Characteristics of Structures Chapter 3 - Characteristics of Structures 3.1 Introduction ......................................................................................................... 2 3.1.1 Background .................................................................................................... 2 3.2 Basic Statical Determinacy ................................................................................. 5 3.2.1 Introduction.................................................................................................... 5 3.2.2 Plane Beams and Frames ............................................................................... 6 3.2.3 Plane Trusses ............................................................................................... 15 3.3 Stability ............................................................................................................... 20 3.3.1 Introduction.................................................................................................. 20 3.3.2 Exceptions to Basic Rule ............................................................................. 21 3.3.3 Examples...................................................................................................... 23 3.4 Further Statical Determinacy .......................................................................... 25 3.4.1 Internal and External Determinacy ...........................................
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...Mathematics – I & ENG Mathematics II: 2D & 3D Coordinate Geometry; Differential Calculus; Infinite Series; Matrices,Ordinary differential equations of first and second order; Laplace Transforms; Vector Calculus • Elements of Mechanical Engineering & Elements of Civil Engineering Principle of virtual work,Rectilinear & curvilinear translation; Rotation of a rigid body about a fixed axis; Plane motion of a rigid body,Classification of force systems; Principle of physical independence of forces, Principle of superposition of forces, Principle of transmissibility of forces; Equivalent force – couple system; Resolution of forces, composition of forces; Types of supports, statically determinate beams, Numerical problems on support reactions for statically determinate beams and analysis of simple trusses ,Friction. • Engineering Physics Interference, diffraction and polarization of light; Nuclear fission, fusion, particle accelerators; Wave Particle Duality • Engineering Chemistry Physical Chemistry: Atoms, molecules and solids; phase equilibria; Galvanic & Fuel cells • Organic Chemistry: Types of reactions and reaction mechanisms; Concept of armaticity Computer Concepts & C Programming Introduction to digital computers; problem solving using computers; Programming in Fortran 77: Constants, variables,expressions, statements, control statements, arrays, functions, concept of files and file operations. • Computer Aided Engineering...
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...1.0 INTRODUCTION 1.1 Beam Deflections 1.2 Theory - Calculations DeflectionF formula for the load given above: A determination of flexural stress yields: When rectangular it is Where; δ = Deflection (mm) E = Coefficient of Elasticity L = Span (mm) I = Inertia Factor Mb = Moment of flexure (Nmm) F1 = Load occasioned by weight Wb = Resistance to flexure (mm3) of Load Device (N) σb = Flexural Stress (N/mm2) F = Load of occasioned by additional weight (N) 1.3 Objectives * To investigate the relationship between load, span, width, height and deflection of a beam placed on two bearers and affected by a concentrated load at the center. * To ascertain the coefficient of elasticity for steel brass and aluminium 2.0 METHODOLOGY 2.1 Procedure - Experiement 1A * Investigate the relationship between load and deflection. 1) Set the bearers so that a span of 600 mm is obtained. The interval between each groove on the shafts of the apparatus is 100 mm. 2) Place a test specimen with dimensions of 4 x 25 mm, on the bearers and mount the load device in the center of the test specimen. 3) Set the testing device so that the top of the gauge is centered on the upper plane of the load device. Lower the gauge so that its small hand is at about 10 and set the gauge to zero by twisting its outer ring. 4) Load the weights as shown in the table below and read off the deflection...
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...of a beam, placed on two bear affected by a concentrated load at the center. 2. To ascertain the coefficient of elasticity for steel, brass, aluminum and wood. Theory The stress-strain behavior of brittle materials (e.g. ceramic, low toughness composite material) is not usually ascertained by tensile tests as outline in Exp. 1. A more suitable transverse bending test is most frequently employed, in which a rod specimen either a circular or rectangular cross section is bent until fracture using a three- or four-point loading technique. The assessments are conducted according to ASTM Standard C 1161, “Standard Test Method for Flexural Strength of Advanced Ceramics at Ambient Temperature.” In this module, the apparatus has been design to enable students to carry out experiments on simply supported and cantilever beams in order to investigate:(a) the relationship between the deflections and the applied loads (b) the effect of variations in 1ength and cross sectional i.e. deflection per unit load. Simply supported beam with central point load For this arrangement, it can be shown that the deflection under the load i.e. maximum deflection Wl 3 ∆= 48 EI 15 where I = bd 3 12 ∆ l3 = W 4Ebd 3 ∴beam compliance Cantilever beam with end point load For this arrangement, it can be shown that the central deflection relative to the supports, i.e. maximum deflection between the supports:Wl 3 ∆= 3EI bd 3 where I = 12 ∆ 4l 3 ∴beam compliance = W Ebd 3 Simply supported beam subjected...
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...position of the applied load(s) with time. An analytical procedure which deals specifically with the determination of the location of the moving load that will produce the design loads of the highest magnitude in the members was reached by using influence lines. Influence line can be defined as a graphical representation of the variation of internal member force or deflection in a fixed member section due to a unit load moving along or traversing a member of a given structural. It may also be defined as a response function of support reaction, axial force, shear force, bending moment or deflection. A deflection influence line is an influence line which only shows the relationship between the deflection of a point on the member, usually a beam, and the position of the unit load on the member. The actual deflection is found by superposition principle after multiplying the ordinate of the influence line by the magnitude of...
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