Seismic Design of Shallow Foundations

Save this PDF as:
 WORD  PNG  TXT  JPG

Size: px
Start display at page:

Download "Seismic Design of Shallow Foundations"

Transcription

1 Shallow Foundations Page 1 Seismic Design of Shallow Foundations Reading Assignment Lecture Notes Other Materials Ch. 9 FHWA manual Foundations_vibrations.pdf Homework Assignment The factored forces for the design of a sign post foundation are: B = 2 feet L = 2.6 feet D =? feet (you determine this) Vertical static = 12 kips Vertical dynamic = 2.4 kips (upward or downward, most critical) Horizontal dynamic = 4 kips (in X direction = longest footing dimension) Moment about y axis = 9 kip feet From this information, calculate the following: D for adequate FS against bearing capacity failure (15 points) Maximum soil pressure (5 points) D for FS against sliding (neglect passive pressure) (10 points) 2. Complete CVEEN 7330 Modeling Exercise 5 (40 points)

2 Shallow Foundations Page 2 Introduction All ground response consider thus far has not considered the effect of the structure on ground response. The presence of a structure, either buried or at the surface, changes the free-field motion. In a manner similar to evaluation of seismic stability of slopes, earthquake effects on foundations can be modeled using either pseudo-static approach or a dynamic response approach. a. b. In the pseudo-static analysis, the effects of the dynamic earthquakeinduced loads on the foundation are represented using static forces and moments. Typically, the pseudo-static forces and moments are calculated by applying a horizontal force equal to the weight of the structure times a seismic coefficient through the center of gravity of the structure. The seismic coefficient is generally a fraction of the peak ground acceleration for the design earthquake and may also be dependent upon the response characteristics of the structure, the behavior of the foundation soils, and the ability of the structure to accommodate permanent seismic displacement. In a dynamic response analysis, the dynamic stiffness and damping of the foundation is incorporated into a numerical model of the structure to evaluate the overall seismic response of the system and the interaction between the soil, foundation and structure.

3 Shallow Foundations Page 3 Pseudostatic Approach The bearing capacity and lateral resistance of a foundation is evaluated using static formulations and compared to pseudo-static loads. Used often for "unimportant structures," where the gross stability of the foundation is to be evaluated. The static shear strength may be either decreased or increased, depending on soil type and groundwater conditions, to account for dynamic loading conditions. Dynamic forces are represented as pseudostatic forces and moments and are calculated by applying a horizontal force (weight time seismic coefficient) through the center of gravity of the structure. Seismic coefficients are usually a fraction of pga. In cases where a dynamic analysis has been completed for the structure, the peak loads, reduced by a peak load reduction factor, is used in the pseudostatic analysis. Seismic loads in structures are typically dominated by the inertial forces from the superstructure, which are predominantly horizontal. However, these horizontal forces are transmitted to the foundation in the form of horizontal and vertical forces, and rocking and torsional moments. The resultant load will usually have to be inclined or applied eccentrically to account for vertical loads and moment loadings. Alternatively, vertical bearing capacity and horizontal sliding resistance of the foundation can be determined independently. However, the influence of the applied moments on the vertical and horizontal loads must be considered in the bearing capacity and sliding calculations (see figure on next page).

4 Shallow Foundations Page 4 Dynamic Response Analysis Approach The dynamic stiffness of the foundation is incorporated into an analytical model of the superstructure to evaluate the overall seismic response of the system. The foundation of a structure typically has six degrees of freedom (modes of motion) (Fig. 66) a. horizontal sliding (two orthogonal directions) b. vertical motion c. rocking about two orthogonal axis d. torsion (rotation) about the vertical axis. The response of the foundation to the above modes of motion is thus described by a 6 x 6 stiffness matrix, having 36 stiffness coefficients (Fig. 66). Similarly, a 6 x 6 matrix is needed to described the damping of the foundation. a. Internal damping of the soil is commonly incorporated in the site response model used to calculate design ground motions, and not in the foundation model.

5 Shallow Foundations Page 5

6 Shallow Foundations Page 6 Dynamic Response Analysis Approach (cont.) Typically, the geotechnical engineer provides the values of the stiffness and damping matrix to the structural engineer for use in the dynamic response analysis of the structure. Based on the results of the analysis, the structural engineer should then provide the peak dynamic loads and deformations of the foundation elements back to the geotechnical engineer. The geotechnical engineer then compares the dynamic loads and deformations to acceptable values to ascertain if the seismic performance of the foundation is acceptable. This sometimes is an iterative process to achieve a satisfactory design. If a dynamic response of the structure-foundation is performed, the bearing capacity, sliding, overturning and settlement of the shallow foundation should be evaluated using pseudo-static limit equilibrium analysis.

7 Shallow Foundations Page 7 Dynamic Response Analysis (cont.) Dynamic response analyses incorporate the foundation system into the general dynamic model of the structure. The combined analysis is commonly referred to as the soil-structure-interaction, SSI analysis. In SSI analyses, the foundation system can either be represented by a system of springs (classical approach), or by a foundation stiffness (and damping) matrix. The latter approach, commonly used for SSI analyses of highway facilities, is commonly referred to as the stiffness matrix method approach. The general form of the stiffness matrix for a rigid footing was presented in figure 66. The 6 x 6 stiffness matrix can be incorporated in most structural engineering programs for dynamic response analysis to account for the foundation stiffness in evaluating the dynamic response of the structural system. The diagonal terms of the stiffness matrix represent the direct response of a mode of motion to excitation in that mode while the off diagonal terms represent the coupled response. Many of the off diagonal terms are zero or close to zero, signifying that the two corresponding modes are uncoupled (e.g., torsion and vertical motion) and therefore may be neglected. In fact, for symmetric foundations loaded centrically, rocking and sliding (horizontal translation) are the only coupled modes of motion considered in a dynamic analysis. Often, all of the off-diagonal (coupling) terms are neglected for two reasons : (1) the values of these off-diagonal terms are small, especially for shallow footings; and (2) they are difficult to compute. However, the coupling of the two components of horizontal translation to the two degrees of freedom of rocking (tilting) rotation may be significant in some cases. For instance, coupled rocking and sliding may be important for deeply embedded footings where the ratio of the depth of embedment to the equivalent footing diameter is greater than five. The reader is referred to Lam and Martin (1986) for more guidance on this issue. The stiffness matrix, K, of an irregularly shaped and/or embedded footing can be expressed by the following general equation: where KECF is the stiffness matrix of an equivalent circular surface footing, is the foundation shape correction factor, and is the foundation embedment factor.

8 Shallow Foundations Page 8 Stiffness The solution for a circular footing rigidly connected to the surface of an elastic half space provides the basic stiffness coefficients for the various modes of foundation displacement, translation, the stiffness coefficient K33 can be expressed as: For horizontal translation, the stiffness coefficients and K22 can be expressed as: For torsional rotation, the stiffness coefficient K can be expressed as: For rocking rotation, the stiffness coefficients K44 and K55 can be expressed as: In these equations, G and v are the dynamic shear modulus and Poisson s ratio for the elastic half space (foundation soil) and R is the radius of the footing. The dynamic shear modulus, G, used to evaluate the foundation stiffness should be based upon the representative, or average, shear strain of the foundation soil. However, there are no practical guidelines for evaluating a representative shear strain for a dynamically loaded shallow foundation. Frequently, the value of G, the shear modulus at very low strain, is used to calculate foundation stiffness. However, this is an artifact of the original development of the above equations for foundation stiffness for the design of machine foundations for vibrations. For earthquake loading, it is recommended that values of G be evaluated at shear strain levels calculated from a seismic site response analysis (i.e., use strain-compatible values of G).

9 Shallow Foundations Page 9 Damping for Circular, Rigid Footings One of the advantages of the stiffness matrix method over the classical approach is that a damping matrix can be included in SSI analysis. The format of the damping matrix is the same as the format of the stiffness matrix shown on figure 66. While coefficients of the damping matrix may represent both an internal (material) damping and a radiation (geometric) damping of the soil, only radiation damping is typically considered in SSI analysis. The internal damping of the soil is predominantly strain dependent and can be relatively accurately represented by the equivalent viscous damping ratio,. At the small strain levels typically associated with foundation response, is on the order of 2 to 5 percent. Radiation damping, i.e., damping that accounts for the energy contained in waves that radiate away from the foundation, is frequency-dependent and, in a SSI analysis, significantly larger than the material damping. Consequently, radiation damping dominates the damping matrix in SSI analyses. The evaluation of damping matrix coefficients is complex and little guidance is available to practicing engineers. Damped vibration theory is usually used to form the initial foundation damping matrix. The theory, commonly used to study (small-strain) foundation vibration problems, assumes that the soil damping can be expressed via a damping ratio, D, defined as the ratio of the damping coefficient of the footing to the critical damping for the six-degree-offreedom system. The damping ratio for a shallow foundation depends upon the mass (or inertia) ratio of the footing. The following table lists the mass ratios and the damping coefficients and damping ratios for the various degrees of freedom of the footing. The damping ratios should be used as shown on figure 66 to develop the damping matrix of the foundation system. It should be noted that this approach only partially accounts for the geometry of the foundations and assumes that small earthquake strains are induced in the soil deposit. For pile foundations or for complex foundation geometry, a more rigorous approach, commonly referred to as the soil-foundation-structure-interaction (SFSI) analysis, may be warranted. SFSI is beyond the scope of this lecture.

10 Shallow Foundations Page 10 Damping (cont.) Damping Table (Circular Footing)

11 Shallow Foundations Page 11 Damping (cont.) Definition of variables on previous page

12 Shallow Foundations Page 12 Damping for Rectangular Footings Application of the foundation stiffness general equation (K = KECF) for rectangular footings involves the following two steps: 1. Calculate the radius of an equivalent circular footing for the various modes of displacement using damping table and Figure 68. For vertical and horizontal (translational) displacements, the equivalent radius, r0, is the radius of a circular footing with the same area as the rectangular footing. For rocking and torsional motions, the calculation of the equivalent radius is more complicated, as it depends on the moment of inertia of the footing. The equivalent radius is then used in the stiffness equations to solve for the baseline stiffness coefficients required in the following formula: K = KECF.

13 Shallow Foundations Page 13 Damping for Rectangular Footings (cont.) 2. Find the shape factor a to be used in (K = KECF) using Figure 69. This figure gives the shape factors for various aspect ratios (LIB) for the various modes of foundation displacement.

14 Shallow Foundations Page 14 Damping for Rectangular Footings (cont.) Embedment The influence of embedment on the response of a shallow foundation is described in detail in Lam and Martin (1986). The values of the foundation embedment factor from that study are presented in figure 70 for values of D/R less than or equal to 0.5 and in Figure 71 for values of D/R larger than 0.5. For cases where the top of the footing is below the ground surface, it is recommended that the thickness of the ground above the top of the footing be ignored and the thickness of the footing (not the actual depth of embedment Df) be used to calculate the embedment ratio (D/R) in determining the embedment factor.

15 Shallow Foundations Page 15 Damping for Rectangular Footings (cont.) Embedment (cont.)

16 Shallow Foundations Page 16 Load Evaluation - Loads from Dynamic Response Analysis Method 1 - Seismic loads from dynamic response analysis Potential for amplification of ground motion by the structure is included in the peak loads from the dynamic response analysis Combination of loads from dynamic response analysis (vertical and horizontal) for use in bearing capacity, sliding and overturning evaluations. Common Approach for bearing capacity Assume 100% peak vertical (2 cases; 100 percent upward and 100 percent downward) and 40% peak horizontal, applied in the direction that is most critical for stability. Generally 100 percent peak vertical in the downward directions controls the design. Do not forget to apply the static dead loads (both horizontal and vertical) and static moments. These should be added to the seismic loads.

17 Shallow Foundations Page 17 Load Evaluation (cont.) - Loads from Pseudostatic Analysis Method 2 - Pseudostatic seismic loads from pga and seismic coefficient seismic loads = (weight of structure) x (seismic coefficient) no general guidance for selection of seismic coefficient, some possible approaches are: use peak ground acceleration from AASHTO maps (10 probability of exceedance in 50 years, or 0.5 x pga (for structures that can tolerate some deformation, or use pga (for structures that can not tolerate large deformations) consider potential amplification of horizontal acceleration for slender flexible structures. for such structures, the design acceleration should be the spectral acceleration associated with the fundamental period of the structure. This acceleration should be factored according to requirements outlined in the appropriate design code. Combination of loads (vertical and horizontal) (Common Approach for Bearing Capacity). Assume the horizontal and vertical loading is independent, (i.e., assume that it is highly unlikely that peak vertical and peak horizontal force will occur at the same time during the earthquake strong ground motion record, thus vertical and horizontal inertial loads can be considered separately for bearing capacity calculation). vertical load, if applied centrically will generate only vertical forces on the foundation if vertical load is applied eccentrically, it will generate a vertical force and a moment both compressive and tensile vertical loads should be considered horizontal load, if applied eccentrically, will generate a horizontal load and a moment. Do not forget to apply the static dead loads (both vertical and horizontal) to the seismic loads.

18 Shallow Foundations Page 18 Evaluation Steps - Bearing Capacity Compute the earthquake loads (from Method 1 or Method 2 above) and combine into a single resultant force with an inclination of α and an eccentricity, e (fig 65). For Method 1, use the 100% and 40% of peak inertial force rule to determine the lowest factor of safety. For Method 2, remember that vertical and horizontal earthquake loads are treated separately (do not apply peak horizontal and peak vertical ground acceleration at the same time). Adjust of Bearing Capacity Equation for Eccentric (Moment) Loading Load eccentricity is caused by the applied moment to the foundation Applied moment causes a non-uniform pressure distribution on the bottom of the footing. Equivalent footing width (B') is computed for the footing, where the width of the footing is reduced, to account for load eccentricity Commonly used relations for B' B' = (B-2e) (Meyerhof, 1953) B' = (3B/2-3e) (linear soil pressure distribution) (The calculated values from the above equations tend to be conservative the contact area is usually larger than the calculated values) limit to eccentricity (to prevent uplift) e < B/6 (Hansen, 1953) (for ah < 0.4 g) e < B/4 (Hansen, 1953) (for ah > 0.4 g) Check bearing capacity with loadings from Method 1 or 2. Report the lowest factor of safety that controls the design. Check sliding factor of safety. FHWA guidance

19 Shallow Foundations Page 19

20 Shallow Foundations Page 20 Sliding Calculations Sliding resistance should be assessed separately from the bearing capacity evaluation. Load combinations (Method 1 or 2) Common approach for sliding Assume 100% peak horizontal inertial load and 40% peak vertical inertial load (2 cases; 40% upward and 40% downward). Also, check 40% peak horizontal and 100% peak vertical (2 cases; 100 percent upward and 100 percent downward). Apply combinations in the direction that is most critical for sliding and gives the lowest factor of safety. Resistance to sliding: frictional resistance (σv tan φ) adhesion (a) adhesion and the interface frictional resistance of the base depend on the type of soil and the type and finish of the foundation material. For pre-cast concrete foundations, the adhesion and interface friction coefficient should be reduced by approximately 20 to 33 percent from the cohesion and friction coefficient of the underlying soils (see Navy Design Manual DM 7.2). Values from this manual can be used for both shallow foundations and retaining wall. For foundations poured directly on the foundation soil, the phi of the soil is often used. For eccentrically loaded foundations, the effective base area (B' x L') should be used in evaluating sliding resistance. For embedded foundations the passive seismic resistance in front (leading edge) of the foundation is sometimes neglected; however, if included, the passive earth pressure is typically reduced by a factor of two to account for the large deformation required to mobilize full passive resistance. active seismic force on the back (trailing edge) of the foundation is sometimes added to the seismic driving force, but is usually neglected if passive pressure on the leading edge has been neglected. Thus, in many cases, the net result calculated from factoring the passive seismic resistance and adding the active seismic force, produces very little change in the overall sliding factor of safety for shallow foundations; hence the embedment is sometimes ignored in sliding calculations.

21 Shallow Foundations Page 21 Myerhof's Method Definitions for use of Myerhof's equations Need to use general bearing capacity equation to account for eccentric loads, moments, inclined loads, and different foundation shapes.

22 Shallow Foundations Page 22 Myerhof's Method (cont.) Bearing capacity factors Inclination factors

23 Shallow Foundations Page 23 Myerhof's Method (cont.) Shape factors for L < 6B

24 Shallow Foundations Page 24 Example Calculation Myerhof (Example) - Loading from Dynamic Analysis

25 Shallow Foundations Page 25 Example Calculation Myerhof (Example) - Loading from Dynamic Analysis

26 Shallow Foundations Page 26 Soil Pressure Evert C. Lawton, 2011

27 Shallow Foundations Page 27 Machine Vibrations from Vertical Source (cont.)

28 Shallow Foundations Page 28 Machine Vibrations

29 Shallow Foundations Page 29 Machine Vibrations from Vertical Source

30 Shallow Foundations Page 30

31 Shallow Foundations Page 31 Machine Vibrations from Vertical Source (cont.) Idealization of a system using a spring with a dynamic stiffiness, Kz and a viscous dashpot Cz undergoing a harmonic loading of Pz.

32 Shallow Foundations Page 32 Machine Vibrations from Vertical Source (cont.) Do not need these for FLAC modeling Dynamic stiffness = static stiffness x dynamic stiffness coefficient. See chart A, next page for k(w) values.

33 Shallow Foundations Page 33 Machine Vibrations from Vertical Source (cont.)

34 Shallow Foundations Page 34 FLAC modeling of Machine Vibration (Vertical Source) FLAC Model with 3-D (i.e., radiation) damping

35 Shallow Foundations Page 35 FLAC modeling of Machine Vibration (cont.)

36 Shallow Foundations Page 36 FLAC modeling of Machine Vibration (cont.)

37 Shallow Foundations Page 37 FLAC modeling of Machine Vibration (cont.)

38 Shallow Foundations Page 38 FLAC modeling of Machine Vibration (cont.)

39 Shallow Foundations Page 39 Machine Vibrations from Vertical Source (cont.) FLAC formulation for radiation damping

40 Shallow Foundations Page 40 Blank

ENCE 4610 Foundation Analysis and Design Shallow Foundations: Overview Terzaghi s Method of Bearing Capacity Estimation

ENCE 4610 Foundation Analysis and Design Shallow Foundations: Overview Terzaghi s Method of Bearing Capacity Estimation ENCE 4610 Foundation Analysis and Design Shallow Foundations: Overview Terzaghi s Method of Bearing Capacity Estimation Types of Shallow Foundations Shallow foundations are usually placed within a depth

More information

Bearing Capacity. Reading Assignment Salgado Ch. 10 Lecture Notes. Other Materials None. Homework Assignment 9

Bearing Capacity. Reading Assignment Salgado Ch. 10 Lecture Notes. Other Materials None. Homework Assignment 9 Ch. 10 - Bearing Capacity Page 1 Bearing Capacity Reading Assignment Salgado 10.1-10.6 Ch. 10 Lecture Notes Other Materials None Homework Assignment 9 1. Develop a spreadsheet program to calculate q ult

More information

Worked Example 2 (Version 1) Design of concrete cantilever retaining walls to resist earthquake loading for residential sites

Worked Example 2 (Version 1) Design of concrete cantilever retaining walls to resist earthquake loading for residential sites Worked Example 2 (Version 1) Design of concrete cantilever retaining walls to resist earthquake loading for residential sites Worked example to accompany MBIE Guidance on the seismic design of retaining

More information

Moment capacity of shallow foundations on clay under fixed vertical load

Moment capacity of shallow foundations on clay under fixed vertical load Moment capacity of shallow foundations on clay under fixed vertical load R.S. Salimath & M.J. Pender Department of Civil and Environmental Engineering, University of Auckland, Auckland. 2014 NZSEE Conference

More information

The kinematic interaction of a single pile with heterogeneous soil

The kinematic interaction of a single pile with heterogeneous soil Earthquake Ground Motion: Input Definition for Aseismic Design 135 The kinematic interaction of a single pile with heterogeneous soil M. Maugeri, E. Motta, E. Raciti & D. Ardita Department of Civil and

More information

REINFORCED CONCRETE. Reinforced Concrete Design. A Fundamental Approach - Fifth Edition. Walls are generally used to provide lateral support for:

REINFORCED CONCRETE. Reinforced Concrete Design. A Fundamental Approach - Fifth Edition. Walls are generally used to provide lateral support for: HANDOUT REINFORCED CONCRETE Reinforced Concrete Design A Fundamental Approach - Fifth Edition RETAINING WALLS Fifth Edition A. J. Clark School of Engineering Department of Civil and Environmental Engineering

More information

Deep Foundation Axial Load Capacity Static Load Tests Analytic Methods Dynamic methods

Deep Foundation Axial Load Capacity Static Load Tests Analytic Methods Dynamic methods Deep Foundation Axial Load Capacity Static Load Tests Analytic Methods Dynamic methods Pile Foundation vs. Shallow Foundation Soil property unknown after driving Excessive pore water pressure during driving

More information

SEISMIC DESIGN. Various building codes consider the following categories for the analysis and design for earthquake loading:

SEISMIC DESIGN. Various building codes consider the following categories for the analysis and design for earthquake loading: SEISMIC DESIGN Various building codes consider the following categories for the analysis and design for earthquake loading: 1. Seismic Performance Category (SPC), varies from A to E, depending on how the

More information

FOUNDATION DESIGN. Instructional Materials Complementing FEMA 451, Design Examples

FOUNDATION DESIGN. Instructional Materials Complementing FEMA 451, Design Examples FOUNDATION DESIGN Proportioning elements for: Transfer of seismic forces Strength and stiffness Shallow and deep foundations Elastic and plastic analysis Foundation Design 14-1 Load Path and Transfer to

More information

CHAPTER 9 MULTI-DEGREE-OF-FREEDOM SYSTEMS Equations of Motion, Problem Statement, and Solution Methods

CHAPTER 9 MULTI-DEGREE-OF-FREEDOM SYSTEMS Equations of Motion, Problem Statement, and Solution Methods CHAPTER 9 MULTI-DEGREE-OF-FREEDOM SYSTEMS Equations of Motion, Problem Statement, and Solution Methods Two-story shear building A shear building is the building whose floor systems are rigid in flexure

More information

Earth Pressure and Retaining Wall Basics for Non-Geotechnical Engineers

Earth Pressure and Retaining Wall Basics for Non-Geotechnical Engineers PDHonline Course C155 (2 PDH) Earth Pressure and Retaining Wall Basics for Non-Geotechnical Engineers Instructor: Richard P. Weber, P.E. 2012 PDH Online PDH Center 5272 Meadow Estates Drive Fairfax, VA

More information

Common Retaining Walls

Common Retaining Walls Page 1 Common Back Fill Back Fill Stem Toe Heel Gravity or Semi-gravity Retaining wall Toe Footing Cantilever Retaining wall Heel Back Fill Back Fill Buttress Stem Stem Counterfort Toe Footing Heel Toe

More information

PDCA Driven-Pile Terms and Definitions

PDCA Driven-Pile Terms and Definitions PDCA Driven-Pile Terms and Definitions This document is available for free download at piledrivers.org. Preferred terms are descriptively defined. Potentially synonymous (but not preferred) terms are identified

More information

Figure 12 1 Short columns fail due to material failure

Figure 12 1 Short columns fail due to material failure 12 Buckling Analysis 12.1 Introduction There are two major categories leading to the sudden failure of a mechanical component: material failure and structural instability, which is often called buckling.

More information

Shallow foundations. Professor Giuseppe Scarpelli Università Politecnica delle Marche Ancona, Italy Former Vice-Chairman of CEN TC250/SC 7

Shallow foundations. Professor Giuseppe Scarpelli Università Politecnica delle Marche Ancona, Italy Former Vice-Chairman of CEN TC250/SC 7 13-14 June 2013. Dublin Shallow foundations design of spread foundations Professor Giuseppe Scarpelli Università Politecnica delle Marche Ancona, Italy Former Vice-Chairman of CEN TC250/SC 7 Eurocode 7

More information

Reinforced Soil Retaining Walls-Design and Construction

Reinforced Soil Retaining Walls-Design and Construction Lecture 31 Reinforced Soil Retaining Walls-Design and Construction Prof. G L Sivakumar Babu Department of Civil Engineering Indian Institute of Science Bangalore 560012 Evolution of RS-RW Classical gravity

More information

4B-2. 2. The stiffness of the floor and roof diaphragms. 3. The relative flexural and shear stiffness of the shear walls and of connections.

4B-2. 2. The stiffness of the floor and roof diaphragms. 3. The relative flexural and shear stiffness of the shear walls and of connections. Shear Walls Buildings that use shear walls as the lateral force-resisting system can be designed to provide a safe, serviceable, and economical solution for wind and earthquake resistance. Shear walls

More information

Introduction to Bearing Capacity Analysis

Introduction to Bearing Capacity Analysis Introduction to Bearing Capacity Analysis Course No: G02-004 Credit: 2 PDH J. Paul Guyer, P.E., R.A., Fellow ASCE, Fellow AEI Continuing Education and Development, Inc. 9 Greyridge Farm Court Stony Point,

More information

CE-632 Foundation Analysis and Design

CE-632 Foundation Analysis and Design CE-63 Foundation Analysis and Design Shallow Foundations 1 SUMMARY of Terminology Gross Loading Intensity Total pressure at the level of foundation including the weight of superstructure, foundation, and

More information

TYPES OF FOUNDATIONS

TYPES OF FOUNDATIONS TYPES OF FOUNDATIONS 1 Foundation Systems Shallow Foundation Deep Foundation Pile Foundation Pier (Caisson) Foundation Isolated spread footings Wall footings Combined footings Cantilever or strap footings

More information

CE-6502 FOUNDATION ENGINEERING UNIT 1 SITE INVESTIGATION AND SELECTION OF FOUNDATION PART A 1. List the various methods of soil exploration techniques. 2. What is the scope of soil investigation? 3. What

More information

SEISMIC ANALYSIS OF A VERTICAL WATER TANK

SEISMIC ANALYSIS OF A VERTICAL WATER TANK SISOM 20 and Session of the Commission of Acoustics, Bucharest 25-26 May SEISMIC ANALYSIS OF A VERTICAL WATER TANK Nicolae ZEMTEV * AMEC NUCLEAR RO e-mail: nicolae.zemtev@amecnuclear.ro The calculation

More information

SEISMIC CODE EVALUATION. MEXICO Evaluation conducted by Jorge Gutiérrez

SEISMIC CODE EVALUATION. MEXICO Evaluation conducted by Jorge Gutiérrez SEISMIC CODE EVALUATION MEXICO Evaluation conducted by Jorge Gutiérrez NAME OF DOCUMENT: Normas Técnicas Complementarias para Diseño por Sismo ( Complementary Technical Norms for Earthquake Resistant Design

More information

11 CHAPTER 11: FOOTINGS

11 CHAPTER 11: FOOTINGS CHAPTER ELEVEN FOOTINGS 1 11 CHAPTER 11: FOOTINGS 11.1 Footing Types Footings may be classified as deep or shallow. If depth of the footing is equal to or greater than its width, it is called deep footing,

More information

10 Space Truss and Space Frame Analysis

10 Space Truss and Space Frame Analysis 10 Space Truss and Space Frame Analysis 10.1 Introduction One dimensional models can be very accurate and very cost effective in the proper applications. For example, a hollow tube may require many thousands

More information

METHODS FOR ACHIEVEMENT UNIFORM STRESSES DISTRIBUTION UNDER THE FOUNDATION

METHODS FOR ACHIEVEMENT UNIFORM STRESSES DISTRIBUTION UNDER THE FOUNDATION International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 2, March-April 2016, pp. 45-66, Article ID: IJCIET_07_02_004 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=2

More information

1. Introduction. 2. Response of Pipelines

1. Introduction. 2. Response of Pipelines 1. Introduction Blasting is common in the coal industry to remove rock overburden so that the exposed coal can be mechanically excavated. A portion of the blast energy released is converted to wave energy

More information

Module 6 : Design of Retaining Structures. Lecture 28 : Anchored sheet pile walls [ Section 28.1 : Introduction ]

Module 6 : Design of Retaining Structures. Lecture 28 : Anchored sheet pile walls [ Section 28.1 : Introduction ] Lecture 28 : Anchored sheet pile walls [ Section 28.1 : Introduction ] Objectives In this section you will learn the following Introduction Lecture 28 : Anchored sheet pile walls [ Section 28.1 : Introduction

More information

Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay

Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay 37 Module 6: Lecture -2: Buried Structures Content in this module: Load on Pipes, Marston s load theory for rigid and flexible pipes, Trench and Projection conditions, minimum cover, Pipe floatation and

More information

Seismic Behavior and Capacity/Demand Analyses of a Simply-Supported Multi-Span Precast Bridge

Seismic Behavior and Capacity/Demand Analyses of a Simply-Supported Multi-Span Precast Bridge Seismic Behavior and Capacity/Demand Analyses of a Simply-Supported Multi-Span Precast Bridge Nasim Shatarat 1* and Adel Assaf 2 Abstract This paper presents the results of an analytical study on the seismic

More information

CHAPTER 1 INTRODUCTION

CHAPTER 1 INTRODUCTION CHAPTER 1 INTRODUCTION 1.1 Background of the research Beam is a main element in structural system. It is horizontal member that carries load through bending (flexure) action. Therefore, beam will deflect

More information

MECHANICS OF MATERIALS

MECHANICS OF MATERIALS 2009 The McGraw-Hill Companies, Inc. All rights reserved. Fifth SI Edition CHAPTER 4 MECHANICS OF MATERIALS Ferdinand P. Beer E. Russell Johnston, Jr. John T. DeWolf David F. Mazurek Pure Bending Lecture

More information

Laboratory Weeks 9 10 Theory of Pure Elastic Bending

Laboratory Weeks 9 10 Theory of Pure Elastic Bending Laboratory Weeks 9 10 Theory of Pure Elastic Bending Objective To show the use of the Sagital method for finding the Radius of Curvature of a beam, to prove the theory of bending, and find the elastic

More information

Retrofitting of RCC Structure WIH Strengthening of Shear Wall with External Post Tensioning Cables

Retrofitting of RCC Structure WIH Strengthening of Shear Wall with External Post Tensioning Cables Retrofitting of RCC Structure WIH Strengthening of Shear Wall with External Post Tensioning Cables Yogesh Ghodke, G. R. Gandhe Department of Civil Engineering, Deogiri Institute of Engineering and Management

More information

Engineering Mechanics Dr. G Saravana Kumar Department of Mechanical Engineering Indian Institute of Technology, Guwahati

Engineering Mechanics Dr. G Saravana Kumar Department of Mechanical Engineering Indian Institute of Technology, Guwahati Engineering Mechanics Dr. G Saravana Kumar Department of Mechanical Engineering Indian Institute of Technology, Guwahati Module 5 Lecture 12 Application of Friction Part-3 Today, we will see some more

More information

Optimum proportions for the design of suspension bridge

Optimum proportions for the design of suspension bridge Journal of Civil Engineering (IEB), 34 (1) (26) 1-14 Optimum proportions for the design of suspension bridge Tanvir Manzur and Alamgir Habib Department of Civil Engineering Bangladesh University of Engineering

More information

twenty six concrete construction: foundation design ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2014

twenty six concrete construction: foundation design ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2014 ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2014 lecture twenty six concrete construction: www.tamu.edu foundation design Foundations 1 Foundation the engineered

More information

The Influence of Magnetic Forces on the Stability Behavior of Large Electrical Machines

The Influence of Magnetic Forces on the Stability Behavior of Large Electrical Machines The Influence of Magnetic Forces on the Stability Behavior of Large Electrical Machines Dr. H. Sprysl, Dr. H. Vögele, ABB Kraftwerke AG, CH-5242 Birr Dr. G. Ebi, SENSOPLAN GmbH, D-79801 Hohentengen a.h.

More information

twenty seven concrete construction: foundation design ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN HÜDAVERDİ TOZAN SPRING 2013 lecture

twenty seven concrete construction: foundation design ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN HÜDAVERDİ TOZAN SPRING 2013 lecture ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN HÜDAVERDİ TOZAN SPRING 2013 lecture twenty seven concrete construction: Bright Football Complex www.tamu.edu foundation design Foundations 1 Foundation

More information

Module 7 (Lecture 26) RETAINING WALLS

Module 7 (Lecture 26) RETAINING WALLS Module 7 (Lecture 26) RETAINING WALLS Topics 1.1 COMMENTS RELATING TO STABILITY 1.2 DRAINAGE FROM THE BACKFILL OF THE RETAINING WALL 1.3 PROVISION OF JOINTS IN RETAINING-WALL CONSTRUCTION 1.4 GRAVITY RETAINING-WALL

More information

Module 5 (Lectures 17 to 19) MAT FOUNDATIONS

Module 5 (Lectures 17 to 19) MAT FOUNDATIONS Module 5 (Lectures 17 to 19) MAT FOUNDATIONS Topics 17.1 INTRODUCTION Rectangular Combined Footing: Trapezoidal Combined Footings: Cantilever Footing: Mat foundation: 17.2 COMMON TYPES OF MAT FOUNDATIONS

More information

PDHonline Course S151A (1 PDH) Steel Sheet Piling. Instructor: Matthew Stuart, PE, SE. PDH Online PDH Center

PDHonline Course S151A (1 PDH) Steel Sheet Piling. Instructor: Matthew Stuart, PE, SE. PDH Online PDH Center PDHonline Course S151A (1 PDH) Steel Sheet Piling Instructor: Matthew Stuart, PE, SE 2012 PDH Online PDH Center 5272 Meadow Estates Drive Fairfax, VA 22030-6658 Phone & Fax: 703-988-0088 www.pdhonline.org

More information

11 Vibration Analysis

11 Vibration Analysis 11 Vibration Analysis 11.1 Introduction A spring and a mass interact with one another to form a system that resonates at their characteristic natural frequency. If energy is applied to a spring mass system,

More information

THEORETICAL SUBJECTS for the graduating examination - Civil Engineering specialization (ICE) Discipline: FOUNDATIONS

THEORETICAL SUBJECTS for the graduating examination - Civil Engineering specialization (ICE) Discipline: FOUNDATIONS THEORETICAL SUBJECTS for the graduating examination - Civil Engineering specialization (ICE) Discipline: FOUNDATIONS 1. Foundations with plain concrete block and reinforced concrete pillow. Design prescriptions.

More information

twenty six concrete construction: foundation design Foundation Structural vs. Foundation Design Structural vs. Foundation Design

twenty six concrete construction: foundation design Foundation Structural vs. Foundation Design Structural vs. Foundation Design ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SRING 2014 lecture twenty six Foundation the engineered interface between the earth and the structure it supports that

More information

twenty six concrete construction: foundation design Foundation Structural vs. Foundation Design Structural vs. Foundation Design

twenty six concrete construction: foundation design Foundation Structural vs. Foundation Design Structural vs. Foundation Design ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SRING 2013 lecture twenty six Foundation the engineered interface between the earth and the structure it supports that

More information

Design of wind turbine tower and foundation systems: optimization approach

Design of wind turbine tower and foundation systems: optimization approach University of Iowa Iowa Research Online Theses and Dissertations 2011 Design of wind turbine tower and foundation systems: optimization approach John Corbett Nicholson University of Iowa Copyright 2011

More information

Presented by: Dr. Ted Liu. Senior Transportation Engineer

Presented by: Dr. Ted Liu. Senior Transportation Engineer 2010 California Amendment to the AASHTO LRFD Bridge Design Specifications, Forth Edition LRFD for the Design of Retaining Walls September 9, 2011 Presented by: Dr. Ted Liu Senior Transportation Engineer

More information

bi directional loading). Prototype ten story

bi directional loading). Prototype ten story NEESR SG: Behavior, Analysis and Design of Complex Wall Systems The laboratory testing presented here was conducted as part of a larger effort that employed laboratory testing and numerical simulation

More information

EFFECTS ON NUMBER OF CABLES FOR MODAL ANALYSIS OF CABLE-STAYED BRIDGES

EFFECTS ON NUMBER OF CABLES FOR MODAL ANALYSIS OF CABLE-STAYED BRIDGES EFFECTS ON NUMBER OF CABLES FOR MODAL ANALYSIS OF CABLE-STAYED BRIDGES Yang-Cheng Wang Associate Professor & Chairman Department of Civil Engineering Chinese Military Academy Feng-Shan 83000,Taiwan Republic

More information

Chapter 4: Summary and Conclusions

Chapter 4: Summary and Conclusions Chapter 4: Summary and Conclusions 4.1 Summary Three different models are presented and analyzed in this research for the purpose of studying the potential of using post-buckled or pre-bent elastic struts

More information

eleven design loads, methods, structural codes & tracing Methods & Codes 1 Lecture 11 Design Load Types Design Methods

eleven design loads, methods, structural codes & tracing Methods & Codes 1 Lecture 11 Design Load Types Design Methods ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2014 lecture eleven design loads, methods, structural codes & tracing Methods & Codes 1 Lecture 11 Architectural Structures

More information

Earthquake resistant design of a transformer

Earthquake resistant design of a transformer Earthquake Resistant Engineering Structures V 395 Earthquake resistant design of a transformer A. D. Shendge Technology Department, Transformer Division, Crompton Greaves Ltd, India Abstract The safety

More information

Stress Analysis Verification Manual

Stress Analysis Verification Manual Settle3D 3D settlement for foundations Stress Analysis Verification Manual 007-01 Rocscience Inc. Table of Contents Settle3D Stress Verification Problems 1 Vertical Stresses underneath Rectangular Footings

More information

Prelab Exercises: Hooke's Law and the Behavior of Springs

Prelab Exercises: Hooke's Law and the Behavior of Springs 59 Prelab Exercises: Hooke's Law and the Behavior of Springs Study the description of the experiment that follows and answer the following questions.. (3 marks) Explain why a mass suspended vertically

More information

ALLOWABLE LOADS ON A SINGLE PILE

ALLOWABLE LOADS ON A SINGLE PILE C H A P T E R 5 ALLOWABLE LOADS ON A SINGLE PILE Section I. BASICS 5-1. Considerations. For safe, economical pile foundations in military construction, it is necessary to determine the allowable load capacity

More information

INTRODUCTION TO SOIL MODULI. Jean-Louis BRIAUD 1

INTRODUCTION TO SOIL MODULI. Jean-Louis BRIAUD 1 INTRODUCTION TO SOIL MODULI By Jean-Louis BRIAUD 1 The modulus of a soil is one of the most difficult soil parameters to estimate because it depends on so many factors. Therefore when one says for example:

More information

vulcanhammer.net This document downloaded from

vulcanhammer.net This document downloaded from This document downloaded from vulcanhammer.net since 1997, your source for engineering information for the deep foundation and marine construction industries, and the historical site for Vulcan Iron Works

More information

Deterministic and Probabilistic Seismic Soil Structure Interaction Analysis of the Mühleberg Nuclear Power Plant SUSAN Building

Deterministic and Probabilistic Seismic Soil Structure Interaction Analysis of the Mühleberg Nuclear Power Plant SUSAN Building Deterministic and Probabilistic Seismic Soil Structure Interaction Analysis of the Mühleberg Nuclear Power Plant SUSAN Building David K. Nakaki, Simpson Gumpertz & Heger Philip S. Hashimoto, Simpson Gumpertz

More information

Introduction to Spread Footings and Mat Foundations

Introduction to Spread Footings and Mat Foundations Introduction to Spread Footings and Mat Foundations Course No: G02-008 Credit: 2 PDH J. Paul Guyer, P.E., R.A., Fellow ASCE, Fellow AEI Continuing Education and Development, Inc. 9 Greyridge Farm Court

More information

q a = the allowable bearing capacity q ult = the ultimate bearing capacity FS = the factor of safety against bearing capacity failure

q a = the allowable bearing capacity q ult = the ultimate bearing capacity FS = the factor of safety against bearing capacity failure Bearing Caacity There is a limit to the amount of weight that a soil can carry due to alied loads without failing. That failure limit is known as a soil s ultimate bearing caacity. Foundations are not

More information

EN 1997-1 Eurocode 7. Section 10 Hydraulic Failure Section 11 Overall Stability Section 12 Embankments. Trevor L.L. Orr Trinity College Dublin Ireland

EN 1997-1 Eurocode 7. Section 10 Hydraulic Failure Section 11 Overall Stability Section 12 Embankments. Trevor L.L. Orr Trinity College Dublin Ireland EN 1997 1: Sections 10, 11 and 12 Your logo Brussels, 18-20 February 2008 Dissemination of information workshop 1 EN 1997-1 Eurocode 7 Section 10 Hydraulic Failure Section 11 Overall Stability Section

More information

Design Example 1 Reinforced Concrete Wall

Design Example 1 Reinforced Concrete Wall Design Example 1 Reinforced Concrete Wall OVERVIEW The structure in this design example is an eight-story office with load-bearing reinforced concrete walls as its seismic-force-resisting system. This

More information

CHAPTER 1 INTRODUCTION TO FOUNDATIONS

CHAPTER 1 INTRODUCTION TO FOUNDATIONS CHAPTER 1 INTRODUCTION TO FOUNDATIONS The soil beneath structures responsible for carrying the loads is the FOUNDATION. The general misconception is that the structural element which transmits the load

More information

Reinforced Concrete Design SHEAR IN BEAMS

Reinforced Concrete Design SHEAR IN BEAMS CHAPTER Reinforced Concrete Design Fifth Edition SHEAR IN BEAMS A. J. Clark School of Engineering Department of Civil and Environmental Engineering Part I Concrete Design and Analysis 4a FALL 2002 By Dr.

More information

POWER SCREWS (ACME THREAD) DESIGN

POWER SCREWS (ACME THREAD) DESIGN POWER SCREWS (ACME THREAD) DESIGN There are at least three types of power screw threads: the square thread, the Acme thread, and the buttress thread. Of these, the square and buttress threads are the most

More information

Communication Tower Foundation Selection Criteria

Communication Tower Foundation Selection Criteria Communication Tower Foundation Selection Criteria Introduction This foundation selection criteria document has been prepared by the Engineering Specialties Group as a resource for public and private entities,

More information

Technical Notes 3B - Brick Masonry Section Properties May 1993

Technical Notes 3B - Brick Masonry Section Properties May 1993 Technical Notes 3B - Brick Masonry Section Properties May 1993 Abstract: This Technical Notes is a design aid for the Building Code Requirements for Masonry Structures (ACI 530/ASCE 5/TMS 402-92) and Specifications

More information

Finite Element Analysis of Elastic Settlement of Spreadfootings Founded in Soil

Finite Element Analysis of Elastic Settlement of Spreadfootings Founded in Soil Finite Element Analysis of Elastic Settlement of Spreadfootings Founded in Soil Jae H. Chung, Ph.D. Bid Bridge Software Institute t University of Florida, Gainesville, FL, USA Content 1. Background 2.

More information

Introduction to Mechanical Behavior of Biological Materials

Introduction to Mechanical Behavior of Biological Materials Introduction to Mechanical Behavior of Biological Materials Ozkaya and Nordin Chapter 7, pages 127-151 Chapter 8, pages 173-194 Outline Modes of loading Internal forces and moments Stiffness of a structure

More information

Rigid pavement design

Rigid pavement design Chapter 29 Rigid pavement design 29.1 Overview As the name implies, rigid pavements are rigid i.e, they do not flex much under loading like flexible pavements. They are constructed using cement concrete.

More information

A STUDY ON BEARING CAPACITY OF STRIP AND SQUARE FOOTINGS IN SAND FROM N AND φ

A STUDY ON BEARING CAPACITY OF STRIP AND SQUARE FOOTINGS IN SAND FROM N AND φ Proceedings of Indian Geotechnical Conference December 22-24,2013, Roorkee A STUDY ON BEARING CAPACITY OF STRIP AND SQUARE FOOTINGS IN SAND FROM N AND φ S.V. Abhishek, PG Student, A.U. College of Engineering,

More information

Design of Reinforced Concrete Structures Prof. N. Dhang Department of Civil Engineering Indian Institute of Technology Kharagpur

Design of Reinforced Concrete Structures Prof. N. Dhang Department of Civil Engineering Indian Institute of Technology Kharagpur Design of Reinforced Concrete Structures Prof. N. Dhang Department of Civil Engineering Indian Institute of Technology Kharagpur Lecture - 24 Design of Footings Part I Well so far done up to design of

More information

Ohio Department of Transportation Division of Production Management Office of Geotechnical Engineering. Geotechnical Bulletin

Ohio Department of Transportation Division of Production Management Office of Geotechnical Engineering. Geotechnical Bulletin Ohio Department of Transportation Division of Production Management Office of Geotechnical Engineering Geotechnical Bulletin GB 2 SPECIAL BENCHING AND SIDEHILL EMBANKMENT FILLS Geotechnical Bulletin GB2

More information

National Council of Examiners for Engineering and Surveying. Principles and Practice of Engineering Structural Examination

National Council of Examiners for Engineering and Surveying. Principles and Practice of Engineering Structural Examination Structural Effective Beginning with the April 2011 The structural engineering exam is a breadth and exam examination offered in two components on successive days. The 8-hour Vertical Forces (Gravity/Other)

More information

Advanced Structural Analysis. Prof. Devdas Menon. Department of Civil Engineering. Indian Institute of Technology, Madras. Module - 5.3.

Advanced Structural Analysis. Prof. Devdas Menon. Department of Civil Engineering. Indian Institute of Technology, Madras. Module - 5.3. Advanced Structural Analysis Prof. Devdas Menon Department of Civil Engineering Indian Institute of Technology, Madras Module - 5.3 Lecture - 29 Matrix Analysis of Beams and Grids Good morning. This is

More information

Elastic Buckling Loads of Hinged Frames by the Newmark Method

Elastic Buckling Loads of Hinged Frames by the Newmark Method International Journal of Applied Science and Technology Vol. 1 No. 3; June 011 Abstract Elastic Buckling Loads of Hinged Frames by the Newmark Method Ashraf Badir Department of Environmental and Civil

More information

Use of arched cables for fixation of empty underground tanks against underground-waterinduced

Use of arched cables for fixation of empty underground tanks against underground-waterinduced Journal of Civil Engineering (IEB), 36 () (008) 79-86 Use of arched cables for fixation of empty underground tanks against underground-waterinduced floatation Ala a M. Darwish Department of Building &

More information

Information Technology Laboratory

Information Technology Laboratory ERDC/ITL TR-07-1 Infrastructure Technology Research Program Navigation Systems Research Program Translational Response of Toe-Restrained Retaining Walls to Earthquake Ground Motions Using CorpsWallSlip

More information

Statics and Mechanics of Materials

Statics and Mechanics of Materials Statics and Mechanics of Materials Chapter 4 Stress, Strain and Deformation: Axial Loading Objectives: Learn and understand the concepts of internal forces, stresses, and strains Learn and understand the

More information

ENCE 4610 Foundation Analysis and Design. Combined Footings and Mat Foundations

ENCE 4610 Foundation Analysis and Design. Combined Footings and Mat Foundations ENCE 4610 Foundation Analysis and Design Combined Footings and Mat Foundations Mat Foundations A mat is continuous in two directions capable of supporting multiple columns, wall or floor loads. It has

More information

foundations Dr Trevor Orr Trinity College Dublin Convenor TC250/SC7/EG3 Eurocodes: Background & Applications June 2013, Dublin

foundations Dr Trevor Orr Trinity College Dublin Convenor TC250/SC7/EG3 Eurocodes: Background & Applications June 2013, Dublin 13-14 June 2013, Dublin Dr Trevor Orr Deep foundations design of pile foundations Trinity College Dublin Convenor TC250/SC7/EG3 Outline of the talk Scope and contents Design situations, ti limit it states,

More information

VERTICAL MICROPILE LATERAL LOADING. Andy Baxter, P.G.

VERTICAL MICROPILE LATERAL LOADING. Andy Baxter, P.G. EFFICIENT DESIGN OF VERTICAL MICROPILE SYSTEMS TO LATERAL LOADING Dr. Jesús Gómez, P.E. PE Andy Baxter, P.G. Outline When are micropiles subject to lateral load? How do we analyze them? Shear Friction

More information

DESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES PART V SEISMIC DESIGN

DESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES PART V SEISMIC DESIGN DESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES PART V SEISMIC DESIGN MARCH 2002 CONTENTS Chapter 1 General... 1 1.1 Scope... 1 1.2 Definition of Terms... 1 Chapter 2 Basic Principles for Seismic Design... 4

More information

Response to Harmonic Excitation Part 2: Damped Systems

Response to Harmonic Excitation Part 2: Damped Systems Response to Harmonic Excitation Part 2: Damped Systems Part 1 covered the response of a single degree of freedom system to harmonic excitation without considering the effects of damping. However, almost

More information

Chapter 3 THE STATIC ASPECT OF SOLICITATION

Chapter 3 THE STATIC ASPECT OF SOLICITATION Chapter 3 THE STATIC ASPECT OF SOLICITATION 3.1. ACTIONS Construction elements interact between them and with the environment. The consequence of this interaction defines the system of actions that subject

More information

SEISMIC MODEL TEST AND ANALYSIS OF MULTI-TOWER HIGH-RISE BUILDINGS

SEISMIC MODEL TEST AND ANALYSIS OF MULTI-TOWER HIGH-RISE BUILDINGS SEISMIC MODEL TEST AND ANALYSIS OF MULTI-TOWER HIGH-RISE BUILDINGS Wensheng LU 1 And Xilin LU 2 SUMMARY This paper summarizes tests of several scaled multi-tower high-rise building models on the shaking

More information

COMBINED MODELLING OF STRUCTURAL AND FOUNDATION SYSTEMS

COMBINED MODELLING OF STRUCTURAL AND FOUNDATION SYSTEMS 13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 411 COMBINED MODELLING OF STRUCTURAL AND FOUNDATION SYSTEMS Liam WOTHERSPOON 1, Michael PENDER 2, Jason

More information

SEISMIC ANALYSIS OF GROUND SUPPORTED WATER TANK WITH DIFFERENT ASPECT RATIOS

SEISMIC ANALYSIS OF GROUND SUPPORTED WATER TANK WITH DIFFERENT ASPECT RATIOS SEISMIC ANALYSIS OF GROUND SUPPORTED WATER TANK WITH DIFFERENT ASPECT RATIOS Kalyani Vanjari 1, Dr.Prof.R.S.Talikoti 2 1 PG Student, Department of Civil Engineering, Late G.N.Sapkal College of Engineering,

More information

DYNAMIC ANALYSIS OF THICK PLATES SUBJECTED TO EARTQUAKE

DYNAMIC ANALYSIS OF THICK PLATES SUBJECTED TO EARTQUAKE DYNAMIC ANALYSIS OF THICK PLATES SUBJECTED TO EARTQUAKE ÖZDEMİR Y. I, AYVAZ Y. Posta Adresi: Department of Civil Engineering, Karadeniz Technical University, 68 Trabzon, TURKEY E-posta: yaprakozdemir@hotmail.com

More information

MECHANICS OF SOLIDS COMPRESSION MEMBERS TUTORIAL 1 STRUTS. On completion of this tutorial you should be able to do the following.

MECHANICS OF SOLIDS COMPRESSION MEMBERS TUTORIAL 1 STRUTS. On completion of this tutorial you should be able to do the following. MECHANICS OF SOLIDS COMPRESSION MEMBERS TUTORIAL 1 STRUTS You should judge your progress by completing the self assessment exercises. On completion of this tutorial you should be able to do the following.

More information

1 of 10 11/23/2009 6:37 PM

1 of 10 11/23/2009 6:37 PM hapter 14 Homework Due: 9:00am on Thursday November 19 2009 Note: To understand how points are awarded read your instructor's Grading Policy. [Return to Standard Assignment View] Good Vibes: Introduction

More information

8.2 Elastic Strain Energy

8.2 Elastic Strain Energy Section 8. 8. Elastic Strain Energy The strain energy stored in an elastic material upon deformation is calculated below for a number of different geometries and loading conditions. These expressions for

More information

Copyright 2011 Casa Software Ltd. www.casaxps.com. Centre of Mass

Copyright 2011 Casa Software Ltd. www.casaxps.com. Centre of Mass Centre of Mass A central theme in mathematical modelling is that of reducing complex problems to simpler, and hopefully, equivalent problems for which mathematical analysis is possible. The concept of

More information

Chapter 9 CONCRETE STRUCTURE DESIGN REQUIREMENTS

Chapter 9 CONCRETE STRUCTURE DESIGN REQUIREMENTS Chapter 9 CONCRETE STRUCTURE DESIGN REQUIREMENTS 9.1 GENERAL 9.1.1 Scope. The quality and testing of concrete and steel (reinforcing and anchoring) materials and the design and construction of concrete

More information

Overhang Bracket Loading. Deck Issues: Design Perspective

Overhang Bracket Loading. Deck Issues: Design Perspective Deck Issues: Design Perspective Overhang Bracket Loading Deck overhangs and screed rails are generally supported on cantilever brackets during the deck pour These brackets produce an overturning couple

More information

Module 7 (Lecture 24 to 28) RETAINING WALLS

Module 7 (Lecture 24 to 28) RETAINING WALLS Module 7 (Lecture 24 to 28) RETAINING WALLS Topics 24.1 INTRODUCTION 24.2 GRAVITY AND CANTILEVER WALLS 24.3 PROPORTIONING RETAINING WALLS 24.4 APPLICATION OF LATERAL EARTH PRESSURE THEORIES TO DESIGN 24.5

More information

CRITICAL STUDY OF RCC BALANCING TANK

CRITICAL STUDY OF RCC BALANCING TANK CRITICAL STUDY OF RCC BALANCING TANK 1 PRIYANKA DEEPAK HARKAL, 2 M. M. MAHAJAN 1 M. Tech. Student, Visvesvaraya National Institute of Technology, Nagpur 2 Professor, Visvesvaraya National Institute of

More information

SLAB DESIGN. Introduction ACI318 Code provides two design procedures for slab systems:

SLAB DESIGN. Introduction ACI318 Code provides two design procedures for slab systems: Reading Assignment SLAB DESIGN Chapter 9 of Text and, Chapter 13 of ACI318-02 Introduction ACI318 Code provides two design procedures for slab systems: 13.6.1 Direct Design Method (DDM) For slab systems

More information