Cee 311(6)
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Influence lines (IL) graphically show the effect of a moving unit load on the internal forces in a structure. ILs are curves where the ordinate equals the reaction, shear, or moment from a unit load at that point. ILs are straight for determinate structures but curved for indeterminate structures. The force method is used to determine maximum and minimum values of reactions, shear, and moments due to a moving load by drawing the ILs for each internal force.
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Influence lines provide a systematic way to determine how forces in a structure vary with the position of a moving load. To construct influence lines for statically determinate structures:
1) Place a unit load at various positions along the member and use static analysis to determine the reaction, shear, or moment at the point of interest.
2) The influence line is drawn by plotting the value of the function versus load position.
3) Influence lines for beams consist of straight line segments, and the maximum shear or moment can be found using the area under the influence line curve.
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Imagine all joints in the structure held so that they cannot rotate and compute the moments at the ends of the member for this condition.
At each joint distribute the unbalanced fixed-end moment among the connecting members in proportion to the constant for each member defined as "stiffness“.
Multiply the moment distributed to each member at a joint by the carry-over factor at that end of the member and set this product at the other end of the member;
Distribute these moments just "carried over“.
Repeat the process until the moments to be carried over are small enough to be neglected.
Add all moments -- fixed-end moments, distributed moments, moments carried over -- at each end of each member to obtain the true moment at the end.
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Influence lines for determinate structures are always straight lines. To construct an influence line, the effect of a unit load is observed as it is moved along the span, and the controlling ordinates are calculated and plotted.
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This document discusses the effects of vertical irregularities in reinforced concrete frame structures on the accuracy of nonlinear static pushover analysis. It presents the results of nonlinear static pushover analysis and nonlinear time history analysis on 15 vertically irregular frame models with varying heights and types of irregularities. The models are analyzed using the SAP2000 software. The results show that pushover analysis reasonably estimates the seismic demands of vertically irregular buildings when compared to time history analysis, and the pushover results have good correlation with selected ground motion records.
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Study of seismic analysis and design of multi storey symmetrical and asymmetr...
This document summarizes a study on the seismic analysis and design of symmetric and asymmetric multi-story buildings. Finite element software was used to model and analyze G+15 story reinforced concrete buildings with regular and irregular configurations subjected to response spectrum analysis and time history analysis. Results found that irregular buildings experienced higher displacements, drifts, and forces compared to regular structures. Specifically, structures with mass or stiffness irregularities performed poorer under seismic loads. A comparison of response spectrum and time history analyses found that time history analysis more accurately predicted structural response. The study concluded that structural configuration significantly impacts seismic response and irregular structures are more vulnerable during earthquakes.
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Performance Based Design Presentation By Deepak Bashetty
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Chapter 6-influence lines for statically determinate structures
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IRJET- Effect of Vertical Irregularities in R.C Frame Structures on Accuracy ...
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STATIC LINEAR AND NON LINEAR (PUSHOVER) ANALYSIS OF RC BUILDING ON SLOPING GR...
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Study of seismic analysis and design of multi storey symmetrical and asymmetr...
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This document provides the analysis and design of a roof truss system subjected to wind loads. It includes:
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2) Equilibrium equations to solve for member forces based on the applied wind loads and joint reactions.
3) The member forces are calculated as tension (T) or compression (C) values.
4) A diagram of the truss with member forces labeled is presented.
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Cee311(11)
This document discusses calculating reactions at support A due to a series of moving concentrated loads on a simply supported beam. It provides two conditions for how the loads may move and the corresponding equations. As an example, it analyzes the maximum reaction at support A as wheels move from right to left. It is found that the maximum reaction of 150.4 kN occurs when wheel 3 is located at support A.
Cee 317 (3) (structural analysis)
This document provides information about structural analysis of beams and frames. It defines concepts like stiffness, joint stiffness factor, and distribution factor. It provides an example problem of finding the fixed end moment and moments at different joints (MA, MBA, MBC, MC) of a beam with different stiffness values. The procedure described involves identifying joints, calculating stiffness factors, determining distribution factors, calculating fixed end moment by locking joints, distributing moment at joints to reach equilibrium, releasing joints and repeating the process until small correction values are obtained.
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Cee 311(5)
This document discusses the analysis of a braced truss structure under two assumptions. It presents a truss with given member forces and asks to determine the forces in the diagonal members. It then shows the step-by-step working to calculate the diagonal forces under each assumption. Assumption 1 considers the diagonals as slender members that can only resist tension. Assumption 2 considers the diagonals as heavy members that can share the shear force in a panel. The final diagrams show the resulting forces in the diagonals for each assumption.
Cee 311(4)
1) The document provides information about a structural analysis problem involving finding reactions and member forces in a truss structure.
2) Several steps of the solution are shown, finding the reactions RH2=29.2 kN (left), RV2=8.76 kN (up), and member forces A=102.8 kN, B=352 kN, C=50√2 kN, D=50√2 kN.
3) The truss structure and applied loads are defined in a diagram with applied loads and member forces labeled.
Cee 311(2)
This document discusses structural analysis concepts including determinacy of frames and trusses. It provides examples to calculate the degree of indeterminacy (DOI) of different frame and truss structures. For frames, the number of unknowns, known equations, and conditions of construction are used. For trusses, the number of members (j), number of joints (n), and number of reactions (r) are used in the formula DOI=j+r-2n to determine if the truss is determinate, unstable, or indeterminate.
Cee311(12&13)
This document discusses the calculation of shear forces at different points on a beam due to moving concentrated loads. It provides three conditions for calculating the change in shear force as loads move along the beam. As an example, it calculates the maximum shear forces at points C and D on a beam as 14 loads move across it from right to left. It is found that the maximum shear forces are 75.992 kN at point C and 111.94 kN at point D.
Cee 311(3)
This document discusses trusses and structural analysis. It covers various types of trusses including planar, space, roof, and bridge trusses. Bridge trusses can be through or deck types. Truss proportions are typically a depth to length ratio of 1:5 to 1:8 with diagonals at 45-60 degrees. The document provides an example of analyzing forces on members of a truss using the method of joints and sections, calculating member forces based on force equilibrium equations.
Cee 312(3)
This document summarizes the analysis and design of an industrial roof truss system. It outlines the following steps that have been completed: 1) selection of the truss type, 2) load estimation, 3) analysis and design of purlins and sagrods, 4) dead and wind load analysis, 5) combination of loads to determine bar forces, 6) member design, 7) bracing design, 8) connection design, and 9) detailing. It then shows calculations for determining the joint loads at various points on the truss due to dead and wind loads.
Cee 312(7 & 8)(structural analysis)
This document provides analysis and design details for an industrial roof truss system. It includes:
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Cee 312(2)
This document provides information about the structural analysis and design of an industrial roof truss system. It discusses the design philosophy, methods, types of trusses including roof and bridge trusses. It then describes the specific industrial roof truss system being designed including the selection of truss type, estimation of loads, analysis and design of purlins and sagrods, load analysis, member design, and connection design. Steps in the analysis and design process are outlined and calculations are shown for load calculations, bending moment diagrams, selection of structural sections, and checking stresses.
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This document provides information about the Structural Analysis-II course CEE-317, including the instructor details, syllabus, evaluation process, references, and an overview of exact structural analysis methods like the Moment Distribution Method. The Moment Distribution Method distributes internal forces in an indeterminate structure by satisfying equilibrium equations. It was developed in 1932 by Hardy Cross and is still widely used due to its simplicity. The document also covers structural idealization, sign convention, fixed-end moments, and the basics of stiffness and carryover factors in the Moment Distribution Method.
Cee 312(6)(structural analysis)
The document summarizes the structural analysis and design of an industrial roof truss system. It includes analysis of the truss under different load combinations, calculation of member forces, and design of the chord and web members. Key steps shown are determination of effective length factors, selection of member sections based on required area, and checking slenderness ratios and allowable stresses.
Cee 312(5)(structural analysis)
The document summarizes the analysis and design of an industrial roof truss system. Key details include:
- The truss spans 36 feet with 6 bays of 6 feet each.
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This document provides information about the CEE-312 Structural Analysis and Design Sessional-I course at SUST. The course is worth 1 credit and includes lectures, a mini project, final exam, and class performance evaluation. Reference books and the course syllabus are listed. The document then covers structural elements like tension members, compression members, beams, and sections including channels, angles, and wide flanges. Properties like centroid, moment of inertia, radius of gyration, and section modulus are defined. Structural analysis and design concepts are discussed through examples and diagrams.
Cee311(14)
1. The document discusses methods for calculating the maximum moment at a section C due to moving concentrated loads on a beam.
2. The formula for the moment M at section C is derived as M = I - D, where I is the increase in moment due to loads moving right of C and D is the decrease due to loads moving left of C.
3. The criteria for maximum moment is derived as W1/a = W2/b, where W1 and W2 are loads on either side of C and a and b are their distances from C.
4. An example problem applies these methods to calculate the maximum moment of 1793 k-ft at a section when wheel 4 is located
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This document provides information about the Structural Analysis-I course CEE-311. It includes details about the course instructor, textbook references, evaluation criteria, and topics that will be covered such as truss analysis, influence lines, and structural stability and determinacy. Key concepts that will be discussed are the definitions of what constitutes a structure, and structural analysis which is a detailed evaluation to ensure structural failure will not occur under allowable deformations. Common structural forms such as beams, columns, frames, trusses, plates and shells as well as composite structures will also be examined.
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This document provides instructions for Assignment 1 in the course CEE-311 Structural Analysis-I. The assignment contains two problems: 1) computing the forces on bars in a frame structure loaded with a 60 k force, and 2) computing the forces on bars in another frame structure loaded with various point loads. Contact information is provided for the instructor, Bijit Kumar Banik.
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学校原版美国波士顿大学毕业证学历学位证书原版一模一样
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The aquaponic system of planting is a method that does not require soil usage. It is a method that only needs water, fish, lava rocks (a substitute for soil), and plants. Aquaponic systems are sustainable and environmentally friendly. Its use not only helps to plant in small spaces but also helps reduce artificial chemical use and minimizes excess water use, as aquaponics consumes 90% less water than soil-based gardening. The study applied a descriptive and experimental design to assess and compare conventional and reconstructed aquaponic methods for reproducing tomatoes. The researchers created an observation checklist to determine the significant factors of the study. The study aims to determine the significant difference between traditional aquaponics and reconstructed aquaponics systems propagating tomatoes in terms of height, weight, girth, and number of fruits. The reconstructed aquaponics system’s higher growth yield results in a much more nourished crop than the traditional aquaponics system. It is superior in its number of fruits, height, weight, and girth measurement. Moreover, the reconstructed aquaponics system is proven to eliminate all the hindrances present in the traditional aquaponics system, which are overcrowding of fish, algae growth, pest problems, contaminated water, and dead fish.
Null Bangalore | Pentesters Approach to AWS IAM
#Abstract:
- Learn more about the real-world methods for auditing AWS IAM (Identity and Access Management) as a pentester. So let us proceed with a brief discussion of IAM as well as some typical misconfigurations and their potential exploits in order to reinforce the understanding of IAM security best practices.
- Gain actionable insights into AWS IAM policies and roles, using hands on approach.
#Prerequisites:
- Basic understanding of AWS services and architecture
- Familiarity with cloud security concepts
- Experience using the AWS Management Console or AWS CLI.
- For hands on lab create account on [killercoda.com](https://killercoda.com/cloudsecurity-scenario/)
# Scenario Covered:
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Try at [killercoda.com](https://killercoda.com/cloudsecurity-scenario/)
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Using data from 41 years in Patna’ India’ the study’s goal is to analyze the trends of how often it rains on a weekly, seasonal, and annual basis (1981−2020). First, utilizing the intensity-duration-frequency (IDF) curve and the relationship by statistically analyzing rainfall’ the historical rainfall data set for Patna’ India’ during a 41 year period (1981−2020), was evaluated for its quality. Changes in the hydrologic cycle as a result of increased greenhouse gas emissions are expected to induce variations in the intensity, length, and frequency of precipitation events. One strategy to lessen vulnerability is to quantify probable changes and adapt to them. Techniques such as log-normal, normal, and Gumbel are used (EV-I). Distributions were created with durations of 1, 2, 3, 6, and 24 h and return times of 2, 5, 10, 25, and 100 years. There were also mathematical correlations discovered between rainfall and recurrence interval.
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Cee 311(6)
- 1. CEE-311 Structural Analysis-I (3.0 credit) Lecture:6 Bijit Kumar Banik Assistant Professor, CEE, SUST Room No.: 115 (“C” building) bijit_sustbd@yahoo.com Department of Civil and Environmental Engineering
- 2. Influence Line (IL) IL is a curve, the ordinate to which at any point equals to some particular function (Reaction, Shear, Moment) due to a unit load at that point. RA 0.5 1 A B C L/2 L/2
- 3. Assumptions IL is straight for determinate structure Function: To determine the maximum & minimum value of Reaction, Shear & Moment due to moving load. IL is curve for indeterminate structure Methods: 1. Force Method 2. Push & Pull Method (Only for beam) 3. Reaction Method
- 5. Sign Conventions Positive Reaction Positive Shear Positive Negative Moment
- 6. Force Method Draw IL of RA, RB, VC and MC A B C 5 ft 5 ft Draw IL of RA, RB, VC, VD, MC and MD A B C 5 ft 5 ft 5 ft D HW