Expected Value of Ultimate Load Factor

1973 ◽  
Vol 99 (2) ◽  
pp. 291-294
Author(s):  
Alberto Castellani
Keyword(s):  
Ultimate Load ◽  
Expected Value ◽  
Load Factor

The Strength of the Pigeon's Wing Bones in Relation to Their Function

1967 ◽  
Vol 46 (2) ◽  
pp. 219-233 ◽  
Author(s):  
C. J. PENNYCUICK
Keyword(s):  
Shoulder Joint ◽  
Ultimate Load ◽  
Lift Coefficient ◽  
Load Factor ◽  
Forward Motion ◽  
Air Speed

1. Simple methods are described for applying known bending and twisting moments to pigeon bones. The ultimate bending and torsional strengths of the humerus and radio-ulna are determined. 2. Lift distributions are calculated from a strip diagram on the assumption that local lift coefficient is constant across the span. The position of the centre of lift is calculated for (a) gliding, in which the relative air speed is entirely due to the forward motion of the bird; and (b) hovering, in which it is entirely due to rotation of the wing about the shoulder joint. 3. Estimates of the ultimate load factor of the humerus in bending and twisting yielded 8.8 and 9.0 respectively in gliding, and 5.7 and 5.6 in hovering. Corresponding figures for the radio-ulna were 6.9 and 9.1 in gliding, and 4.0 and 5.1 in hovering. 4. The pectoralis insertion is strong enough to apply 4.2g in gliding and 2.9g in hovering, so the muscles would be forcibly extended before any danger could arise of the bones being broken by excessive lift. 5. A lift coefficient of at least 3.4 is achieved during the downstroke of hovering.

scholarly journals Ultimate Capacity of Vertical Pile Subjected to Combination of Vertical and Lateral Load

2019 ◽  
Vol 8 (9S2) ◽  
pp. 647-652
Keyword(s):  
Carrying Capacity ◽  
Ultimate Load ◽  
Lateral Load ◽  
Load Factor ◽  
Load Carrying Capacity ◽  
Vertical Load ◽  
Ultimate Capacity ◽  
Inclined Load ◽  
Load Carrying ◽  
Ultimate Load Carrying Capacity

Pile under general condition is subjected to combination of vertical and lateral loads In the analytical approaches to predict the load-displacement responses of a pile under central inclined load, it is assumed that the lateral displacement of the pile head is independent by the vertical load factor of the inclined load. Similarly, while estimating the ultimate resistance it is considered that the vertical load factor of the inclined load does not influence the ultimate lateral resistance of the pile during determination of ultimate load carrying capacity of vertical pile. In the present work, an empirical relation has been developed to predict the ultimate load carrying capacity of vertical piles subjected to combination of both vertical and lateral load in cohesion less soil. Effect of lateral load on vertical load deflection behavior of vertical piles when axial loads are present are discussed through several experimental results obtained from tests on model piles. Ultimate capacity is found to be a continuous function of ultimate lateral load, ultimate vertical load capacity and tangent of angle of resultant load made with vertical axis of pile.

Tests on a one-twelfth scale model of the Mancunian Way

1965 ◽  
Vol 1 (1) ◽  
pp. 57-68 ◽  
Author(s):  
G Somerville
Keyword(s):  
Ultimate Load ◽  
Bending Moment ◽  
Elastic Theory ◽  
Scale Model ◽  
Load Factor ◽  
Box Section ◽  
Effective Flange Width

A description is given of the building and testing of a 1:12 scale model, made of micro-concrete, of a typical interior span of the proposed Mancunian Way. Data have been obtained regarding the diffusion of prestress through the section, the behaviour of the structure under its design loading and under the action of point loads on the cantilevers, and the behaviour of the structure at ultimate load. It was found that the effective flange width to be used in calculating section properties varied along the span; the properties pertaining to the box section alone should be used at the support sections and those for the full section used at midspan. The behaviour of the structure under its design loading was satisfactory and could be predicted using simple elastic theory. The distribution of bending moment along the root of a cantilever, subjected to point loads, could best be predicted using the method due to Westergaard (1). At ultimate load, the structure was found to have a load factor of at least 3 on full live loading.

scholarly journals Ultimate Limit State Analysis of Ship Structures

2019 ◽  
Author(s):  
S Sathish Kumar
Keyword(s):  
Ultimate Load ◽  
Progressive Collapse ◽  
Limit State ◽  
Structural Response ◽  
Load Factor ◽  
Ultimate Limit State ◽  
Ship Structures ◽  
Limit State Analysis ◽  
Ultimate Limit ◽  
State Analysis

Subjective and objective uncertainties are imposed on ship structures due to the random nature of the loading environment, inadequate knowledge of physical phenomena associated with loads or deviations in material properties which make reliable predictions of structural response a difficult task. Strength criteria for ships can be established by ultimate strength studies of progressive collapse analysis of finite element models under different boundary conditions with combined geometric and material nonlinearities. Load-Displacement and/or Moment-Curvature curves can be generated and the ultimate load causing failure identified as a multiple of the design load. Ultimate limit state analysis can be carried out for various combinations of parameters to identify the ultimate load factor in each case.

scholarly journals A deep learning-based procedure for estimation of ultimate load carrying of steel trusses using advanced analysis

2019 ◽  
Vol 13 (3) ◽  
pp. 113-123 ◽  
Author(s):  
Truong Viet Hung ◽  
Vu Quang Viet ◽  
Dinh Van Thuat
Keyword(s):  
Machine Learning ◽  
Neural Networks ◽  
Deep Learning ◽  
Test Data ◽  
Ultimate Load ◽  
Load Factor ◽  
Activation Functions ◽  
Steel Truss ◽  
Advanced Analysis ◽  
Steel Trusses

In the present study, Deep Learning (DL) algorithm or Deep Neural Networks (DNN), one of the most powerful techniques in Machine Learning (ML), is employed for estimation of ultimate load factor of nonlinear inelastic steel truss. Datasets consisting of training and test data are created based on advanced analysis. In datasets, input data are the member cross-sections of the truss members and output data is the ultimate load factor of the whole structure. An example of a planar 39-bar steel truss is studied to demonstrate the efficiency and accuracy of the DL method. Five optimizers such as Adadelta, Adam, Nadam, RMSprop and SGD and five activation functions such as ELU, LeakyReLU, Sigmoid, Softplus, and Tanh are considered. Based on analysis results, it is proven that DL algorithm shows very high accuracy in the regression of the ultimate load factor of the planar 39-bar nonlinear inelastic steel truss. The number of layers can be selected with a small value such as 1, 2 or 3 layers and the number of neurons in each layer can be chosen in the range [Ni, 3Ni] with Ni is the number of input variables of the model. The activation functions ELU and LeakyReLU have better convergence speed of the training process compared to Sigmoid, Softplus and Tanh. The optimizer Adam works well with all activation functions considered and produces better MSE values regarding both training and test data. Keywords: deep learning; artificial neural networks; nonlinear inelastic analysis; steel truss; machine learning.

Nonlinear analysis of cable-stayed bridges at ultimate load level

1996 ◽  
Vol 23 (5) ◽  
pp. 1111-1117 ◽  
Author(s):  
M. S. Khalil
Keyword(s):  
Ultimate Load ◽  
Load Level ◽  
Load Factor ◽  
Nonlinear Behaviour ◽  
Safety Index ◽  
Nonlinear Load ◽  
Cable Stayed Bridge ◽  
Load Factors ◽  
Analysis Design ◽  
Cable Stayed Bridges

Cable-stayed bridges have unique characteristics which require unique treatment in their analysis, design, and construction. This paper discusses some of these characteristics and presents proposed means of solving the associated problems. The paper discusses the nonlinear behaviour of the cable-stayed system, the load factors required for the analysis of that type of bridge, the manner of application of the loads, and the analysis under factored loads. The paper presents the results of the analysis of the ALRT cable-stayed bridge in Vancouver, Canada. Key words: cable-stayed, bridges, nonlinear, load factor, safety index.

Aerodynamic Shape Influence and Optimum Thickness Distribution Analysis of Perceptive Wind Turbine Blade

2018 ◽  
Vol 7 (3) ◽  
pp. 1
Author(s):  
J. V. Muruga Lal Jeyan ◽  
Akhila Rupesh ◽  
Jency Lal
Keyword(s):  
Wind Energy ◽  
Wind Turbine ◽  
Thickness Distribution ◽  
Turbine Blades ◽  
Reduced Form ◽  
Load Factor ◽  
Strong Impact ◽  
Theory Approach ◽  
Distribution Analysis ◽  
Optimum Thickness

The aerodynamic module combines the three-dimensional nonlinear lifting surface theory approach, which provides the effective propagated incident velocity and angle of attack at the blade section separately, and a two-dimensional panel method for steady axisymmetric and non-symmetric flow has to be involved to obtain the 3D pressure and velocity distribution on the wind mill model blade. Wind mill and turbines have become an economically competitive form of efficiency and renewable work generation. In the abroad analytical studies, the wind turbine blades to be the target of technological improvements by the use of highly possible systematic , aerodynamic and design, material analysis, fabrication and testing. Wind energy is a peculiar form of reduced form of density source of power. To make wind power feasible, it is important to optimize the efficiency of converting wind energy into productivity source. Among the different aspects involved, rotor aerodynamics is a key determinant for achieving this goal. There is a tradeoff between thin airfoil and structural efficiency. Both of which have a strong impact on the cost of work generated. Hence the design and analysis process for optimum design requires determining the load factor, pressure and velocity impact and optimum thickness distribution by finding the effect of blade shape by varying thickness on the basis of both the aerodynamic output and the structural weight.

Preliminary Investigation on the Flexural Behaviour of Steel Fibre Reinforced Self-Compacting Concrete Ribbed Slab

2018 ◽  
Vol 15 (1) ◽  
pp. 31
Author(s):  
Nur Aiman Suparlan ◽  
Muhammad Azrul Ku Ayob ◽  
Hazrina Ahmad ◽  
Siti Hawa Hamzah ◽  
Mohd Hisbany Mohd Hashim
Keyword(s):  
Ultimate Load ◽  
Steel Fibre ◽  
Preliminary Investigation ◽  
Bending Test ◽  
Flexural Behaviour ◽  
Self Compacting Concrete ◽  
Two Samples ◽  
Simple Support ◽  
Set Up ◽  
Ultimate Load Carrying Capacity

A ribbed slab structure has the advantage in the reduction of concrete volume in between the ribs resulting in a lower structural self-weight. In order to overcome the drawbacks in the construction process, the application of steel fibre self-compacting concrete (SCFRC) is seen as an alternative material to be used in the slab. This preliminary investigation was carried out to investigate the flexural behaviour of steel fibre self-compacting concrete (SCFRC) as the main material in ribbed slab omitting the conventional reinforcements. Two samples of ribbed slab were prepared for this preliminary study; 2-ribbed and 3-ribbed in 1 m width to identify the effect of the geometry to the slab’s flexural behaviour. The dimension of both samples is 2.5 m x 1 m with 150 mm thickness. The compressive strength of the mix is 48.6 MPa based on the cubes tested at 28 days. Load was applied to failure by using the four point bending test set-up with simple support condition. The result of the experiment recorded ultimate load carrying capacity at 30.68 kN for the 2-ribbed slab and 25.52 kN for 3-ribbed slab. From the results, the ultimate load of the 2-ribbed sample exceeds 3-ribbed by approximately 20%. This proved that even with lower concrete volume, the sample can still withstand an almost similar ultimate load. Cracks was also observed and recorded with the maximum crack width of 2 mm. It can be concluded that the steel fibres do have the potential to withstand flexural loadings. Steel fibre reduces macro-crack forming into micro-cracks and improves concrete ductility, as well as improvement in deflection. This shows that steel fibre reinforced self-compacting concrete is practical as it offers good concrete properties as well as it can be mixed, placed easier without compaction. 

The Expected Value Premium

CFA Digest ◽  
2008 ◽  
Vol 38 (3) ◽  
pp. 35-36
Author(s):  
Michael Kobal
Keyword(s):  
Expected Value ◽  
Value Premium
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