13-Effective Length of Columns (Steel Structural Design & Prof. Shehab Mourad)
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This document discusses the effective length of columns, which depends on: 1) The end conditions of the column (fixed, hinged, or free) represented by the factor K. 2) Whether the frame is braced or unbraced. 3) The relative stiffnesses of the column to beams at each end, represented by factors G1 and G2. Formulas and charts are provided to calculate the buckling length factor K based on these parameters. An example problem demonstrates calculating K for three columns in a two-story frame.
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05-Strength of Double Angle Bolted Tension Members (Steel Structural Design &...
1. The document discusses the limit states and failure modes of bolted double angle tension members, including yielding of the gross section, fracture at the net section, and block shear failure.
2. It provides equations to calculate the effective net area considering shear lag effects, and the block shear strength considering both shear and tensile strengths.
3. An example calculation is shown to determine the tensile resistance of a double unequal angle member bolted at one leg, where fracture at the net section governs with a strength of 393.9 kN.
What's hot (20)
89505650 concrete-beam-and-slab-design-using-prokon
89505650 concrete-beam-and-slab-design-using-prokon
ETABS manual - Seismic design of steel buildings according to Eurocode 3 & 8
ETABS manual - Seismic design of steel buildings according to Eurocode 3 & 8
19-Examples for Beam Column (Steel Structural Design & Prof. Shehab Mourad)
19-Examples for Beam Column (Steel Structural Design & Prof. Shehab Mourad)
23-Design of Column Base Plates (Steel Structural Design & Prof. Shehab Mourad)
23-Design of Column Base Plates (Steel Structural Design & Prof. Shehab Mourad)
Design of columns biaxial bending as per IS 456-2000
Design of columns biaxial bending as per IS 456-2000
06-Strength of Double Angle Welded Tension Members (Steel Structural Design &...
06-Strength of Double Angle Welded Tension Members (Steel Structural Design &...
Design methods for torsional buckling of steel structures
Design methods for torsional buckling of steel structures
How To Design Concrete Structures Using Eurocode 2
How To Design Concrete Structures Using Eurocode 2
05-Strength of Double Angle Bolted Tension Members (Steel Structural Design &...
05-Strength of Double Angle Bolted Tension Members (Steel Structural Design &...
Similar to 13-Effective Length of Columns (Steel Structural Design & Prof. Shehab Mourad)
J012326671
The document presents modified formulas for calculating the buckling length factor K for rigid steel frame structures. It discusses:
1. The background on exact and approximate equations currently used in codes to calculate K as a function of rotational restraints GA and GB.
2. Derivation of new proposed formulas for K for braced (Equation 10) and sway (Equations 11-12) frames through multiple regression analysis using 300 data points.
3. Analysis showing the new formulas achieve greater accuracy within 1% compared to current French code equations that are accurate to -0.5% to +1.5% for braced frames and 2% for sway frames.
DISTANCE TWO LABELING FOR MULTI-STOREY GRAPHS
An L (2, 1)-labeling of a graph G (also called distance two labeling) is a function f from the vertex set V (G) to the non negative integers {0,1,…, k }such that |f(x)-f(y)| ≥2 if d(x, y) =1 and | f(x)- f(y)| ≥1 if d(x, y) =2. The L (2, 1)-labeling number λ (G) or span of G is the smallest k such that there is a f with
max {f (v) : vє V(G)}= k. In this paper we introduce a new type of graph called multi-storey graph. The distance two labeling of multi-storey of path, cycle, Star graph, Grid, Planar graph with maximal edges and its span value is determined. Further maximum upper bound span value for Multi-storey of simple
graph are discussed.
IRJET- Comparative Study of Performance of 60 Storey Steel Buildings with...
This document presents a comparative study of the performance of 60-storey steel buildings with exoskeleton, framed tube, and conventional structural systems under dynamic loading. Three structural models were created and analyzed using ETABS software. The models were subjected to dynamic earthquake and wind loading based on response spectrum and gust factor methods respectively. Results showed that the exoskeleton system performed best in terms of lowest displacement, drift, and shear values compared to the other systems. The framed tube system also performed better than the conventional system. The exoskeleton system was found to be the stiffest system and most effective in resisting lateral loads from earthquakes and wind.
Analysis of different types of braces and chord connection in (CFST) k -joint...
This document analyzes different types of braces and chord connections in concrete-filled steel tubular (CFST) k-joints under various boundary conditions using finite element analysis. It validates an FEA model of a bolted CFST k-joint connection against experimental test data. The study then investigates the performance of different brace shapes, brace angles, and gap distances between braces in CFST k-joints. It finds that k-joints with circular braces and an angle of 70 degrees, and k-joints with rectangular braces and an angle of 90 degrees experience the highest equivalent stresses. K-joints with pentagonal braces also perform best at a 70 degree brace angle.
Parametric study on behaviour of box girder bridges using CSi Bridge
This document presents a parametric study on the behavior of box girder bridges using finite element analysis software CSi Bridge. Three types of box girder cross-sections (rectangular, trapezoidal, circular) were modeled and analyzed for different depths. The results, such as deflection and longitudinal stress, were compared for each cross-section. Increasing the depth was found to decrease the mid-span deflection and bending stresses. Validation of the software model was performed by comparing results to manually calculated values, showing good agreement.
Structur e very helpfull
This document discusses structural stability, statical determinacy, and influence lines. It defines stability as a prerequisite for structures to carry loads, which depends on comparing equations and unknown forces through structural analysis. Statical determinacy determines if a structure remains in equilibrium through static concepts alone. The number of external reactions must exceed the number of equilibrium equations. Influence lines show the variation of reactions, shear, or bending moment due to moving loads and identify their critical positions producing greatest effects.
Civil engineering mock test
The document provides instructions for a mock test paper on civil engineering. It consists of 65 multiple choice questions worth a total of 100 marks. Questions 1-25 and 56-60 carry 1 mark each, while questions 26-55 and 61-65 carry 2 marks each. Questions will cover both civil engineering topics and general aptitude. There are negative marks for incorrect answers. Calculators are allowed but no other aids. The purpose is to simulate exam conditions and help identify strengths and weaknesses to guide further preparation.
Paper id 71201961
The document discusses claw decompositions of product graphs. It provides necessary and sufficient conditions for decomposing the Cartesian product of standard graphs into claws. Some key results are:
1. If G1 and G2 are claw decomposable, then their Cartesian product G1 x G2 is also claw decomposable.
2. The Cartesian product of complete graphs or complete bipartite graphs is claw decomposable if certain conditions on their vertex sets are met.
3. Sufficient conditions are given for the lexicographic product of a graph G with Km, Kn, or K2 x Kn to be claw decomposable when m and n satisfy certain properties.
So in summary, the document
Structural engineering ii
Structural engineering ii Dr. Iftekhar Anam
Deflection of Grids due to Combined Flexural and Torsional Deformations
http://www.uap-bd.edu/ce/anam/
Verification of areas of i.s. rolled steel sections
Abstract General Steel Structures are designed using standard steel sections. The design is governed by the Code IS 800-2007, and the standard steel sections are chosen from SP: 6(1)-1964.The standard steel sections regularly used in construction are, I, Channel, Tee and Angle (Equal & Unequal) sections, i.e., overall 252 sections. SP: 6(1)-1964 gives the sectional properties of all these 252 standard sections, including the cross sectional areas, for the use of designers, to select the most stable and economical section to satisfy the loading conditions of the structure. An economical section is one which has the least cross sectional area and hence, least weight. In SP: 6(1)-1964, the cross sectional areas are given in cm2 to an accuracy of two decimal places. In this paper, the accuracy of the areas of all these sections, except ISHB sections (all IS Heavy Beams) and ISWB 600 @ 145.1 kg/m, i.e., totally 234 sections, are verified in mm2 to an accuracy of two decimal places. The results show differences in values of areas for eight Tee-sections only, which have been tabulated. Cross sectional areas of all other 226 sections perfectly match with the values given in SP: 6(1)-1964. Index Terms: IS 800-2007, SP: 6(1)-1964, Cross Sectional Areas
Verification of areas of i.s. rolled steel sections
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology.
IRJET - Study on Horizontal Curved Bridge – State of Art Literature Review
The document summarizes research on the analysis of horizontally curved prestressed concrete beam bridges. It begins with an abstract describing bridges and the need to better understand behavior of curved box girder bridges. It then reviews 10 research papers on modeling and analyzing curved bridges using finite element analysis. Key findings include that curved bridges experience increased torsion compared to straight bridges, outer webs experience greater deflection, and analysis has been performed using software like SAP, LUSAS, and CSi Bridge. The document provides an overview of the current state of research on curved concrete beam bridges.
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.
EQ21.pdf
This document provides an example of calculating the design seismic force on a 4-storey reinforced concrete building located in seismic zone V using the dynamic analysis method outlined in the Indian seismic code IS 1893 (Part 1). Free vibration analysis was conducted to determine the natural periods and mode shapes of the building in the X-direction. Using these dynamic properties, the modal mass and modal participation factors were calculated for the first three modes. The lateral seismic force was then determined for each mode and distributed over the height of the building using the square root of the sum of squares method. The resulting seismic forces were compared to those obtained using the equivalent static method and found to be less, so no scaling was required.
Sd i-module3- rajesh sir
The document discusses the design of two-way slabs and staircases. It provides guidance on initial proportioning of slab thickness, analysis of bending moments using code provided coefficients, design of flexural reinforcement, checking for deflection and shear limits, and detailing of reinforcement. Specific examples are presented to demonstrate the design of simply supported and torsionally restrained slab panels with reinforcement calculated and laid out. Staircases are also briefly mentioned including different types like waist slab and folded plate.
IRJET-Study on Behaviour of Retrofitted RC Beam-Column Exterior Joints with G...
This document presents a study on retrofitting reinforced concrete beam-column exterior joints with glass fiber reinforced polymer (GFRP) wrapping to improve their seismic performance. Three 1/5th scale specimens of a beam-column joint from a prototype 5-story building were tested: one unretrofitted control specimen and two specimens retrofitted with one or two layers of GFRP wrapping after being loaded to 70% of their ultimate capacity. Testing showed that the retrofitted specimens had increased load capacity, energy absorption, and ductility compared to the unretrofitted joint. Specifically, the single layer retrofitted joint was able to regain its original strength and had 60% more energy absorption than the control, while the double layer retrofitted
EQ06.pdf
This document provides an example for designing a beam in a four-storey RC frame building located in seismic zone V. The beam is designed according to IS 13920:2016. Load combinations including earthquake loads are considered for design. The maximum shear and bending moment values under different load combinations are calculated. Reinforcement required at different sections of the beam is calculated to resist the bending moments based on limit state design approach. Detailed calculations are shown for flexural design at the left end of the beam to illustrate the provisions of IS 13920:2016.
Explanatory Examples on Ductile Detailing of RC Buildings.pdf
Explanatory Examples on Ductile Detailing of RC Buildings.pdf
تصميم المنشآت المعنديه - د-سعد الدين مصطفي.pdf
منشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبممنشآت معدنية
جمر]بمسجحمبسبم
Serr calculation
This document presents a method for calculating the energy release rate (ERR) in Mode I delamination of angle ply laminated composites using a double cantilever beam (DCB) test specimen. The compliance equation is used to calculate the ERR based on a second order shear deformation beam theory (SSTDBT) model of the DCB specimen. Numerical examples show good agreement between the ERR calculated from the compliance equation and those obtained using J-integral calculations for glass/polyester DCB specimens with [±30°]5 and [±45°]5 layups.
Similar to 13-Effective Length of Columns (Steel Structural Design & Prof. Shehab Mourad) (20)
IRJET- Comparative Study of Performance of 60 Storey Steel Buildings with...
IRJET- Comparative Study of Performance of 60 Storey Steel Buildings with...
Analysis of different types of braces and chord connection in (CFST) k -joint...
Analysis of different types of braces and chord connection in (CFST) k -joint...
Parametric study on behaviour of box girder bridges using CSi Bridge
Parametric study on behaviour of box girder bridges using CSi Bridge
Verification of areas of i.s. rolled steel sections
Verification of areas of i.s. rolled steel sections
Verification of areas of i.s. rolled steel sections
Verification of areas of i.s. rolled steel sections
IRJET - Study on Horizontal Curved Bridge – State of Art Literature Review
IRJET - Study on Horizontal Curved Bridge – State of Art Literature Review
IRJET-Study on Behaviour of Retrofitted RC Beam-Column Exterior Joints with G...
IRJET-Study on Behaviour of Retrofitted RC Beam-Column Exterior Joints with G...
Explanatory Examples on Ductile Detailing of RC Buildings.pdf
Explanatory Examples on Ductile Detailing of RC Buildings.pdf
More from Hossam Shafiq II
Basics of Foundation Engineering هندسة الأساسات & Eng. Ahmed S. Al-Agha
Basics of Foundation Engineering هندسة الأساسات & Eng. Ahmed S. Al-Agha
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Chapter (2) Subsoil Exploration
Chapter (3) Ultimate Bearing Capacity of Shallow Foundations
Chapter (4) Ultimate Bearing Capacity of Shallow Foundations (Special Cases)
Chapter (5) Allowable Bearing Capacity and Settlement
Chapter (6) Geometric Design of Shallow Foundations
Chapter (7) Lateral Earth Pressure
Chapter (8) Retaining Walls
Chapter (9) Sheet Pile Walls
Chapter (11) Pile Foundations
Ch8 Truss Bridges (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. Metwally ...
This chapter discusses truss bridges. It begins by defining a truss as a triangulated assembly of straight members that can be used to replace girders. The main advantages of truss bridges are that primary member forces are axial loads and the open web system allows for greater depth.
The chapter then describes the typical components of a through truss bridge and the most common truss forms including Pratt, Warren, curved chord, subdivided, and K-trusses. Design considerations like truss depth, economic spans, cross section shapes, and wind bracing are covered. The chapter concludes with sections on determining member forces, design principles, and specific design procedures.
Ch7 Box Girder Bridges (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. Metw...
1. Box girder bridges have two key advantages over plate girder bridges: they possess torsional stiffness and can have much wider flanges.
2. For medium span bridges between 45-100 meters, box girder bridges offer an attractive form of construction as they maintain simplicity while allowing larger span-to-depth ratios compared to plate girders.
3. Advances in welding and cutting techniques have expanded the structural possibilities for box girders, allowing for more economical designs of large welded units.
Ch6 Composite Plate Girder Bridges (Steel Bridges تصميم الكباري المعدنية & Pr...
Ch6 Composite Plate Girder Bridges (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. Metwally Abu-Hamd)
Ch5 Plate Girder Bridges (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. Me...
Plate girders are commonly used as main girders for short and medium span bridges. They are fabricated by welding together steel plates to form an I-shape cross-section, unlike hot-rolled I-beams. Plate girders offer more design flexibility than rolled sections as the plates can be optimized for strength and economy. However, their thin plates are more susceptible to various buckling modes which control the design. Buckling considerations of the compression flange, web in shear and bending must be evaluated to determine the plate girder's load capacity.
Ch4 Bridge Floors (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. Metwally ...
This chapter discusses bridge floors for roadway and railway bridges. It describes three main types of structural systems for roadway bridge floors: slab, beam-slab, and orthotropic plate. For railway bridges, the two main types are open timber floors and ballasted floors. The chapter then covers design considerations for allowable stresses, stringer and cross girder cross sections, and provides an example design for the floor of a roadway bridge with I-beam stringers and cross girders.
Ch3 Design Considerations (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. M...
This chapter discusses design considerations for steel bridges. It outlines two main design philosophies: working stress design and limit states design. The chapter then focuses on the working stress design method, which is based on the Egyptian Code of Practice for Steel Constructions and Bridges. It provides allowable stress values for various steel grades and loading conditions, including stresses due to axial, shear, bending, compression and tension loads. Design of sections is classified based on compact and slender criteria. The chapter also addresses stresses from repeated, erection and secondary loads.
Ch2 Design Loads on Bridges (Steel Bridges تصميم الكباري المعدنية & Prof. Dr....
This document discusses design loads on bridges. It describes various types of loads that bridges must be designed to resist, including dead loads from the bridge structure itself, live loads from traffic, and environmental loads such as wind, temperature, and earthquakes. It provides specifics on how to calculate loads from road and rail traffic according to Egyptian design codes, including truck and train configurations, impact factors, braking and centrifugal forces, and load distributions. Other loads like wind, thermal effects, and concrete shrinkage are also summarized.
Ch1 Introduction (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. Metwally A...
This document provides an introduction to steel bridges, including:
1. It discusses the history and evolution of bridge engineering and the key components of bridge structures.
2. It describes different classifications of bridges according to materials, usage, position, and structural forms. The structural forms include beam bridges, frame bridges, arch bridges, cable-stayed bridges, and suspension bridges.
3. It provides examples of different types of bridges and explains the basic structural systems used in bridges, including simply supported, cantilever, and continuous beams as well as rigid frames.
Lec05 STRUCTURE SYSTEMS to resist EARTHQUAKE (Earthquake Engineering هندسة ال...
Lec05 STRUCTURE SYSTEMS to resist EARTHQUAKE (Earthquake Engineering هندسة الزلازل & Assc.Prof Nasser El-Shafey)
Lec04 Earthquake Force Using Response Specturum Method (2) (Earthquake Engine...
Lec04 Earthquake Force Using Response Specturum Method (2) (Earthquake Engineering هندسة الزلازل & Assc.Prof Nasser El-Shafey)
Lec03 Earthquake Force Using Response Specturum Method (1) (Earthquake Engine...
Lec03 Earthquake Force Using Response Specturum Method (1) (Earthquake Engineering هندسة الزلازل & Assc.Prof Nasser El-Shafey)
Lec02 Earthquake Damage to Concrete Structure (Earthquake Engineering هندسة ا...
Lec02 Earthquake Damage to Concrete Structure (Earthquake Engineering هندسة الزلازل & Assc.Prof Nasser El-Shafey)
Lec01 Design of RC Structures under lateral load (Earthquake Engineering هندس...
Lec01 Design of RC Structures under lateral load (Earthquake Engineering هندسة الزلازل & Assc.Prof Nasser El-Shafey)
Lec13 Continuous Beams and One Way Slabs(3) Footings (Reinforced Concrete Des...
Lec13 Continuous Beams and One Way Slabs(3) Footings (Reinforced Concrete Design I & Prof. Abdelhamid Charif)
Lec12 Continuous Beams and One Way Slabs(2) Columns (Reinforced Concrete Desi...
Lec12 Continuous Beams and One Way Slabs(2) Columns (Reinforced Concrete Design I & Prof. Abdelhamid Charif)
Lec11 Continuous Beams and One Way Slabs(1) (Reinforced Concrete Design I & P...
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一比一原版(osu毕业证书)美国俄勒冈州立大学毕业证如何办理
原版一模一样【微信：741003700 】【(osu毕业证书)美国俄勒冈州立大学毕业证成绩单】【微信：741003700 】学位证，留信认证（真实可查，永久存档）原件一模一样纸张工艺/offer、雅思、外壳等材料/诚信可靠,可直接看成品样本，帮您解决无法毕业带来的各种难题！外壳，原版制作，诚信可靠，可直接看成品样本。行业标杆！精益求精，诚心合作，真诚制作！多年品质 ,按需精细制作，24小时接单,全套进口原装设备。十五年致力于帮助留学生解决难题，包您满意。
本公司拥有海外各大学样板无数，能完美还原。
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一.毕业证【q微741003700】成绩单、使馆认证、教育部认证、雅思托福成绩单、学生卡等！
二.真实使馆公证(即留学回国人员证明,不成功不收费)
三.真实教育部学历学位认证（教育部存档！教育部留服网站永久可查）
四.办理各国各大学文凭(一对一专业服务,可全程监控跟踪进度)
如果您处于以下几种情况：
◇在校期间，因各种原因未能顺利毕业……拿不到官方毕业证【q/微741003700】
◇面对父母的压力，希望尽快拿到；
◇不清楚认证流程以及材料该如何准备；
◇回国时间很长，忘记办理；
◇回国马上就要找工作，办给用人单位看；
◇企事业单位必须要求办理的
◇需要报考公务员、购买免税车、落转户口
◇申请留学生创业基金
留信网认证的作用:
1:该专业认证可证明留学生真实身份
2:同时对留学生所学专业登记给予评定
3:国家专业人才认证中心颁发入库证书
4:这个认证书并且可以归档倒地方
5:凡事获得留信网入网的信息将会逐步更新到个人身份内，将在公安局网内查询个人身份证信息后，同步读取人才网入库信息
6:个人职称评审加20分
7:个人信誉贷款加10分
8:在国家人才网主办的国家网络招聘大会中纳入资料，供国家高端企业选择人才
办理(osu毕业证书)美国俄勒冈州立大学毕业证【微信：741003700 】外观非常简单，由纸质材料制成，上面印有校徽、校名、毕业生姓名、专业等信息。
办理(osu毕业证书)美国俄勒冈州立大学毕业证【微信：741003700 】格式相对统一，各专业都有相应的模板。通常包括以下部分：
校徽：象征着学校的荣誉和传承。
校名:学校英文全称
授予学位：本部分将注明获得的具体学位名称。
毕业生姓名：这是最重要的信息之一，标志着该证书是由特定人员获得的。
颁发日期：这是毕业正式生效的时间，也代表着毕业生学业的结束。
其他信息：根据不同的专业和学位，可能会有一些特定的信息或章节。
办理(osu毕业证书)美国俄勒冈州立大学毕业证【微信：741003700 】价值很高，需要妥善保管。一般来说，应放置在安全、干燥、防潮的地方，避免长时间暴露在阳光下。如需使用，最好使用复印件而不是原件，以免丢失。
综上所述，办理(osu毕业证书)美国俄勒冈州立大学毕业证【微信：741003700 】是证明身份和学历的高价值文件。外观简单庄重，格式统一，包括重要的个人信息和发布日期。对持有人来说，妥善保管是非常重要的。
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一比一原版(爱大毕业证书)爱荷华大学毕业证如何办理
原版一模一样【微信：741003700 】【(爱大毕业证书)爱荷华大学毕业证成绩单】【微信：741003700 】学位证，留信认证（真实可查，永久存档）原件一模一样纸张工艺/offer、雅思、外壳等材料/诚信可靠,可直接看成品样本，帮您解决无法毕业带来的各种难题！外壳，原版制作，诚信可靠，可直接看成品样本。行业标杆！精益求精，诚心合作，真诚制作！多年品质 ,按需精细制作，24小时接单,全套进口原装设备。十五年致力于帮助留学生解决难题，包您满意。
本公司拥有海外各大学样板无数，能完美还原。
1:1完美还原海外各大学毕业材料上的工艺：水印，阴影底纹，钢印LOGO烫金烫银，LOGO烫金烫银复合重叠。文字图案浮雕、激光镭射、紫外荧光、温感、复印防伪等防伪工艺。材料咨询办理、认证咨询办理请加学历顾问Q/微741003700
【主营项目】
一.毕业证【q微741003700】成绩单、使馆认证、教育部认证、雅思托福成绩单、学生卡等！
二.真实使馆公证(即留学回国人员证明,不成功不收费)
三.真实教育部学历学位认证（教育部存档！教育部留服网站永久可查）
四.办理各国各大学文凭(一对一专业服务,可全程监控跟踪进度)
如果您处于以下几种情况：
◇在校期间，因各种原因未能顺利毕业……拿不到官方毕业证【q/微741003700】
◇面对父母的压力，希望尽快拿到；
◇不清楚认证流程以及材料该如何准备；
◇回国时间很长，忘记办理；
◇回国马上就要找工作，办给用人单位看；
◇企事业单位必须要求办理的
◇需要报考公务员、购买免税车、落转户口
◇申请留学生创业基金
留信网认证的作用:
1:该专业认证可证明留学生真实身份
2:同时对留学生所学专业登记给予评定
3:国家专业人才认证中心颁发入库证书
4:这个认证书并且可以归档倒地方
5:凡事获得留信网入网的信息将会逐步更新到个人身份内，将在公安局网内查询个人身份证信息后，同步读取人才网入库信息
6:个人职称评审加20分
7:个人信誉贷款加10分
8:在国家人才网主办的国家网络招聘大会中纳入资料，供国家高端企业选择人才
办理(爱大毕业证书)爱荷华大学毕业证【微信：741003700 】外观非常简单，由纸质材料制成，上面印有校徽、校名、毕业生姓名、专业等信息。
办理(爱大毕业证书)爱荷华大学毕业证【微信：741003700 】格式相对统一，各专业都有相应的模板。通常包括以下部分：
校徽：象征着学校的荣誉和传承。
校名:学校英文全称
授予学位：本部分将注明获得的具体学位名称。
毕业生姓名：这是最重要的信息之一，标志着该证书是由特定人员获得的。
颁发日期：这是毕业正式生效的时间，也代表着毕业生学业的结束。
其他信息：根据不同的专业和学位，可能会有一些特定的信息或章节。
办理(爱大毕业证书)爱荷华大学毕业证【微信：741003700 】价值很高，需要妥善保管。一般来说，应放置在安全、干燥、防潮的地方，避免长时间暴露在阳光下。如需使用，最好使用复印件而不是原件，以免丢失。
综上所述，办理(爱大毕业证书)爱荷华大学毕业证【微信：741003700 】是证明身份和学历的高价值文件。外观简单庄重，格式统一，包括重要的个人信息和发布日期。对持有人来说，妥善保管是非常重要的。
原版制作(Humboldt毕业证书)柏林大学毕业证学位证一模一样
原件一模一样【微信：bwp0011】《(Humboldt毕业证书)柏林大学毕业证学位证》【微信：bwp0011】学位证，留信认证（真实可查，永久存档）原件一模一样纸张工艺/offer、雅思、外壳等材料/诚信可靠,可直接看成品样本，帮您解决无法毕业带来的各种难题！外壳，原版制作，诚信可靠，可直接看成品样本。行业标杆！精益求精，诚心合作，真诚制作！多年品质 ,按需精细制作，24小时接单,全套进口原装设备。十五年致力于帮助留学生解决难题，包您满意。
本公司拥有海外各大学样板无数，能完美还原。
1:1完美还原海外各大学毕业材料上的工艺：水印，阴影底纹，钢印LOGO烫金烫银，LOGO烫金烫银复合重叠。文字图案浮雕、激光镭射、紫外荧光、温感、复印防伪等防伪工艺。材料咨询办理、认证咨询办理请加学历顾问微bwp0011
【主营项目】
一.毕业证【微bwp0011】成绩单、使馆认证、教育部认证、雅思托福成绩单、学生卡等！
二.真实使馆公证(即留学回国人员证明,不成功不收费)
三.真实教育部学历学位认证（教育部存档！教育部留服网站永久可查）
四.办理各国各大学文凭(一对一专业服务,可全程监控跟踪进度)
如果您处于以下几种情况：
◇在校期间，因各种原因未能顺利毕业……拿不到官方毕业证【微bwp0011】
◇面对父母的压力，希望尽快拿到；
◇不清楚认证流程以及材料该如何准备；
◇回国时间很长，忘记办理；
◇回国马上就要找工作，办给用人单位看；
◇企事业单位必须要求办理的
◇需要报考公务员、购买免税车、落转户口
◇申请留学生创业基金
留信网认证的作用:
1:该专业认证可证明留学生真实身份
2:同时对留学生所学专业登记给予评定
3:国家专业人才认证中心颁发入库证书
4:这个认证书并且可以归档倒地方
5:凡事获得留信网入网的信息将会逐步更新到个人身份内，将在公安局网内查询个人身份证信息后，同步读取人才网入库信息
6:个人职称评审加20分
7:个人信誉贷款加10分
8:在国家人才网主办的国家网络招聘大会中纳入资料，供国家高端企业选择人才
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Climate change's impact on the planet forced the United Nations and governments to promote green energies and electric transportation. The deployments of photovoltaic (PV) and electric vehicle (EV) systems gained stronger momentum due to their numerous advantages over fossil fuel types. The advantages go beyond sustainability to reach financial support and stability. The work in this paper introduces the hybrid system between PV and EV to support industrial and commercial plants. This paper covers the theoretical framework of the proposed hybrid system including the required equation to complete the cost analysis when PV and EV are present. In addition, the proposed design diagram which sets the priorities and requirements of the system is presented. The proposed approach allows setup to advance their power stability, especially during power outages. The presented information supports researchers and plant owners to complete the necessary analysis while promoting the deployment of clean energy. The result of a case study that represents a dairy milk farmer supports the theoretical works and highlights its advanced benefits to existing plants. The short return on investment of the proposed approach supports the paper's novelty approach for the sustainable electrical system. In addition, the proposed system allows for an isolated power setup without the need for a transmission line which enhances the safety of the electrical network
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Generative AI Use cases applications solutions and implementation.pdf
Generative AI solutions encompass a range of capabilities from content creation to complex problem-solving across industries. Implementing generative AI involves identifying specific business needs, developing tailored AI models using techniques like GANs and VAEs, and integrating these models into existing workflows. Data quality and continuous model refinement are crucial for effective implementation. Businesses must also consider ethical implications and ensure transparency in AI decision-making. Generative AI's implementation aims to enhance efficiency, creativity, and innovation by leveraging autonomous generation and sophisticated learning algorithms to meet diverse business challenges.
https://www.leewayhertz.com/generative-ai-use-cases-and-applications/
Comparative analysis between traditional aquaponics and reconstructed aquapon...
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.
Prediction of Electrical Energy Efficiency Using Information on Consumer's Ac...
Energy efficiency has been important since the latter part of the last century. The main object of this survey is to determine the energy efficiency knowledge among consumers. Two separate districts in Bangladesh are selected to conduct the survey on households and showrooms about the energy and seller also. The survey uses the data to find some regression equations from which it is easy to predict energy efficiency knowledge. The data is analyzed and calculated based on five important criteria. The initial target was to find some factors that help predict a person's energy efficiency knowledge. From the survey, it is found that the energy efficiency awareness among the people of our country is very low. Relationships between household energy use behaviors are estimated using a unique dataset of about 40 households and 20 showrooms in Bangladesh's Chapainawabganj and Bagerhat districts. Knowledge of energy consumption and energy efficiency technology options is found to be associated with household use of energy conservation practices. Household characteristics also influence household energy use behavior. Younger household cohorts are more likely to adopt energy-efficient technologies and energy conservation practices and place primary importance on energy saving for environmental reasons. Education also influences attitudes toward energy conservation in Bangladesh. Low-education households indicate they primarily save electricity for the environment while high-education households indicate they are motivated by environmental concerns.
Embedded machine learning-based road conditions and driving behavior monitoring
Car accident rates have increased in recent years, resulting in losses in human lives, properties, and other financial costs. An embedded machine learning-based system is developed to address this critical issue. The system can monitor road conditions, detect driving patterns, and identify aggressive driving behaviors. The system is based on neural networks trained on a comprehensive dataset of driving events, driving styles, and road conditions. The system effectively detects potential risks and helps mitigate the frequency and impact of accidents. The primary goal is to ensure the safety of drivers and vehicles. Collecting data involved gathering information on three key road events: normal street and normal drive, speed bumps, circular yellow speed bumps, and three aggressive driving actions: sudden start, sudden stop, and sudden entry. The gathered data is processed and analyzed using a machine learning system designed for limited power and memory devices. The developed system resulted in 91.9% accuracy, 93.6% precision, and 92% recall. The achieved inference time on an Arduino Nano 33 BLE Sense with a 32-bit CPU running at 64 MHz is 34 ms and requires 2.6 kB peak RAM and 139.9 kB program flash memory, making it suitable for resource-constrained embedded systems.
AI for Legal Research with applications, tools
AI applications in legal research include rapid document analysis, case law review, and statute interpretation. AI-powered tools can sift through vast legal databases to find relevant precedents and citations, enhancing research accuracy and speed. They assist in legal writing by drafting and proofreading documents. Predictive analytics help foresee case outcomes based on historical data, aiding in strategic decision-making. AI also automates routine tasks like contract review and due diligence, freeing up lawyers to focus on complex legal issues. These applications make legal research more efficient, cost-effective, and accessible.
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Embedded machine learning-based road conditions and driving behavior monitoring
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13-Effective Length of Columns (Steel Structural Design & Prof. Shehab Mourad)
- 1. 1 Prepared by Prof. Shehab Mourad – Department of Civil Eng. - KSU Effective Length of Columns The effective column length (the equivalent half wave of buckling length), depends on; 1) The fixed end conditions (fixed, hinged or free ends), of the column (K factor). 2) The framing condition, whether it is braced or unbraced L L Braced Frame (Sway prevented) Unbraced Frame (Sway Permitted) P P P P 0.5 < K< 1.0 1.0 < K 5.0 K≤ 1 K≥ 2 Ib
- 2. 2 Prepared by Prof. Shehab Mourad – Department of Civil Eng. - KSU 3) The column - beam connections, and the relative stiffnesses of columns to beams at each end of the column S (I/L) columns G = S (I/L) beams Note : G = 10 for hinged (pinned) support G = 1.0 for fixed support For braced Frame Km = 3 Gi Gj + 1.4 (Gi + Gj) + 0.64 3 Gi Gj + 2 (Gi+Gj) + 1.28 For unbraced Frame Km = 1.6 Gi Gj + 4 (Gi+Gj) + 7.5 Gi + G j + 7.5 Or by using charts:
- 3. 3 Prepared by Prof. Shehab Mourad – Department of Civil Eng. - KSU Example For the shown two storey frame with the indicated relative Inertias, computed the Buckling length factor (K) for columns 1, 2 and 3. Solution: G1= 10 for hinged support G3 = G6 = 1.0 for fixed support G2 = (I/5) = 0.60 (2I /6) G4 = ( 2I/5 + I/3 ) = 1.257 (2I/6 + 2I/8) G5 = (I/3) = 1.332 (2I/8) For Column 1, (unbraced frame) Values from charts K1 = 1.6 x 10 x 0.6 + 4 (10 +0.6) + 7.5 = 1.81 1.80 10 + 0.60 + 7.5 For Column 2, (unbraced frame) K2 = 1.6 x 1 x 1.257 + 4 (1 + 1.257) + 7.5 = 1.378 1.375 1 + 1.257 + 7.5 For Column 3, (braced Frame) K3 = ( 3 x 1.257x1.332) + 1.4 (1.257 + 1.332) + 0.64 = 0.81 0.80 3 x 1.257 x 1.332 + 2 ( 1.257 + 1.332) + 1.28 5 m 3m 6m 8m 1 2 3 4 5 6 7 8 I 2I 2I 2I 2I I I I1 2 3