Structural analysis and design for a warehouse using STAAD PRO

Strengthening steel structures using carbon fiber reinforced polymer (CFRP) has attracted the attention of many researchers in recent years. Most previous research in this area has carried out on the behavior of the steel members without deficiency in bending, shear, and compression. The deficiency in steel structures may be created due to the errors caused by construction, fatigue cracking, and so on. In addition, steel structures may be located under combined loads in their lifetime. This study explored the effect of CFRP strengthening on the structural behaviors of square hollow sections (SHS) steel members having initial deficiencies under combined compressive load and torsional moment. To the author’s knowledge, there is no independent article in this area. In this study, 17 specimens were analyzed. To analyze the specimens, three dimensional (3D) modeling and nonlinear static analysis using ANSYS software were applied. The results indicated that application of CFRP sheets for the strengthening of the deficient hollow steel members under combined compressive load and torsional moment could recover the strength lost due to deficiency, significantly. The maximum recovery percentage of the compressive load and torsional moment capacity of the specimens was 256.00% and 139.96%, respectively.

In engineering, many pressure pipes are made of steels with good plasticity, which are subject to internal pressure, axial force, shear force, bending moment, torsion moment or their combined loads. The plastic limit load is an important indicator of the load capacity of pressure pipe. According to Hill yield function, the theoretical solutions of limit load of orthotropic cylindrical pipe under various combined loads under internal pressure, axial force, shear force, torsion moment, and bending moment have been derived on the basis of elastic perfectly plastic constitutive model. The effects of radial stress on different combined limit loads of cylindrical pipe are explored and these results show that the radial stress should be considered about the limit load calculation especially for thick-walled cylindrical pipe. The interactions of various load combination are analyzed in detail and drawn with the interaction curves. For isotropic cylindrical pipe, the limit load increases with the yield strength. For the orthotropic cylindrical pipe, the limit loads of cylindrical pipe under axial force, bending moment, shear force, and torsion moment without internal pressure are only related to the axial yield strength. The limit bending moment is mainly dependent on the axial yield strength when internal pressure is lower, while the impact of the circumferential yield strength of orthotropic cylindrical pipe is obvious when internal pressure is some higher. When the axial yield strength of orthotropic cylindrical pipe is the same, the circumferential yield strength can enhance the limit axial load, limit torsion moment, and limit shear load. Under the different load conditions including internal pressure, bending moment, axial force, shear force, and torsion moment or their combined loads, the relation of limit bending moment with yield strength ratio is diverse, which is decide by the load combination, the circumferential yield strength, and the axial yield strength.

High rise building is the most frequently used word in all most all construction activities especially in rapidly growing cities in terms of development and population. National Building Code (NBC) defines a high-rise as “All buildings 15 m or above in height (a building more than 4 storeys). The employment opportunities and facilities offered by the developing cities makes people to migrate towards urban areas which create the land scarcity for both Industrial and residential occupants. To satisfy the needs considering the future demand of habitable area and efficient use of land without expanding the boundaries of the cities makes people to choose high rise building it also facilitates with stunning views less noise pollution etc. STAAD is a popular structural analysis application known for analysis, diverse applications of use, Interoperability, and time-saving capabilities. STAAD helps structural engineers perform 3D structural Analysis and design for both steel and concrete structures. It ensures on-time and cost-effective Completion of steel, concrete, timber, aluminium, and cold-formed steel structures and designs, Regard less of complexity. We conclude that in this study we consider plot area 70 m x 24 m of g+12 Building consisting of 72 flats located kesarapalli near vijayawada Located in zone 3. we are going to analyse the high rise building for shear force and bending moments and design of critical sections of slab staircase footing by considering various loads such as with and without wind load, imposed load, dead loads. Key Word: High rise building, wind load, STAAD pro.

This research presents a comparative analysis of industrial mono-slope and dual-slope pre-engineered building (PEB) sheds. Two sheds of identical plan dimensions were modelled and analysed using STAAD Pro to evaluate the structural performance, deflection behaviour, internal force distribution, and steel consumption. Both models consisted of a 100 m length, 25 m width, and 8 m clear height, with 12 bays of 7 m spacing and 2 bays of 8 m spacing in the main frame direction, and 5 gable frames spaced at 5 m. Dead load, live load, self-weight, wind load (as per IS 875 Part 3), load combinations (as per IS 800), and relevant design parameters were applied. After modelling, analysis, and optimisation, it was concluded that the dual-slope shed demonstrated lower steel consumption and improved structural efficiency compared to the mono-slope shed. Keywords: PEB structures, mono-slope shed, dual-slope shed, STAAD Pro, steel consumption, structural optimisation.

This study investigates time-dependent lateral response of piles in elastoplastic soils under combined axial and lateral loadings. Mohr Coulomb model representing the soil and the finite element formulation were described and verified. The transient analysis of pile problem was then carried out and the results of the analysis were presented which demonstrate the effects of the consolidation process on the lateral response of the pile under combined loadings. Lower vertical to horizontal load ratio gives lower differences in deformations with time and becomes more significant with increasing load ratio. Also lateral soil pressure and shear stress in soil increased with time and depth but in a rate lowered as the load ratio decreased.

This study elucidated the field tests on behaviors of the spread foundations with centrically vertical pier, vertical but offset pier, and battered pier in geogrid-plannar-reinforced Aeolian sand under a combination of uplift and lateral loadings, which was compared with the parallel studies of the same foundations in Aeolian sand. The site conditions, the arrangement of reinforcing geogrid, and the load tests were documented comprehensively. A dimensionless breakout factor was presented to reflect the difference of foundation types. Under a combination of uplift and lateral loadings, the uplift-displacement curve exhibited a two-phase behavior, while the corresponding lateral displacement gradually increased with the load, apparently without two-phase behavior. Under a combination of uplift and lateral loadings, the foundation type had an obvious effect on the load-displacement behaviors. The spread foundations with vertical, but offset, pier or battered pier could have a better load-bearing capacity than that of the foundations with centrically vertical pier. Due to the higher tensile capacity of the geogrid and the frictional resistance between the geogrid and the sand mass, the geogird-reinforced Aeolian sand could behave as a much stiffer system to improve the uplift and lateral bearing capacity of the spread foundations.

In this paper, an experimental, numerical and analytical study is conducted on a 2 × 1 bored pile group on saturated sand under combined loading. Initially, a single-degree-of-freedom system founded on the pile group is tested at the ETH Zurich drum centrifuge under vertical, lateral and pushover loading, gaining insights and deriving benchmark results for validation of finite-element (FE) models. The latter account for non-linear soil–pile interaction, using hypoplasticity for sand and appropriate modelling of interfaces and pile response. Combining centrifuge and FE modelling, the governing resistance mechanisms are identified and quantified. The transition from model to prototype scale is achieved after careful consideration of scale effects. The concrete damaged plasticity model is employed to model the non-linear response of the reinforced concrete (RC) piles, accounting for axial load dependency of bending moment capacity. The prototype problem is studied parametrically, deriving failure envelopes for different levels of vertical loading. Distinguishable failure modes are identified, and the contribution of different resistance mechanisms is quantified. Finally, analytical failure envelopes are derived based on limit equilibrium, expanding Broms’ theory to pile groups under combined loading. Accounting for the axial load dependency of RC bending moment capacity, the proposed closed-form solutions provide a useful design tool for engineering practice.

Although much research focuses on investigating the responses of reinforced concrete (RC) structures under sole impact or blast loads, the responses of RC structures under a combination of impact and blast loads currently represent a gap in our knowledge. The combined actions of impact and blast loadings may be applied to RC structures during accidental or intentional collision of vessels, vehicles, etc., carrying explosive materials. A comprehensive study on the vulnerability of various structural members is carried out using finite element (FE) simulations under combination of impact and blast loads with the variations of various loading- and structural-related parameters and key parameters. This book introduces various structural analysis approaches for concrete structures when subjected to extreme loads such as impact and blast loadings. The theory of the combinations of impact and blast loads is proposed that can provide primary insights to the specific readers to develop new ideas in impact and blast engineering, including combined actions of extreme loads arising from real-world intentional or accidental events. This book will be of value to students (undergraduate or postgraduate), engineers, and researchers in structural and civil engineering, and specifically, those who are studying and investigating the performances of concrete structures under extreme loads.

An empirical approach has been developed to analyze the nonlinear response of a pile group with arbitrarily distributed piles subjected to combined lateral and torsional loading. In this approach, the concept of instantaneous twist center is applied to analyze the displacement relationship of pile heads and establish the static equilibrium equations of the pile cap. The horizontal interaction among the individual piles is considered through the generalized p-multiplier. The coupling effect of lateral resistance on the torsional resistance of each pile is quantified using an empirical factor β; the lateral and torsional nonlinear responses of individual piles are modeled by p-y and τ-θ curves, respectively. The proposed approach not only captures the most significant aspect of the group effect and coupling effect in a pile group subjected to combined lateral and torsional loading, but also automatically updates p-multipliers of individual piles based on pile cap displacements. The proposed approach was verified using results of model tests on pile groups subjected to lateral loading, torsional loading, and combined lateral and torsional loading, separately. In general, the pile cap response and the transfer of applied loads in the pile groups agree well with the test results.

This study is concerned with evaluating the response of single pile subjected to cyclic horizontal uniaxial loading. Combination of lateral cyclic loading and constant vertical or lateral load in two-orthogonal directions is also studied. Moreover, the influence of one- and two-way loading, number of cycles and the intensity of constant load in conjunction with the cyclic lateral load is presented. The study is further continued by comparing the performance of long and short single pile embedded in clayey soil. A series of three-dimensional finite element models using ANSYS code are conducted to model three-dimensional transient analysis as well as the complicated soil pile interaction. In order to verify the validity numerical model, the numerical response is compared with reported results obtained by experimental cyclic load test performed on single pile penetrated in soft clay. Results show strong coupling between the two-orthogonal direction of lateral loading that decreases the lateral pile capacity. The interaction relation of biaxial loading with the factor b = 1.2 and 1.15 for one- and two-way loading respectively may well approximate the analysis results. The results of study are presented in terms of lateral cyclic capacities, pile head deflection, displacement profile and bending moment over the pile length.

This chapter deals with some simplest nonlinear problems of the statics, stability, and vibrations of deformable systems.Compressed rods with lateral loading. The peculiarity of this type of problems: despite the initial linear relations and the classical assumptions, the obtained solutions satisfy the superposition principle only partially; thus, the combination of axial and transversal loads leads to nonlinear results.Static nonlinearity. “Restrained” free transverse vibration of the one-span uniform beam with both immovable supports are considered. In this case the axial force is not active force but reaction occurs due to free vibrations. This axial force induced by the deflection of a beam is the source of the static nonlinearity in the problem.Physical nonlinearity. Free vibration of the simply supported uniform beam is considered; the material of the beam does not obey to Hooke’s law. Assumed the relationship normal stress-strain is weakly nonlinear.Geometrical nonlinearity. Stability analysis of a simply supported uniform flexible rod with large deflections is considered. It is assumed that the compressing force retains orientation in the process of deforming the rod.For all the above problems the exact differential equations are derived and detailed mathematical analysis is presented. Rejecting the classical assumptions of structural mechanics leads to a new mathematical model of the object.KeywordsDesign diagramAssumptionsTypes of nonlinearitiesStabilityVibrationLarge deformation“Restrained” vibrationAxial forceSuperposition principleP-Δ analysisTransversal vibration

To encounter the growing energy demand in the offshore environment, there is a necessity of a huge deployment of energy devices like wind turbines. Upscaled screw piles are gaining popularity as an effective alternative for the offshore wind turbine foundations in deeper waters. The foundations of the offshore wind turbines are typically subjected to axial compressive load from the superstructure and lateral load from the wind and waves. Therefore, the combined load-carrying capacity of screw piles needs to be evaluated for their efficient use as a foundation structure for the offshore wind turbines. In the present study, a three-dimensional finite element analysis is carried out using ABAQUS 2018 to determine the combined load-carrying capacity (under axial compression and lateral) of the screw pile installed in sand. The soil is modelled as Mohr–Coulomb material and the shaft and helix as linear elastic materials. The effect of the number of helixes and the placement of helix on the combined compressive and lateral load-carrying capacity of the screw pile is studied. It is found that the screw piles can significantly increase the combined lateral and vertical load-carrying capacity provided the helixes are placed at a suitable location. The present study will be useful in the design of screw pile for offshore application where they undergo combined lateral (from winds and waves) and dead loads (from superstructure).

Invented in 1991, friction stir welding (FSW) is a new solid state joining technique. This process has many advantages over fusion welding techniques including absence of filler material, shielding gas, fumes and intensive light, solid state joining, better microstructure, better strength and fatigue life, and etc. The difficulty with FSW is in the high forces involved especially in axial direction which requires use of robust fixturing and very stiff FSW machines. Reduction of FSW force would simplify implementation of the process on less stiff CNC machines and industrial robots. In this paper axial welding force reduction is investigated by use of tool design and welding parameters in FSW of 3.07 mm thick AA6061-T6 sheets at right angle. Attempt is made to reduce the required axial force while having acceptable ultimate tensile strength (UTS). It is found that shoulder working diameter and shoulder angle are the most important parameters in the axial force determination yet pin angle has minor effect. According to the developed artificial neural network (ANN) model, proper selection of shoulder diameter and angle can lead to approximately 40% force reduction with acceptable UTS. Regions of tool design and welding parameters are found which result in reduced axial force along with acceptable UTS.

Non-symmetric bifurcation and collapse of elastic-plastic thick-walled cylinders under combined radial and axial loading

This paper presents the results of a series of reinforced concrete column test under new type of combined loading. The test procedure is as follows; the specimen is set up vertically and loaded with constant axial force N(σ_0=N/A=40kg/cm^2 or 100kg/cm^2) and the lateral load (H) is applied at the center of its height (span length l=80cm). The specimen has 15 by 15cm cross section and has longitudinal reinforcement of p_t-p_c≑0.5% and the stirrup of 5 or 10cm spacing. Summing up the results of this tests, it found that: 1) The column subjected th σ_0=40kg/cm^2 has very rich ductility and behaves just like the beams subjected to bending moment. For one way loading about 1/20 and 1/10 of the maximum deformation R(2δ/l) are obtained for the specimens with stirrups of 10cm spacing and 5cm spacing respectively, and for alternate loading about 1/40 and 1/20 are obtained for the specimens with stirrups of 10cm spacing and 5cm spacing respectively. 2) The column subjected to σ_0=100kg/cm^2 has poor ductility. In this case the max. deformation R for each loading condition and spacing of stirrups is obtaind to be about half or less than it of that in case of σ_0=40kg/cm^2. 3) In case of σ_0=40kg/cm^2 the max. lateral load H for alternate loading is about 90% of that for one way loading, while it is about 80% in case of σ_0=100kg/cm^2. 4) Stirrups are quite effective to add more ductility to the columns subjected to combined loading.