Storey Level Research Articles

Green and blue infrastructure as model system for emissions of technology-critical elements

Over the recent decades, technological advancements have led to a rise in the use of so-called technology-critical elements (TCEs). Environmental monitoring of TCEs forms the base to assess whether this leads to increased anthropogenic release and to public health implications. This study employs an exploratory approach to investigate the distribution of the TCEs Li, Be, V, Ga, Ge, Nb, Sb, Te, Ta, Tl, Bi and the REYs (rare-earth elements including yttrium) in urban aerosol in the city of Vienna, Austria.Leaf samples (n = 292) from 8 plant species and two green facades and water samples (n = 18) from the Wienfluss river were examined using inductively coupled plasma tandem mass spectrometry (ICP-MS/MS). Surface dust contributions were assessed by washing one replicate of each leaf sample and analysing the washing water (n = 146). The impacts of sampling month, plant species and storey level on elemental distribution were assessed by statistical tools and generative deep neural network modelling. Higher TCE levels, including Li, V, Ga, Ge, Tl, Bi, and the REYs, were found in the winter months, likely due to the use of de-icing materials and fossil fuel combustion. A. millefolium and S. heufleriana displayed the highest levels of Li and Ge, respectively. In addition, increased elemental accumulation at lower storeys was observed, including Be, Sb, Bi and the REYs, indicating greater atmospheric dust deposition and recirculation closer to ground level.The results suggest a broad association of TCE levels with urban dust. This study enhances the current understanding of TCE distribution in urban settings and underscores the importance of their inclusion in pollution monitoring. It highlights the complex interplay of human activities, urban infrastructure, and environmental factors, offering valuable insights for managing urban environmental health risks and underlining the need for comprehensive urban ecosystem studies.

A method for calculation of lateral displacements of buildings under distributed loads

Lateral displacement is a vary important parameter that we need to calculate when structures are subjected to lateral loads like earthquake and wind loads. In this study, a method is proposed for lateral displacement calculation of structures with different structural systems in different planes. This method is based on the continuum system calculation model. The method suggested in the literature for only top displacement in the case of uniform loading, is developed in this study for the calculation of displacements at each storey level and also in both uniform and triangular loading conditions. At the end of the study, twenty-eight storey building with shear wall-frame bearing system, which was taken from the literature, was solved with the presented method and Finite Element Method. The shear walls were modelled with three different element types for the analysis with the Finite Element Method with structural engineering program used. The results, obtained from the Continuum Method and Finite Element Method were presented in tables and by figures. Thus, the compatibility of the proposed method with the classical Finite Element Method was investigated. From the compared results of the method and the literature or finite element models it was seen that the method used for the case of uniform or triangular distributed loading gives very close results.

Seismic Performance of Frame Structure with Hysteretic Intermediate Discontinuity

The introduction of an intermediate discontinuity in frame structures is commonly named inter-storey isolation. Inter-storey isolation is an effective technique for the seismic protection of new or existing frame structures. The devices that are used to perform the discontinuity, mainly of the structural stiffness, are placed at a higher storey level of the structure and not at the base level. In the latter years, this technique has gained increasing interest because, especially for existing buildings, it is cheaper and technically easier to implement than base isolation. In this paper, the attention is focused on the effects on a frame structure of an intermediate elasto-plastic discontinuity that can be described by a Bouc-Wen model. The frame structure with the intermediate discontinuity is modelled with a 3-DOF reduced model. Its dynamical behaviour is investigated by considering both harmonic and seismic external excitation. The results are summarized in gain maps aimed at finding the parameters that optimize the seismic behaviour of the structure.

The optimal configuration of negative stiffness inerter-based base isolators in multi-storey buildings

The negative stiffness inerter-based base isolators (NSIBI) are introduced in this paper. The negative stiffness device and inerters are installed inside the core of the conventional base isolators (CBI) to enhance their dynamic response reduction capacity. The novel isolators have been installed at the multi-storey building’s base to mitigate their dynamic responses during vibration. H2 optimization method applies to derive the exact closed-form expression for negative stiffness inerter-based base isolators’ optimal design parameters, such as frequency and viscous damping ratio for multi-storey buildings. Applying these H2 optimized design parameters, the optimum NSIBI for dynamic response mitigation of multi-storey buildings have been achieved. The dynamic responses of the NSIBI-controlled multi-storey buildings are compared with the dynamic responses of multi-storey buildings isolated by optimum CBI to determine the exact superior dynamic response reduction capacity of optimum NSIBI. The dynamic responses of isolated structures in the frequency domain are evaluated by forming the transfer function. Therefore, for five-storey buildings, the dynamic response reduction capacity of NSIBI is significantly 51.93% and 81.24% superior to the dynamic response reduction capacity of CBI subjected to harmonic and random-white excitations. In contrast, for ten-storey buildings, the optimum NSIBI has 77.73% and 94.02% more dynamic response reduction capacity than the optimum CBI subjected to harmonic and random-white excitations. In addition, using the Newmark beta method, a numerical study further conducts to verify the accuracy of the H2 optimized design parameters by obtaining the time history results for isolated structures subjected to near-field pulse-type earthquake base excitations. Accordingly, the optimum NSIBI have 57.591% and 55.398% more displacement and acceleration capacity than the optimum CBI for five-storey buildings. Besides, for ten-storey buildings, the displacement and acceleration capacities of optimum NSIBI are significantly around 56.42%and 55.80%, superior to the optimum CBI. Thus, the vibration reduction capacity of optimum CBI is significantly decreasing while the storey level of the multi-storey buildings increases, whereas NSIBI is still efficient in reducing the dynamic responses effectively. The paper’s outcomes are mathematically accurate and applicable to practical implementation.

Influence of the anchorage shear hysteresis on the seismic response of nonstructural components in RC buildings

This article presents a numerical study on the influence of the anchorage shear hysteresis on the seismic response of nonstructural components (NSC) connected to multi-storey reinforced concrete (RC) buildings, and of the anchorage itself. To cover a variety of different types of shear hysteresis shapes, this contribution considered the experimental results obtained for five types of post-installed anchors. The results were used for calibrating the hysteresis model of the anchorage connecting an ideal NSC with rigid fixture and a 12-storey RC building host-structure. Using a suit of 40 earthquake records and assuming a single NSC at each storey level anchored by a single fastener, a series of non-linear dynamic analyses of the structure-fastener-nonstructural system was carried out. The results showed significant differences in terms of maximum acceleration and force of the NSC and anchorage, respectively, depending on the type of anchor. These seismic demands were sometimes larger than those required by the reviewed code provisions for rigid NSC, but also for the most restrictive code-case for flexible NSC. The results presented different amounts of scatter, mostly related to the size of the annular gap and of the loading stiffness of the anchorage. It is shown that the maximum force achieved by the anchorage is directly related to the peak relative velocity of the NSC within the gap region. It was concluded that the shape of the shear hysteresis of the anchorage highly influences the response of the NSC and the anchor itself and should not be neglected in practice.

Analysis of Tall Building by Various Types of Structural Forms under Earthquake Analysis

Abstract: In the current world scenario, high-rise buildings are favoured due to the rapid rise in land values, land shortages, and to conserve land in rural areas for agricultural use. The construction of high-rise buildings primarily depends on wind and seismic loads. The performance of buildings depends on the structural configuration. The structural system of a high-rise building is designed to work with vertical gravity loads and mainly with lateral loads caused by wind and seismic activity. The structural system consists only of elements designed to transfer loads, all other elements that are not involved in the transfer of loads are called non-structural element. The research assist the analysis of G+16 Storey level with various mode of structural form used in tall building construction. The G+16 Tall building is modelled on CSI ETBAS for Zone 4 under seismic analysis by Response spectrum analysis. The various types of struural form used in the model 1 to model 6. The structural form consists of 1) Moment resisting frame 2) Building with Braced Frame Structure 3) Building with Hull-Core (Tube-in-Tube Structure) 4) Building with Shear Wall 5) Building with Composite 6) Building with Outrigger Structure. The research concluded that the model cases no 3 is optimised under the G+16 Storey building. Other than model 2, 4, 1 & 6 recommended for optimised case in descending order

Effect of Vertical Setbacks of Space Frame Structure under Seismic and Blast Loads using Applied Element Method

Structures, when subjected to nonlinear dynamic loading, drastically affect the structure’s physical properties. The structural failure occurred at the critical points of weakness during the earthquake. These structural weaknesses observed in irregular structures are mainly due to the improper distribution of mass, geometry and stiffness. Architects usually prefer irregular buildings for the aesthetics point of view. These irregular structures are more vulnerable to dynamic loading. On the other hand, the devastating failure due to bomb blast is also the concern for the study as many vital structures collapsed because of the terrorist attack. Such failures need to be checked by studying the performance of building under the earthquake and blast loading. The objectives of this paper are to compare the peak responses at each storey level of mass irregular space frame structure to the dynamic effect. Firstly, Time History of the Northridge earthquake spectra with Peak Ground Acceleration (P.G.A.) =8.660 m/s2 = 0.883g at 9.82 seconds considered and analysed. Secondly, blast material [1] composed of two different charge weights [2] 1000 kg TNT and 2500 kg TNT at a distance of 10m was considered. For responses to the structure, the most advanced numerical tool viz., Applied Element Method (AEM) has been used. It is concluded that the amplitude of Northridge earthquake’s maximum x-displacement at the terrace level is closer to maximum x-displacement for the blast load of 2500kg TNT but the time of occurrence was changed abruptly, i.e., Northridge earthquake maximum displacement occurs at the duration of nearly 10 sec, but the maximum displacement of blast load of 2500kg TNT is occurring almost at 0.2 sec, i.e., 50 times quicker in occurrence.

Study on Response of Regular RC Space Frames Subjected to Equivalent Static Blast Load

In this paper, the response of regular concrete space frames subjected to gravity and blast loads for a six-storey building of 18 m high for a charge weight of 100 kg TNT at a 40 m range is studied. The type of blast chosen is a surface blast. Five different types of frames, skeleton frame (SFR), skeleton frame with the stiffness of slab (SFRS), skeleton frame with the stiffness of slab and 230 mm thick infill walls (SFRSWs 1), skeleton frame with the stiffness of slab and 150 mm thick infill walls (SFRSWs 2), and skeleton frame with the stiffness of slab and 115 mm thick infill walls (SFRSWs 3) were modelled and analyzed using STAAD Pro by converting the peak reflected blast pressure into equivalent static pressure by using the dynamic load factor. As the storey level increases the lateral displacements, shear force, and bending moment decrease due to a decrease in the impact of the blast at higher stories. The incorporation of infill walls in SFRSW1, SFRSW2, and SFRSW3 type frames shows a significant reduction in the lateral displacements due to the increase of stiffness when compared with SFR type frames.

An experimental study of tuned liquid column damper controlled multi-degree of freedom structure subject to harmonic and seismic excitations.

A tuned liquid column damper (TLCD) is a passive vibration control device that not only mitigates unwanted structural vibrations but also acts as a water storage facility in a building. These aspects of TLCD make its application specifically suited for building structures. Previously, many experimental works on TLCDs have been conducted considering a single degree of freedom (SDOF) structure. However, the performance of TLCDs to control the response of multi-degree of freedom (MDOF) structure has rarely been studied experimentally. Therefore, this study has investigated the performance of a tuned liquid column damper (TLCD) on a multi-degree of freedom (MDOF) structure using shake table testing. A four-storey steel frame structure equipped with TLCD at the top of the fourth storey has been studied. Experimental normalized frequency response curves for MDOF structure equipped with TLCD have been determined. For this purpose, a series of harmonic loadings including frequencies 0.65 Hz, 1.17 Hz, 1.30 Hz, 1.43 Hz and 1.95 Hz have been applied in addition to historic earthquake loading. Peak and root-mean-square (RMS) accelerations have been discussed in detail for all the applied loadings at each storey level of the structure. For comparison purposes, the percentage reductions in peak and RMS accelerations have been calculated and compared. Also, RMS displacements and inter-storey drifts have been presented for resonant and seismic excitations. Both in time and frequency domains, responses of controlled MDOF structure have been analyzed and compared with uncontrolled structure. Results confirmed that TLCD has improved the MDOF structure responses at harmonic loadings frequencies near resonance and historic earthquake excitations. Furthermore, the improvement in the responses of MDOF structure with TLCD is more prominent at harmonic loadings compared to historic earthquake loading.

Regression models for predicting the inelastic seismic response of steel braced frames

This paper describes the development of regression equations to predict the peak inelastic drift and acceleration response of steel concentrically braced frame (CBF) building structures. A database of Engineering Demand Parameters (EDPs) is developed by performing a large number of nonlinear time-history analysis (NLTHAs) in OpenSEES for a set of 24 case study CBFs. A consistent and realistic set of mechanical models is achieved by designing each case study frame using Eurocode 8. Multi-variable regression models for peak drift and acceleration response at each storey level are fitted to the NLTHA results data. A nonlinear formulation and robust regression are employed to capture the influences of the Eurocode 8 behaviour factor and brace slenderness and overstrength limits on the EDP profiles over the height of a building. Comparison with existing models shows that the fitted regression equations achieve improved agreement with NLTHA results across a wide range of structural parameters. The regression models can be applied in performance-based design or assessment to predict the peak inelastic response of CBF structures without performing additional nonlinear analyses.

Progressive collapse evaluation of RC frames under high-temperature conditions: Experimental and finite element investigations

In this paper, the behavior of a four-bay three-storey two-dimensional RC frame is experimentally investigated under high-temperature with 50% working load conditions in stable and transient states. One-fifth scale model is used for experimental investigation. The finite element model has also been developed with a reduced scale of 1/5th ratio of the prototype model. The high-temperature oven is used for heating the critical column in the RC bare frame and infilled frame with the capacity of 1000 °C. The temperature was monitored using a thermocouple at the middle of the cross-section in the column. In transient state analysis, the bare frame expansion occurs at the middle column as 2.32 mm vertically, and for the infilled frame has been 1.02 mm. The failure happens after the expansion by cause of high temperature with 50% working load as 15.75 mm in the bare frame and 1.42 mm for the infilled frame at the third storey level. It was observed that in the case of the infilled frame, the amount of vertical displacement in the middle column is reduced to 90.98% compared to the bare frame.

SAVINGS TIME EXECUTION PRIMA NUMBERS GENERATOR USING BIT-ARRAY STRUCTURE

Prime number in growth computer science of number theory and very need to yield an tool which can yield an hardware storey level effectiveness use efficiency and Existing Tools can be used to awaken regular prime number sequence pattern, structure bit-array represent containing subdividing variables method of data aggregate with every data element which have type of equal, and also can be used in moth-balls the yielded number sequence. Prime number very useful to be applied by as bases from algorithm kriptografi key public creation, hash table, best algorithm if applied hence is prime number in order to can minimize collision (collisions) will happen, in determining pattern sequence of prime number which size measure is very big is not an work easy to, so that become problems which must be searched by the way of quickest to yield sequence of prime number which size measure is very big Serial use of prosesor in seeking sequence prime number which size measure is very big less be efficient remember needing of computing time which long enough, so also plural use prosesor in seeking sequence of prime number will concerning to price problem and require software newly. So that by using generator of prime number use structure bit-array expected by difficulty in searching pattern sequence of prime number can be overcome though without using plural processor even if, as well as time complexity minimization can accessed. Execution time savings gained from the research seen from the research data, using the algorithm on the input Atkins 676,999,999. 4235747.00 execution takes seconds. While the algorithm by using an array of input bits 676,999,999. 13955.00 execution takes seconds. So that there is a difference of execution time for 4221792.00 seconds.

Potential use of graded concrete as structural elements of multi-storey buildings

Research related to graded concrete is continuedly conducted to create high strength, lighter specific gravity, and lower manufacturing costs. In this study, researchers aim to study the behaviour of structures using graded concrete as a construction material. Two buildings with different slenderness ratios are prepared using ETABS. The results show that the structural vibration time of all models, do not exceed the maximum allowable value. The use of graded concrete provides a significant effect in high-rise buildings so that the high-rise structures behave more rigid in responding to lateral loads. The trend of storey stiffness increase is at the minimum value at the lower level and is gradually increasing on the higher storey level. The application of graded concrete as building materials in multi-storey buildings can be applied in storey level above the 1st floor so that the factors of material characteristics will dominate rather than the behaviour of the structures to create efficient construction. The use of graded concrete can reduce the value of sway in each model. The reduction of the sway gradually increases on the upper floor of the building. This is related to the additional stiffness contributed by the graded concrete of beams against the slabs.

DUCTILITY FACTOR OF REINFORCED CONCRETE FRAME WITH WEAK BEAM-COLUMN JOINT

Code requirements are usually fulfilled during the design of a building. On the other hand, reinforced concrete (RC) frames (particularly in the developing regions of the world) are found deficient due to unregulated constructions. Majority of such deficient structures lack shear reinforcement in beam-column joints. Collapse of these deficient buildings (as a result of limited ductility) triggered many socio-economic and human losses which is evident from recent earthquake disasters. This paper presents an experimental study which was conducted on a 1:4 reduced scale three-storey RC special moment resisting frame (SMRF) lacking shear reinforcement in the beam-column joints. The lack of confinement bars causes shear hinging of joints that reduces the displacement ductility of the frame. Shake-table tests were conducted on test model that was subjected to acceleration time history of 1994 Northridge earthquake, having a peak ground acceleration of 0.57g. The acceleration was linearly scaled to multiple levels and to sinusoidal base excitations of various frequencies and displacements. Moderate to severe damage at each storey level was observed in the joint panels due to the lack of lateral reinforcing ties in the joints. The data obtained from shake table tests were processed and analysed to develop a lateral force-deformation capacity curve, which was bi-linearized as an elasto-plastic curve to compute various response parameters of frame. The ductility factor (Rμ) of the tested model was found to be equal to 1.95, which is thirty-five percent less than the code recommended value of Rμ for RC SMRF structures.

Mass irregularity effect on seismic response of moment‐resisting steel frame by nonlinear time history analysis using force analogy method

SummaryNonlinear time history analysis (NTHA) is widely considered to be the most accurate and robust method of seismic analysis and, when performed with force analogy method (FAM), can result in significant reduction in computational time, as compared to the conventional displacement‐based finite element (FE) solution technique. Taking this advantage of efficient FAM, this paper investigates the effects of location (along building height) and intensity (150–225%) of single‐floor mass irregularity on seismic response of mid‐rise moment‐resisting steel frames. Three building heights (6, 8, and 10 storeys) have been considered, and the analysis results are presented in the form of floor displacements, storey drift ratio, and plastic energy dissipation. Based on the analysis, it has been observed that critical location (for the maximum seismic response) of mass‐irregular floor corresponds to the level that exhibited the maximum seismic response (i.e., storey drift ratio) in the reference mass‐regular frame. Further, criticality of the irregular frame to seismic excitation has been found to decrease when mass‐irregular floor moves towards the top of the building. The criticality of the irregular frame has been found to increase with the increase in mass‐irregular intensity. Collapse of the irregular frame has been seen to initial first near the storey level where mass‐irregular floor is located.

Numerical modelling of bonded and unbonded flax fiber reinforced elastomeric isolator and their application to RC building

Earthquakes are natural disasters causing havoc to life and property since several centuries. Indian subcontinent has a history of devastating earthquakes in its recent past. One way to tackle an earthquake is to equip the building with a proper seismic resistant system. One of the most popular and effective technique for low and midrise buildings is base isolation. However, existing base isolation systems are very expensive for non-commercial buildings. Hence, this study mainly concentrates on fibre reinforced elastomeric isolators which are cost efficient without a marginal compromise in its performance. A comparison between the performance of unbonded and bonded fibre reinforced elastomeric isolators has been carried out. The unbonded fibre reinforced elastomeric isolators have better performance in terms of stresses, horizontal flexibility, and damping. A low rise reinforced concrete residential building’s response is studied with and without fibre reinforced elastomeric isolators. The results show significant reduction in storey drift, story shear, storey level acceleration in both equivalent static method and time history analysis, along with increase in the time period of building’s fundamental mode.

A multi-direction pushover procedure for seismic response assessment of low-to-medium-rise modern reinforced concrete buildings with special dual system having torsional irregularity

Current study proposes a new approach for seismic response assessment of torsionally irregular modern buildings with special dual reinforced concrete system by multi-direction pushover analysis. Analytical formulas are developed to define distribution of inter-storey drift, ductility and damage indices in a 3-dimensional perspective wherein the response distributions can be monitored in all the principal/non-principal planar directions at each storey level. The applicability of the approach is examined by developing 3 nonlinear models of 4-, 8- and 12-storey archetypical building structures. The results indicate a substantial reduction of ductility capacity along the non-principal directions close to the plan bisectors of the buildings. Moreover, it is indicated that a constant storey drift limitation may not be always an appropriate acceptance criteria for seismic design purposes. To overcome these challenges, assumption of constant acceptable level of damage is proposed; this is quantified in terms of damage index.

Fragility and risk assessment of freestanding building contents

SummaryMultistorey buildings often have a valuable inventory consisting of objects that their possible damage during an earthquake will cause unacceptable losses. The paper presents a novel, fully performance‐based seismic reliability and risk assessment framework for freestanding structural components and contents that can be modelled as rocking rigid blocks. The seismic response of building contents depends on several parameters such as the geometry of the object, the dynamic characteristics of the building and the storey that the object is located. The demand at the storey level is first obtained, and then the response of the contents is calculated using the storey acceleration response history. The demand of the structure is obtained with the aid of a modified version of the Incremental Dynamic Analysis method and subsequently the fragility curves of the rocking building contents are derived for every storey of interest. Different options for fragility assessment are discussed, and the underlying details of the problem are investigated. A simplified approach, where the fragility of the freestanding components and the structure are derived separately, is also presented. The method combines existing fragility curves and thus is suitable for quickly assessing the reliability of a building's inventory, offering sufficient risk estimates.

Performance Analysis of Braced Reinforced Concrete Building in Sloped Terrain

The Buildings on the hills differs from other buildings constructed in plain terrain. Each floor of building steps back towards the hill slope and at the same time buildings may have designed with setbacks configuration also. Buildings constructed in hilly areas are more vulnerable to seismic environment. This study is on generating a 3D analytical model of multi-storey buildings analyzed using structural analysis tool ‘ETABS” to study the effect of varying height of columns due to sloping ground and the effect of bracing at different positions in a different configuration of the building during an earthquake. Seismic analysis has been done using the response spectrum method. The performance of the buildings on the sloping ground is highly vulnerable to earthquake on each storey level. Buildings resting on sloping ground with step back configuration are compared to buildings resting on the plain ground with same type load applied to each of the structure. From this study entire modelling the behaviour of normal ten storey building, step back, set-step back ten storey building is studied, it is found that the displacement and base shear value shows the performance of step back building and set-step back building. This is research also focus on effective placement of bracing with different types and in different positions. The displacement values show better performance by providing X bracing in the lateral direction.

HUBUNGAN PENGETAHUAN PRIMIGRAVIDA TENTANG HIPERTENSI KEHAMILAN DENGAN KEPATUHAN MELAKUKAN ANC DI BPS Hj. SITI FATIMAH, Amd.Keb, KRIAN-SIDOARJO

ABSTRACT This reseach aimed to identify there is relation between knowledge of primigravida with compliance in doing ANC at BPS Hj. Siti Fatimah, Amd.Keb Krian Sidoarjo. Research design uses design cross sectional. Method sampling that used non probability sampling-concecutive sampling. Sample that taken as much as 28 respondents that is in mother primigravida that do pregnancy investigation at BPS Hj. Siti Fatimah, Amd.Keb At Desa Terungkulon Kecamatan Krian Kabupaten Sidoarjo. This research data is taken by using kuesioner and observation sheet. After at existing data tabulation is analyzed by using test Spearman's Rho. Result of research show semi knowledge had by primigravida about pregnancy hypertension is at category less that is 14 responder (50%) and some of small have good knowledge that is 4 responder (14,29%). While compliance of primigravida in doing ANC most not regular that is 18 responder (64,29%) and almost regular half in doing ANC that is 10 responder (35,71%). From result of examination of statistic obtained by result of there is relation between knowledge of primigravida with compliance in doing ANC with correlation coefficient value equal to 0,548 with storey level of signification 0,003 ( < 0,05). Keyword: Knowledge Of Pregnancy Hypertension, compliance ANC.