Seismic Design Category Research Articles

An Overview of Deterministic and Probabilistic Analytical Approaches for Non-Linear Seismic Risk Assessment of Structures

Performance-based earthquake engineering (PBEE)is a framework thatseeks to improve decision-making for seismic risk mitigation through assessment and design methods featuring quantifiableperformance metrics. The selection of seismic design analysis approach depends on several factors such as the size and layout of the structure, design objectives, seismic design category, and the value of the structure. Generally, analysis methodscan be categorized into two major groups: static and dynamic analysis,both of which are possible to beconducted as linearor nonlinear analysis. This paper presents an overview of the procedures of the nonlinear analysis methods, namely the nonlinear static analysis(NL-SA) and nonlinear dynamic analysis (NL-DA), inaddition to the development of fragility curves for a probabilistic seismic risk assessment.

Building Structure Design Of Simple Rent House (Rusunawa) Tower A In Surabaya With Srpmk And Shearwall

The Building of Simple Rent House Tower A was designed in Nagrak Flats, Cilincing, North Jakarta with an exixting area of 812,5 m2 with a total of 16 floors, which was redesigned with land data for area of Gunung Anyar, Surabaya, with an area of 578,5 m2 with a total of 11 floors. From the Standard Penetration Test (SPT) data, it was found that the Flat Building was built on soft ground conditions (SE Site Class), with risk category II and including Seismic Design Category D. The calculation of the flat building structure uses a dual system structure, namely with special moment-bearing frame system and shearwall which refers to SNI 03-1726-2012 (Badan Standarisasi Nasional, 2012) and SNI 1726-2019 (Kementrian Pekerjaan Umum, 2020a) : Earthquake Resistance Planning Procedures for Building and Non Building Structures. Earthquake load planning for the design of the flats building uses dynamic response analysis. Non-earthquake loading refers to SNI 03-1727-2013 (Kementrian Pekerjaan Umum, 2013a) and SNI 1727-2018 (Badan Standarisasi Nasional, 2020): Minimum Design Load and Related Criteria for Buildings and Other Structures. Secondary structure of the flats building, namely the floor and roof plate and stairs, while the primary structure includes beam, column, and beam-column joint that support the secondary structure. Shear wall is used to resist shifting of buildings when an earthquake accurs. The lower structure consists of the pile foundation, pilecap, tie beam. The flats building structure is a reinforced concrete structure which calculations refer to SNI 03-2847-2013 (Kementrian Pekerjaan Umum, 2013b) and SNI 2847-2019 (Kementrian Pekerjaan Umum, 2020b) : Requirement for Structural Concrete for Buildings and Explanations. Calculation of the structure of the flats building uses SAP2000 and the result of this calculation are in the form of engineering drawings consisting of architectural drawings and structural drawings presented using AUTOCAD.

Seismic design force level for precast concrete diaphragms

This paper provides guidance for determining seismic design force level for topped precast concrete diaphragms. This has been a controversial topic ever since ASCE/SEI 7-16, Minimum Design Loads and Associated Criteria for Buildings and Other Structures, introduced a section titled “Alternative Design Provisions for Diaphragms” and mandated its use for precast concrete diaphragms in buildings assigned to seismic design category C, D, E, or F.

ANALISIS STRUKTUR GEDUNG TAHAN GEMPA DENGAN METODE SISTEM GANDA (DUAL SYSTEM)

Most parts of Indonesia are earthquake prone areas with medium and high intensity. In the process of constructing the building, it needs to pay attention to several aspects. One of it is the effect of the earthquake. Earthquakes always attack the joint structure so that the structure needs to be designed using the moment-bearing frame system method with the concept of strong columns and weak beams combined with shear walls, so that the building can muffle earthquake vibrations. The building of Lidra Hotel, located on Raya Sedau Street, Samudera Indah beach, Sungai Raya Kepulauan sub-District, Bengkayang Regency, West Kalimantan Province. The building consists of 17 floors with a height of 67 meters from the ground, reinforced concrete structure. Based on the results of the Standard Penetration Test, this building will be builded on medium ground (SD site class) and included in the Seismic Design Category (KDS) D, then the calculation of this building uses the Special Moment Resistant Frame System (SRPMK) combined with a shear wall, so it is called the Dual System Method. Earthquake load planning uses the 2017 Indonesia Earthquake Map using the spectrum response method according to SNI 1726-2019. Calculation of loading according to SNI 1727-2020 and PPPURG 1987, structural concrete requirements for buildings according to SNI 2847-2019, calculation of structural steel roof according to SNI 1729-2020. Based on the calculation of the roof some results were obtained the size of the column and the truss size IWF 148.100.6.9mm, CNP gording 150.50.20.3,2mm, 1 type of plate 130mm; 2 types of beams 350mm/700mm and 300mm/600mm; 4 types of columns, K1 1200mm x 600mm, K2 800mm x 800mm K3 1000mm x 500mm, and K4 700mm x 700mm; 1 type of shear wall 300mm; ladder plate and balustrade 130mm; 4 types of foundation 3600mm x 3600mm x 700mm – spun pile 9 D 600mm; 1500mm x 1500mm x 400mm – spun pile 4 D 350mm; 3000mm x 3000mm x 500mm – spun pile 9 D 500mm; 7600mm x 5600mm x 1000mm – spun pile 12 – 800mm.

Automated structural design of shear wall residential buildings using generative adversarial networks

Artificial intelligence is reshaping building design processes to be smarter and automated. Considering the increasingly wide application of shear wall systems in high-rise buildings and envisioning the massive benefit of automated structural design, this paper proposes a generative adversarial network (GAN)-based shear wall design method, which learns from existing shear wall design documents and then performs structural design intelligently and swiftly. To this end, structural design datasets were prepared via abstraction, semanticization, classification, and parameterization in terms of building height and seismic design category. The GAN model improved its shear wall design proficiency through adversarial training supported by data and hyper-parametric analytics. The performance of the trained GAN model was appraised against the metrics based on the confusion matrix and the intersection-over-union approach. Finally, case studies were conducted to evaluate the applicability, effectiveness, and appropriateness of the innovative GAN-based structural design method, indicating significant speed-up and comparable quality.

Perilaku Seismik Struktur Rangka Komposit RCS dengan Variasi Rigidity Zone Factor Pertemuan Balok-Kolom

This research evaluated the effect of connection’s rigidity zone factors of RCS frame’s connections on the seismic behavior of regular RCS frames of a five-story office building located at seismic design category (SDC) of D. The variations on rigidity zone factors were 0, 0.25, 0.50, 0.75, and 1.0, respectively for Model MS, MSR025, MSR05 MSR075, and MR with the same elements’ dimension. A 3-D finite element modeling was conducted to do a linear elastic analysis for structural design and nonlinear static pushover analysis for evaluating the structural seismic performance. The results show that all models have met the strength and serviceability design limits. The seismic performances in terms of base shear, elastic stiffness, and ductility of all RCS models increased with an increase in the values of the rigidity zone factor. The structural performance level according to FEMA 440 was life safety (LS) for the Model MSR05, MSR075, and MR, while for the Model MS and MSR025 was collapse prevention (CP). The seismic energy dissipation for all RCS frames was an intermediate category indicated by the numbers of developed plastic hinges less than 20% of the total potential plastic hinges

Seismic Collapse Risk for Non-Ductile Reinforced Concrete Buildings According to Seismic Design Categories

Seismic Collapse Risk for Non-Ductile Reinforced Concrete Buildings According to Seismic Design Categories

Quantitative assessment of seismic design provisions for buildings with torsional irregularities

ASCE/SEI 7 design requirements for seismic-induced torsion in buildings are evaluated to determine their effectiveness for resisting seismic-induced collapse of torsionally irregular buildings. The ASCE/SEI 7-16 provisions are found to be generally conservative for most torsionally irregular building configurations—exceptions are some buildings that rely heavily on lines of lateral resistance orthogonal to the design earthquake force to resist torsional moments, and also some torsionally flexible buildings designed using modal response spectrum analysis. Modifications to provide better consistency in collapse resistance over a large range of building configurations and degrees of torsional irregularity are recommended. The study also demonstrates that buildings classified as extremely torsionally irregular may not need to be prohibited from Seismic Design Categories E and F, as long as the lateral system is proportioned properly.

Lateral load resisting behavior of steel moment frames with reduced web section (RWS) beams

Many studies have been conducted on the monotonic and cyclic behavior of beams with Reduced Web Section (RWS) moment connections. However, the use of these structural elements in Steel Moment Resisting Frames (SMRF) have not been much considered. This paper presents a numerical investigation on the lateral load carrying behavior of steel moment resisting frames with reduced web beam sections. For this purpose six multi-story multi-bay structures with different seismic design category, framing type and geometric configurations are designed and modeled numerically. A design procedure for calculating the proper size of opening in the beam web is presented. Then, nonlinear static analysis is conducted on the frames with reduced web beam sections and results are compared with the ones corresponding to the conventional moment resisting frames. Based on the results, the average reduction in initial stiffness and ultimate base shear of the models with perforated beams are 2.5–8.5% and 3.5–6%, respectively. This is while the investigation of yielded areas in these models showed that the plastic zone moved from beam-column connection zones to the openings which is consistent with “Strong column-weak beam” rule. Therefore, the proposed design algorithm can be considered as an effective way to select the proper perforation size which decreases demand for plastic deformation at beam-column connections without causing further decrease in stiffness and strength of the frame.

Dynamic analysis of a multi-span simply supported prestressed concrete bridge with restrainers and seismic isolation devices

The Nonlinear F.E. code Structural Analysis Program (SAP) in which the primary nonlinear characteristics of bearings, impact elements and steel restrainer cables considered herein in order to investigate the dynamic analysis of a multi-span simply supported MSSS prestressed concrete bridge, equipped with steel restrainer cables and Lead Rubber Bearings LRB devices including Soil Structure Interaction (SSI) effects. A MSSS bridge with restrainer cables and lead rubber bearings at the two abutments and intermediate bents located in North Algeria is selected according to RPOA for seismic design category 1 is considered in this study. A detailed 3D nonlinear analytical model of study bridge subjected to three components identical seismic excitation including pounding elements, restrainer cables and bearing devices at expansion joints is developed. The nonlinear characteristics of theses boundary elements are represented by bilinear hysteretic models. Under strong seismic excitations, the large longitudinal displacements result the collision between bridge decks or even unseating of these decks at expansion joints of MSSS bridge. Finally, the study reveals among others that in order to prevent deck unseating resulting from restrainer failures and subsequent bridge collapse, particular attention should also be given to proper design of nonlinear characteristics of restrainers and bearing devices.

ANALYSIS AND DESIGN STRUCTURE OF BUILDING OFFICE AND ADMINISTRATIVE AL-BAHJAH CIREBON

ABSTRACT Al-Bahjah is a formal and non-formal educational institution that combines general education with Al-Quran which is located on PangeranCakrabuana Street,Sumber, Cirebon District. The construction of Building Officeand Administration Al-Bahjah is indispensable as a center for management and administration. The planning of the Building Office and Administrative Al-Bahjah has a floor size of 30 m x 14 m with 5 floors of structure and building height of 19.60 m. The building structure is designed with reference to SNI 1727 - 2013, PPIUG 1987, SNI 2847 - 2013 and SNI 1726 - 2012.The static equivalent analysis method is used in analyzing earthquakes. The structure lies in the class of medium land sites (SD) and is included in the type D Seismic Design Category, so the earthquake force on the structure is planned using a configuration of the structure of the Special Moment Resisting Frame (SMRF).ETABS v9.6 structure analysis program is used to help structure modeling and calculate internal forces acting on the structure, with the material used is concrete f'c 25 Mpa, reinforcementfy 400 Mpa and fy 240 Mpa. Keyword: SNI 1727-2013, PPIUG 1987, SNI 2847-2013, SNI 1726-2013, Seismic Design Category D,Lateral Equivalent Analysis, SMRF, ETABS v9.6.0

Evaluation of Average Shear-wave Velocity Estimation Methods of Multi-layered Strata Considering Site Period

To calculate proper seismic design load and seismic design category, the exact site class for construction site is required. At present, the average shear-wave velocity for multi-layer soil deposits is calculated by the sum of shear-wave velocities without considering of vertical relationship of the strata. In this study, the transfer function for the multi-layered soil deposits was reviewed on the basis of the wave propagation theory. Also, the transfer function was accurately verified by the finite element model and the eigenvalue analysis. Three methods for site period estimation were evaluated. The sum of shear-wave velocities underestimated the average shear-wave velocities of 526 strata with large deviations. The equation of Mexican code overestimated the average shear-wave velocities. The equation of Japanese code well estimated the average shear-wave velocities with small deviation.

Frequency Domain Analysis for Geometric Nonlinear Seismic Response of Tall Reinforced Concrete Buildings

This paper aims to study the second-order geometric nonlinearity effects of P-Delta on the dynamic response of tall reinforced concrete buildings due to a wide range of earthquake ground motion forces, including minor earthquake up to moderate and strong earthquakes. The frequency domain dynamic analysis procedure was used for response assessment. Reinforced concrete building models with different heights up to 50 stories were analyzed. The finite element software ETABS (version 16.0.3) was used to analyze reinforced concrete building models.
 The study reveals that the percentage increase in buildings' sway and drift due to P-Delta effects are nearly constant for specific building height irrespective of the seismic design category assigned to the building. Generally, increase in building lateral displacement and story drift due to P-Delta effects for all seismic design categories is less than 2% for 10 story buildings, whereas this increase for 20 stories or taller buildings is significant with a maximum value around 16% for 50 story building. As for column forces, the study shows that, generally, columns bending moment increases and shear force decreases when P-Delta effects accounted for. In conclusion, the study recommended that the effects of P-Delta need to be addressed for all SDCs allowed by ASCE7-10 and the most important factor to abandonment P-Delta effects is the building height limit.

Cost Estimation of Structural Components of a Building by considering the Seismic Load on Different Regions

Seismic loads should be considered in the cost estimation process as a consequence of changes in structural dimensions. Seismic loads received by buildings vary from one region to another, which are used as a basis for dimensioning structural components. This paper aims to investigate the potential cost changes of the reinforced concrete (RC) beam and column elements as an implication of variations in seismic load received by a building constructed in different seismic areas. This study was applied to a prototype of the two‐story building. The structure analysis performed with dynamic analysis by varying seismic design categories based on eight seismic zones in the observed area. The utilization of a building prototype was applied to three indices of seismic importance factor to represent the building occupancy category. The results of the study explaining the increase in the total cost of the two RC elements are 0.68%, 1.70%, and 1.54%, respectively, for the seismic importance factor indices of 1.00, 1.25, and 1.50. The variations of the costs due to the factor of seismic load and building occupancy categories indicate that both factors need to be considered in the cost estimation process of buildings.

Quantification of seismic performance factors for ribbed bracing system

In this investigation, seismic behavior and design coefficients of the ribbed bracing system (RBS) are evaluated by considering various archetypes that reflect configuration variability. RBS is a lateral bracing system with a unique mechanics that prevents buckling-induced damage by allowing free deformation of brace under compression. After successful experimental validation and numerical evaluation of RBS specimens in previous studies, FEMA P695 methodology is adopted in this study to subject 48 archetype structures to incremental dynamic analysis (IDA) procedure. Evaluation of the probabilistic collapse capacity of the archetypes against the code requirements reveals that RBS system can be designed using R values typically larger than that of the suggested ordinary braced frames. In addition, the results show that the archetypes designed using smaller seismic tributary masses or a less intense seismic design category generally benefit from an increased over-strength that leads to reduction of seismic risk. The performance of various load-carrying mechanisms provided by RBS system is assessed in different archetype configurations.

Assessing the need for an update of a probabilistic seismic hazard analysis using a SSHAC Level 1 study and the Seismic Hazard Periodic Reevaluation Methodology

A key decision for nuclear facilities is evaluating the need for an update of an existing seismic hazard analysis in light of new data and information that has become available since the time that analysis was completed. We introduce the newly developed risk-informed Seismic Hazard Periodic Reevaluation Methodology (referred to as the SHPRM) and present how a Senior Seismic Hazard Analysis Committee (SSHAC) Level 1 probabilistic seismic hazard analysis (PSHA) was performed in an implementation of this new methodology. The SHPRM offers a defensible and documented approach that considers both the changes in seismic hazard and engineering-based risk information of an existing nuclear facility to assess the need for an update of an existing PSHA. The SHPRM has seven evaluation criteria that are employed at specific analysis, decision, and comparison points in a graded approach, based on the nuclear facility's seismic design category. The SHPRM is implemented using a SSHAC Level 1 study performed for the Idaho National Laboratory, USA. The implementation focuses on the SHPRM evaluation criteria that are based directly on the seismic hazard, and the inputs to these criteria are derived from the SSHAC Level 1 PHSA. To illustrate outcomes of the SHPRM that do not lead to the need for an update and those that do, the example implementations of the SHPRM are performed for nuclear facilities that have target performance goals expressed as the mean annual frequency of unacceptable performance at 1×10−4, 4×10−5 and 1×10−5.

KATEGORI DESAIN SEISMIK WILAYAH KOTA PALEMBANG BERDASARKAN SNI 03-1726-2012 DENGAN MENGGUNAKAN PETA HAZARD GEMPA INDONESIA 2010

Seismic Design category described the Risk level of Seismicity are used as the basis for the selection of the Moment Frame Structure that will be used in the implementation of the design of structures that use the SNI 03-2847-2013. KDS in SNI 03-1726-2012, classified into three levels respectively, namely; Low (SDC A and B), intermediate (SDC C) and high (SDC D, E and F). Classification of SDC are determined based on the values of the SDS and the SD1 is the spectral response acceleration parameter design on a short period and a period of 1,00 second. The value of the SDS and the SD1 is determined the condition of soil density (soft, medium or hard) on the regions reviewed. From the results of the analysis performed using data on Earthquake Hazard Map 2010 by using application designs spectra and on the website of http://puskim.pu.go.id obtained the value soil for SDS Badger, medium and hard respectively worth 0.43; 0.278; 0.209 SD1 and 0.361; 0.234; 0.179, so it can be inferred that the Palembang area with a high level of risk, namely KDS D, which in the planning of the structure requires using the structure of Special Moment Frame (SRPMK) which refers to the SNI 03-2847-2013.
 Key words: Seismic Design category (SDC), Map of the earthquake area, Moment Frame

Estimation of response reduction factor of RC frame staging in elevated water tanks using nonlinear static procedure

Elevated water tanks are considered as important structures due to its post-earthquake requirements. Elevated water tank on reinforced concrete frame staging is widely used in India. Different response reduction factors depending on ductility of frame members are used in seismic design of frame staging. The study on appropriateness of response reduction factor for reinforced concrete tank staging is sparse in literature. In the present paper a systematic study on estimation of key components of response reduction factors is presented. By considering the various combinations of tank capacity, height of staging, seismic design level and design response reduction factors, forty-eight analytical models are developed and designed using relevant Indian codes. The minimum specified design cross section of column as per Indian code is found to be sufficient to accommodate the design steel. The strength factor and ductility factor are estimated using results of nonlinear static pushover analysis. It was observed that for seismic design category 'high' the strength factor has lesser contribution than ductility factor, whereas, opposite trend is observed for seismic design category 'low'. Further, the effects of staging height and tank capacity on strength and ductility factors for two different seismic design categories are studied. For both seismic design categories, the response reduction factors obtained from the nonlinear static analysis is higher than the code specified response reduction factors. The minimum dimension restriction of column is observed as key parameter in achieving the desired performance of the elevated water tank on frame staging.

Seismic Design Analysis of Nuclear Industry Pool Based on Response Displacement Method

This article describes the basic principle and calculation method of displacement response method, and implemented in the large finite element commercial software ANSYS. The secondary development of ANSYS and the five point formula were used to obtain dangerous working conditions and internal force distribution of structure, and provide technical support for the industrial pool, a reasonable principal design section and distribution scheme. Numerical simulation shows that the side wall of the industry pool of the maximum moment is in the middle part of the middle and bottom. Under the same Seismic Design Category, the side wall bending moment under seismic action of SL1 is greater than the SL2. The internal force distribution of the column is obvious, and the middle of the industry pool has a maximum internal force. The deformation result of SL2 is larger than SL1 under the action of an earthquake, and the empty water status is a dangerous working condition. Adoption of appropriate measures can meet the aseismic requirements. The results of this paper provide a reference for the seismic design of nuclear power industry pools, or other similar engineering designs.

Performance evaluation of self-centring steel-braced frame

A modern self-centring braced frame equipped with post-tensioned cables and replaceable fuses is capable of rocking on its foundation during an earthquake. The aim of this paper is to evaluate the seismic performance of a controlled-rocking braced frame and compare its efficiency with a similar fixed-based braced frame. A non-linear time history analysis is conducted for a set of archetypes, varying in height, seismic design category, and seismic frame type. A sensitivity analysis is performed to examine the effects of modelling and ground motion parameters. Results indicate that the rocking system is capable of enhancing the performance of a conventional braced frame by features such as the controlled rocking mode, self-centring and concentrated damage to replaceable fuses.