Retrofitting and Strengthening of Structures

The preservation of cultural heritage and the seismic resilience of historic buildings are crucial for maintaining social identity, particularly in earthquake-prone regions. This study focuses on the modeling of Sırçalı Kumbet, a Seljuk monument built in the 14th century in Kayseri province, located in the Central Anatolia region of Turkey, using survey drawings and analysis using the finite element method (FEM) to evaluate its seismic performance. The analysis indicates that linear elastic calculation methods can serve as an initial approach for evaluating such geometrically complex structures. The findings demonstrate that Sırçalı Kumbet exhibits substantial structural rigidity, reducing deformation and enhancing resistance to material fatigue during seismic events. Displacement and stress analyses under G+EQx and G+EQy loading conditions reveal that tensile and compressive stresses remain within acceptable limits, with localized exceedances occurring at specific points, such as cavity corners and wall bases. While these localized stresses are manageable, they highlight areas that require continuous monitoring and potential reinforcement to ensure long-term stability. Additionally, the study suggests that the integration of regular maintenance and targeted reinforcement measures can further improve the monument's durability and minimize potential damage. This research underscores the essential role of the FEM in bridging the gap between cultural heritage conservation and seismic resilience. It provides a methodological framework for integrating architectural, restoration, and engineering expertise into comprehensive conservation strategies. Future studies should expand this approach to include various building types and material properties to enhance the development of preservation strategies.

Natural and technological disasters in the European countries have caused significant loss of life and damage to structures and infrastructure, which has led to the ratification of conventions at world level in the field of disaster preparedness (Hyogo Framework for Action and Sendai Framework for Disaster Risk Management).These strategies were also adopted at the lower levels of national decision-making in order to establish risk reduction and control on acceptable level. Since disasters can cause severe hazards on social infrastructure (healthcare facilities, schools etc.), these objects should be specifically treated in urban and spatial plans in terms of resilience-improvement. This paper presents methodology of Hospital Safety Index (HSI) adapted for the territory of Western Balkan countries, on the case study of seismic risk zone in the Kolubara Region in Serbia. This zone has history of seismic hazards, which have led to implementation of numerous spatial and urban plans for ...

Received: 19 January, 2016 Received in revised form: 29 February, 2016 Accepted: 11 March, 2016 Publish on: 26 September, 2016 The major earthquake on April 25, 2015 (7.8 Mw) and the aftershock on May 12, 2015 (7.3 Mw) caused severe damages on Kathmandu University (KU) Library. Disaster prevention of the library building is necessary to restore its strength and reduce seismic risk. Retrofitting approach can be employed to strengthen the building and increase its seismic capacity. Seismic retrofit is an effective technique by which the building can be strengthened to improve its seismic performance without affecting its aesthetics value and architectural identity. To achieve public safety by considering use of various materials and structural stability, retrofitting is economically applied to meet functional and structural requirements of the building. This pro-active disaster mitigation technique has been effective in modifying the existing structure for strengthening to improve its...

Reinforced Concrete is one of the most widely used construction material for the structures around the world. Since reinforced concrete structures are inherently fire-resistant, they are generally capable of being repaired after a fire. The final aim of a Fire Damage Assessment is to evaluate exact fire damage caused to the structure and to propose appropriate repair methods or to decide either the demolition of elements or part of structure as appropriate. In some fire events, no structural aftermath may be detected as they have enough residual strengths. A systematic approach which focuses damage classification for the structural elements of the affected structure could be used in the selection of appropriate repair methods. Recently several fire incidents in buildings were reported locally. Usually after a fire had broken into a structure, people tend to demolish the entire structure completely and construct a new structure upon it when they are unable to specifically identify the locations and the extent of damage of the affected structure which could sometimes be repaired or retrofitted. This would consume a great amount of resources and time. Therefore in such cases it is advisable to carry out a proper Fire Damage Assessment first. This approach could save a great deal of resources as the study will reveal the critical areas necessary to demolish and reconstruct. The detailed examination further facilitate retrofitting the rest in order to restore the structure back to its original form to cater its purposes whilst meeting the serviceability limit state and ultimate limit state criterions. A detailed procedure for a Fire Damage Assessment is outlined in this paper along with two locally performed case studies. The case studies include the Musaeus College Auditorium fire damage assessment done in November 2016 and Defense Head Quarters fire damage assessment done in February 2014.

This paper presents experimental data and results on the shear behavior and strength of slender reinforced concrete (RC) beams with corroded steel stirrups. A total of nine RC beams were constructed and tested up to failure. The test beams were 200 mm wide, 350 mm deep, and 2800 mm long. The beams were tested in four-point bending under a simply supported span of 2400 mm. The shear span to depth ratio was kept constant at 3.0 for all beams. Six beams had the embedded stirrups subjected to accelerated corrosion prior to structural testing. The test variables were the corrosion damage level and the stirrup spacing. The test results indicated that the corroded beams exhibited reduced shear strength in comparison to the uncorroded control specimens. The reduction in shear strength was found to increase with the decrease of stirrup spacing.

Fire hazards, including urban fires and wildfires, cause catastrophic losses to lives, property, and communities each year. Existing mitigation measures focus on suppression and alarms, leaving gaps in personal protection and property preservation. This proposal introduces three innovative solutions: the Fire Protection Vest,  Storage Bag System, and the Fire-Protective House Enclosure System.

These solutions, which are experimental ideas, are scalable, cost-effective, and sustainable, addressing critical gaps in fire preparedness. They enhance personal and property safety while reducing fire impacts on vulnerable households and communities.

The present paper investigates the effects of fiber content and alkali treatment on impact property of coir fibers reinforced polyester resin composites which are partially biodegradable. The coir fibers were collected from the foliage of locally available coconut fruit through the process of water retting and mechanical extraction. The usual problem in natural fiber reinforced composites is seen in its poor adhesion between fiber and matrix, hence, in this study, specific physical and chemical treatments were administered for surface modification of the fibers. Both untreated and treated fibers were used for coir fibers reinforced polyester resin composites formations; and the impact properties were determined at three different control factors of the fiber contents. Applying Taguchi robust design technique for the greater-the-better, the highest signal-to-noise ratio (S/N ratio) for the quality characteristics being investigated was obtained employing Minitab 16 software. The treated coir fibres reinforced polyester matrix composites were better in impact having the expected optimum impact strength of 6.2J/mm2 at the optimum setting of control factors, while that of the untreated composites have an expected optimum impact strength of 5.5J/mm2 at the optimum setting of control factors. The reinforcement combinations of control factors and chemical treatment of coir fiber contribute greatly to the impact property.

Masonry structures are commonly constructed and are popular in developing countries due to its low cost and easiness on construction. It has been studied from different experiment that these buildings are vulnerable to strong external loading such as earthquake, strong wind, blast etc. because of lack of strength, ductility and inappropriate configuration of building. In this paper, the behaviour of masonry structure during earthquake and the previous studies on the strengthening techniques for masonry buildings are reviewed and summarized. It is expected that this paper will provide some additional information and guidance for household and engineers in selecting an appropriate retrofitting technique for masonry structures.

Kolom berperan penting dalam menahan beban gempa. Kegagalan pada kolom sama dengan keruntuhan total bangunan. Meskipun Indonesia memiliki intensitas gempa tinggi, banyak bangunan tua dan rumah penduduk yang menggunakan kolom dengan rasio tulangan dibawah 1% atau dikenal kolom bertulangan ringan. Dengan banyaknya bangunan bertingkat dibutuhkan adanya lap splice pada penulangan kolom. Berdasarkan penelitian yang telah ada sebelumnya, letak lap splice dapat mempengaruhi perilaku dari kolom. Penelitian ini ditujukan untuk mengetahui pengaruh rasio tulangan longitudinal dan letak lap splice terhadap pola retak kolom bertulangan ringan akibat beban siklik. Pada penelitian ini digunakan empat benda uji kolom dengan dimensi 150 mm x 160 mm x 800 mm. Terdapat 2 variasi dalam penelitian ini, yaitu rasio tulangan longitudinal (0,8% dan 1,1%) dan letak lap splice (dasar kolom SB dan ½ tinggi kolom SM). Benda dengan mutu beton 25 Mpa dan dilakukan pengujian pada umur lebih dari 28 hari. Pengujia...

This study is on span optimization of railway box Girder Bridge using steel-concrete
composite cross-section. The Addis Ababa light rail transportation mode fulfils box girder
span ranging from 20 to 30 m at grade and above grade alignments in order to operate in a
competent manner. This close existence of intermediate supports, also known as piers, as a
result of the relatively short spanning pre-tress concrete box girder constructed for light rail
transit, has an undesirable effect and possesses an obstruction.
Steel-concrete composite bridge as their name indicates are composed of steel and concrete
and they mostly effectively use the properties of steel and concrete .More over this study
aims to develop a program that propose an alternative design of steel –concrete composite
bridge to the prestress concrete box girder super structure that will efficiently serve the
required purpose and recommend the optimal span length up to where the use of the steel- concrete composite superstructure will be the most cost efficient alternative .
Using the design program span lengths ranging from 10 to 60 meter have been checked for
path way width of 9.2 meter. Based on the current prevailing material cost. Steel-Concrete
Composite Box –girder bridge has been found to be economical above 46-meter as
compared to the cost of the Prestress concrete box girder superstructure.
According to the current construction material cost, it is recommended to use steel-concrete
box girder bridge superstructure for railway bridge spanning above 46 meter thereby
reducing the no of supports required which ultimate plays a great role in material and
construction cost minimization

The present study describes the result of an experimental investigation on the response of creating opening in reinforced concrete beams after and before casting using steel wire mesh, steel angles, steel straps, steel stirrups system and reinforcement beams around the opening. The beams were instrumented and tested under two-point load. The experimental program consisted of testing thirteen simply supported reinforced rectangular beams. The main parameters of study are the different methods of strengthening. The deflection, strain, failure load, failure mode and stiffness of the strengthened beams are discussed. A nonlinear finite element method NFEM analyses (Ansys15 program) was used to corroborate the results from the experimental study. Test results indicates that the best , simple and cheap technique of strengthening by recording an increase in the load capacity of 8.95 % is that strengthened by using four steel stirrups as rectangular shape with diameter 8mm and steel rods with 8mm which also gives an decrease in deflection and an increase in stiffness. The beam strengthened by reinforced beams around the opening, gives an increase in the load carrying capacity of 2.8% of the control ultimate capacity. However, beams strengthened by two numbers of steel wire mesh, steel bars like box with diameter 8 mm and reinforced beams at upper and lower of the opening, gives an increase in the load carrying capacity of 1.6 % of the control ultimate capacity. For the beam strengthened after casting an increase was obtained in the load capacity by 3.77 % for the specimen that strengthened by using four layers of steel wire mesh, steel strip system, steel angles and clamps. The analytical results are compared with the data obtained from beam tests up to failure. Faire agreement was found between the FEA results and EXP results.

The present study describes the result of an experimental investigation on the response of creating opening in reinforced concrete beams after and before casting using steel wire mesh, steel angles, steel straps, steel stirrups system and reinforcement beams around the opening. The beams were instrumented and tested under two-point load. The experimental program consisted of testing thirteen simply supported reinforced rectangular beams. The main parameters of study are the different methods of strengthening. The deflection, strain, failure load, failure mode and stiffness of the strengthened beams are discussed. A nonlinear finite element method NFEM analyses (Ansys15 program) was used to corroborate the results from the experimental study. Test results indicates that the best , simple and cheap technique of strengthening by recording an increase in the load capacity of 8.95 % is that strengthened by using four steel stirrups as rectangular shape with diameter 8mm and steel rods with 8mm which also gives an decrease in deflection and an increase in stiffness. The beam strengthened by reinforced beams around the opening, gives an increase in the load carrying capacity of 2.8% of the control ultimate capacity. However, beams strengthened by two numbers of steel wire mesh, steel bars like box with diameter 8 mm and reinforced beams at upper and lower of the opening, gives an increase in the load carrying capacity of 1.6 % of the control ultimate capacity. For the beam strengthened after casting an increase was obtained in the load capacity by 3.77 % for the specimen that strengthened by using four layers of steel wire mesh, steel strip system, steel angles and clamps. The analytical results are compared with the data obtained from beam tests up to failure. Faire agreement was found between the FEA results and EXP results.

Damage that occurs in reinforced concrete elements can reduce the capacity and serviceability of these elements. One of the damages that may be encountered is spalling or delamination of concrete covers. Repairs to this type of damage can be carried out by patching methods. This research uses unsaturated polyester resin mortar (UPR-mortar) as a patch repair material to recover the damage of two-way slabs. Laboratory investigations were carried out to determine the effects of variations in patching location and loading on the ultimate capacity. The development of crack patterns as the load increases, the final yield lines formed at the time of collapse, and the magnitude of the ultimate load are the main data discussed in this research. In addition, load-deflection behavior, stiffness and toughness are also presented and discussed. Yield Line Theory (YLT) has been applied using virtual work principle with several assumptions and simplifications to estimate the ultimate load of the sl...

Cement concrete is the most widely used material for various constructions. Properly designed and prepared concrete results in good strength and durability properties. Even such well designed and prepared cement concrete mixes under controlled conditions also have certain limitations because of which the above properties of concrete are found to be inadequate for special situations and for certain special structures. Hence variety of admixtures such as fly ash, Silica fume, rise husk ash and stone dust etc., are used along with cement in certain percentages to enhance the properties of the regular cement concrete. Hence an attempt has been made in the present investigation on replacement of cement with recent new pozzolinic material of Metakaolin up to certain percentages. To attain the setout objectives of the present investigations, the grade of concrete M 20 mix case have been taken as reference concrete. Hardened concrete is tested for strength properties such as Cube Compressive strength, Split Tensile Strength, Modulus of Rupture and Youngs Modulus of Elasticity. The variations of above strengths with variation in different % of Metakaolin have been studied.

This study provides a comprehensive systematic review of innovations in earthquake-resistant building design, focusing on advancements in materials, technologies, and methodologies aimed at enhancing structural resilience. A total of 32 peer-reviewed articles were analyzed following the Preferred Reporting Items for Systematic Reviews and Meta-Analyses (PRISMA) guidelines. The findings highlight the critical role of advanced materials such as fiber-reinforced polymers (FRPs) and shape memory alloys (SMAs) in improving seismic performance, particularly through enhanced energy dissipation and structural flexibility. Technological integrations like Building Information Modeling (BIM), artificial intelligence (AI), and structural health monitoring (SHM) systems were identified as transformative tools that optimize design processes, predict structural vulnerabilities, and enable real-time risk management. Advanced simulation techniques, including finite element analysis (FEA) and computational fluid dynamics (CFD), were shown to significantly improve the accuracy and efficiency of seismic design. Despite these innovations, challenges related to cost, regulatory inconsistencies, and limited access to cutting-edge technologies persist, particularly in developing regions. The study concludes that while these advancements have revolutionized earthquake-resistant design, further efforts are needed to address these barriers and promote global resilience to seismic hazards.

Using of infill walls is a common practice as partitions in RC frame buildings in all around the world. Usually, in design period of buildings the infill walls is not considered and assumed them as bare frame. Infill walls change the predicted behavior of buildings during earthquake actions. Mostly the seismic loads have not been considered in the design of existing RC frame buildings. Damage of infill walls identified as the main cause of loos of life, serviceability, property and harming injuries. To enhance the seismic capacity and energy dissipation of vulnerable buildings an appropriate reinforcing system is necessity. Different infill walls strengthening systems in respect of materials, configuration, difficulties in their application and effectiveness have been proposed and studied in last decades. A four and half story typical residential building in Kabul city, Afghanistan was selected as case study in this study. Using of textile reinforced mortar (TRM) was adopted as rehabilitation method for improvement of masonry walls. Seismic performance of the building was evaluated using nonlinear three dimensional pushover static analysis on nonlinear model of the building in Perform 3D as a tool. Collapsing of first floor infill walls and plastic deformation of first floor columns leads to soft story mechanism and poor seismic performance of un-retrofitted building. Adopted strengthening systems provided additional lateral strength and sufficient stiffness and control soft story mechanism. Obtained result from TRM retrofitted model analysis showed significant reduce of inelastic deformation in the columns and shifted damage condition of infill walls from collapse state to extensive cracking. By used method the building can withstand with severe cracking of infill walls and minor damage of frame elements against strong ground motions.

Beton bir yapıyı kırılma mekaniğine göre analiz edebilmek için, önce kullanılan malzemenin kırılma parametrelerinin belirlenmesi gerekir. Betonun kırılma parametrelerini belirlemek için şartnameler ve araştırmacılar tarafından birçok lineer olmayan kırılma mekaniği modelleri önerilmektedir. Bu modeller kohezif ve eşdeğer elastik çatlak yaklaşımları olarak sınıflandırılmaktadır. Betonun kırılma mekaniğinde kiriş numuneler yaygın olarak kullanılmakla birlikte, küp ve silindir numuneler taşınabilirlik, hafiflik ve boyut etkisi çalışmalarında kolaylık sağlaması açısından bazı avantajlara sahiptir. Bu çalışmada farklı doz ve su/çimento oranları kullanılarak hazırlanan küp numuneler üzerinde kama-yarma deneyi yapılarak İki Parametreli Kırılma Modeline göre betonun kırılma parametreleri tayin edilmiştir. Ayrıca aynı karışımlardan 150 mm lik küp numuneler üzerinde basınç ve yarmaçekme deneyleri yapılmıştır. Sonuç olarak betonun kırılma parametreleri ile basınç ve yarmaçekme mukavemetleri arasında bazı regresyon bağıntıları türetilmiştir. ÖZET To analyze a concrete structure according to the fracture mechanics, its fracture parameters are needed to be determined at first. Many non-linear fracture models have been proposed by design codes and investigators to determine fracture parameters of concrete. These models can be classified as the cohesive crack models and the effective crack models. Although the notched beam specimens have been commonly used in concrete fracture, there have been some advantages of the cubical/cylindrical specimens such as compactness and lightness. In this study, the wedge-splitting tests on cube specimens with different cement contents and water/cement ratios were performed for fracture models based on the two-parameter fracture model. In addition, the compressive strength values and the splitting strength values on cubes with 150 mm of these mixes were determined. Consequently, some relationships based on regression between the fracture parameters and the strength properties of concrete were derived. The results of the split-cube tests look viable and very promising. GİRİŞ Beton ve betonarme yapıların göçme analizi için birçok lineer ve lineer olmayan yaklaşımlar kullanılmaktadır. Ancak özellikle sismik yüklemelere maruz beton/betonarme yapılarda göçme meydana gelmeden taşıyıcı sistemlerde yerelleşen çatlak veya çatlaklar oluşabilmekte ve malzeme yumuşama adı verilen mukavemet kaybına uğrayabilmektedir. Çatlamış bir yapı, ancak kırılma mekaniği prensipleri kullanılarak gerçekçi bir şekilde analiz edilebilir.

The external envelope walls of a significant percentage of the residential building stock in Southern European countries is commonly constituted by infill masonry walls. However, thousands of square meters of this masonry wall typology presents severe issues of cracking and instability, related to the incorrect and deficient support conditions of the outer brick panel of the double-leaf wall solution. In this work, an experimental campaign divided in two phases has been performed to evaluate the effectiveness of two different remedial wall ties retrofitting techniques (Solution A and Solution B) used for double leaf horizontally hollowed clay brick masonry facades. The first phase of the experimental campaign was performed on 120 isolated specimens of horizontally hollowed clay bricks, resorting to post- and pre-NP EN 771-1 brick exemplars (that is, new and pre-existent aged bricks, respectively), as well as on 4 square wallettes, with a side length of 1.20 m, considered as represen...

Carbon fiber reinforced polymer (CFRP) laminates were proved as very effective method for either repairing or strengthening of used structures. However, the literature has no enough information about the behavior of RC continuous (two-span) T-section beams strengthened with CFRP laminates, especially in hogging moment zone. This paper examines the effect of CFRP laminates lengths, used for strengthening of the hogging moment zone, upon the behavior of such beams, to determine the optimum strengthening length.3-D theoretical models using the Finite Element (FE) Package ANSYS are used. Very good agreement was found between both proposed FE models and previous experimental research used for the verification of the FE model. Finally, redistribution of moments, energy dissipation and ductility of such beams are examined. It can be concluded that changing the strengthening CFRP length in the hogging moment zone is very effective upon the overall behavior of T-section continuous beams and ...

Λέξεις κλειδιά: διεπιφάνεια, διατμητική τάση, οπλισμός ενίσχυσης, δοκός οπλισμένου σκυροδέματος ΠΕΡΙΛΗΨΗ: Η παρούσα εργασία ασχολείται με την καμπτική ενίσχυση δοκών με προσθήκη νέων στρώσεων σκυροδέματος στο εφελκυόμενο ή στο θλιβόμενο πέλμα. Στα πλαίσια της εργασίας αυτής γίνεται σύγκριση των αποτελεσμάτων που προκύπτουν από προσεγγιστικές σχέσεις που έχουν προταθεί στη βιβλιογραφία για τον υπολογισμό της διατμητικής τάσης στη διεπιφάνεια της ενισχυμένης δοκού (CEB Bul.162 1983, Ε.Μ.Π. 1987, Δρίτσος 2005), καθώς και του οπλισμού της στρώσης ενίσχυσης (σχέδιο 2 ΚΑΝ.ΕΠΕ. 2005), με τα αντίστοιχα αποτελέσματα που δίνουν ακριβείς αναλυτικές επιλύσεις που λαμβάνουν υπ΄ όψιν τους την ολίσθηση στις διεπιφάνειες.

Due to the human needs to increase the loads of structures such as residential buildings, bridges, ports and other structures, and also the emergence of so-called strengthening and restoration, there must be different methods to implement the needs of every structure that is standing and used normally. Therefore, we will present below the most prominent methods used in strengthening concrete beams. To resist the torsional moments occurring on it, such as using fibre bars, glass fibre reinforced plastic (GFRP), and steel fibres, and finding the most appropriate methods in terms of ease of implementation and low cost, and also presenting some of the methods used during implementation. This research also gave a qualitative division of the reinforcement methods and classified them according to their implementation methods and method, as it there are methods of reinforcement before pouring reinforced concrete, that is, during the implementation of the concrete element, and also methods of reinforcement during the work of the concrete element in the building, and this case is called restoration. This research dealt with a compilation of many methods of reinforcement to resist torsional loads, and the most prominent of these materials are the materials based in their manufacture on glass fibre, as well as additions during the making of the concrete mixture, such as steel fibres.

Recently, reinforced concrete (RC) structures have been strengthened and rehabilitation flexural using different fiber-reinforced polymer materials in more than technique the primary strengthening methods that researchers have studied, both theoretically and empirically. the first technique is a near-surface mounted (NSM) bar, the subsequent method is using a near-surface mounted (NSM) plate, and the third technique is Externally bonded (EB) sheets using one of the four types of FRP or a combination of them. carbon fiber reinforced polymer (CFRP) in the first, the second using armed fiber reinforced polymer (AFRP), the third using glass fiber reinforced polymer (GFRP), and the last one using basalt fiber reinforced polymer (BFRP) due to that Older buildings need to be maintained and repaired because of their exposure to severe environments, increased applied loads, deterioration of reinforcement from corrosion, damage from design or construction mistakes, and inadequate maintenance. This research intends to give an overview of the literature on the Bending behavior of fiberreinforced polymer (FRP)enhanced (RC beams) under a variety of approaches; Additionally, Attention was also given to the method of manufacturing, the different types and components of fiber, the mechanical properties, and a comparison of the cost of different strengthening techniques. It sheds light on the methods of retrofitting and its various applications.

In the past, a large number of building structures in India have been damaged by earthquakes and some of these structures have been repaired and strengthened. The strengthening of existing structure is required in cases where the buildings are constructed according to the old regulations, and they do not fulfill any more the requirements of the recent regulations. Most of the buildings in India are normally constructed to resist static loads without considering seismic action. However, this leads to deficiencies in the design of the structures. In our case, one newly built 15 storey RCC framed building which have experienced a strong earthquake and during that time the seismic vibration of the building was much high which settled a fear among the tenants about the safety of the structure. After the earthquake the structure was carefully observed but no cracks or any sorts of damages to the frame members were found except the wall on which hair cracks were developed. But for the safety against the future earthquakes and most importantly safety of the structure, the building is to be retrofitted with Fluid Viscous Dampers. Here we will analyze the changes in the storey displacement, storey drift, modal period and frequencies, storey stiffness, critical column and beam forces before and after retrofitting the structure with the dampers using ETABS. This will help to provide extra safety precaution to the beam - column joints of the structures also.

The National Construction Code (NCC) provides two deemed to satisfy (DTS) solutions for housing in bushfire areas: AS 3959 and the NASH Standard. The two standards use different approaches, presenting well-informed designers with opportunities to produce a range of structurally efficient and aesthetically acceptable solutions. AS 3959 prescribes external cladding materials and design tolerances to limit combustibility and the likelihood of ember entry in to the building and building cavities. The NASH Standard uses non-combustible materials for the external cladding, framing and internal lining, with less reliance on specialised materials or close control of construction gaps. Having two DTS solutions invites assessment of the factors to be considered in adopting an AS 3959 solution or a NASH Standard solution. This paper explores these factors with reference to a Case Study of a retirement village development in Bacchus Marsh to the west of Melbourne Victoria. The effects of differ...

Adapting architectural spaces to the climatic conditions of one site implies
the adoption of spatial configuration solutions that are subject to the
sustainability principles. On the background of an increasing concern for
the environment’s protection, it is worth mentioning the development of
wood usage as a building material in various aspects: as structural material,
building enclosure, thermal insulation or finishing. The relationship between its physical qualities and the environment in which it is to be placed
leads to certain conditions that determine its choice as a sustainable
option. Starting from the physical qualities that support the use of wood
in architecture, those principles of bioclimatic design that can motivate
the use of this material will be highlighted. The paper wishes to represent
an „itinerary“ in completely different climatic areas, using examples of traditional and contemporary architecture.

Earthquake around the world are single-handedly responsible for the destruction to life and property in large numbers. In order to mitigate such hazards, it is important to incorporate norms that will enhance the seismic performance of structures. This paper represents the change of Reinforced concrete structural components which are found to exhibit distress because of earthquake loading . Such unserviceable structures require immediate attention. And it was done by using the shear wall mechanism in the software .It can be used as a seismic retrofitting technique because it can be applied quickly to the surface of the damaged element without the requirement of any special bonding material and also it requires less skilled labor, as compared to other retrofitting solutions presently existing. It was determined that load carrying capacity for beam-column joint retrofitted with shear wall is increased. In this paper we use analytical approach. In this we use stadd pro v8i software.

In previous times the buildings and structures were not planned for the seismic loads. But when high intensity of earthquake comes in India it resulted in destruction and desolation in structures .Therefore to provide safety to buildings Indian standards introduced the building codes to reduce the earthquake impact on the structures. In this paper the role of various building codes has been discussed briefly. For the designing and calculation of earthquake loads IS 1893:2002, (part 1) is used and role of various buildings codes and their provision and guidance is mainly discussed.

Salah satu persyaratan penting untuk konstruksi tahan gempa yang terkait dengan pengekangan adalah pemasangan tulangan pengekang dengan kait gempa 135 0 pada sengkang. Dalam pelaksanaannya banyak pelaksana konstruksi menggunakan tulangan pengekang dengan kait 90 0 atau dengan konfigurasi dobel C (tidak sesuai standar). Berdasarkan beberapa hasil penelitian dan beberapa catatan dari kejadian gempa di Indonesia akhir-akhir ini, pemasangan tulangan pengekang yang tidak sesuai standar untuk kolom beton bertulang menghasilkan kinerja yang buruk sebagai struktur tahan gempa. Makalah ini memaparkan hasil eksperimen yang bertujuan mengembangkan elemen tambahan (pen-binder) untuk meningkatkan efektivitas pengekangan kolom beton dengan tulangan pengekang yang tidak sesuai standar. Efektivitas dari tambahan elemen untuk meningkatkan kinerja pengekangan pada beberapa konfigurasi tulangan pengekang yang tidak standar ini diuji dengan beban aksial dan lateral siklis. Benda uji berjumlah 5 buah kolom, dimensi penampang 260 mm x 260 mm dan tinggi 1500 mm. Variabel pengujian adalah jenis material pen-binder,level beban aksial dan sudut kait yang digunakan dalam tulangan pengekang. Hasil pengujian menunjukkan bahwa modifikasi terhadap tulangan pengekang tidak standar efektif mengekang inti beton, meningkatkan daktilitas dan kemampuan disipasi energi kolom benda uji.

The last catastrophic seismic events in Nepal have shown that the Nepalese school building stock is characterized by a high level of vulnerability with respect to seismic actions. According to different post-event reconnaissance reports, thousands of schools have been destroyed by the 2015 earthquakes, depriving the country of a fundamental social and economic asset. Within the SAFER (Seismic Safety and Resilience of Schools in Nepal) project, a specific working task is dedicated to the assessment of school structures in terms of probabilistic fragility functions. These curves will be included in a comprehensive seismic risk management framework for the Nepalese community. However, the derivation of fragilities has to be preceded by: (i) a meaningful subdivision of the total building inventory in different structural typologies, (ii) a detailed investigation about the recurrent seismic damage and failure modes of Nepalese constructions. These two aspects and their implications on th...

In this study, beams with insufficient shear capacity were strengthened with U-shaped Mechanical Steel Stitches (MSS), which is a practical, economical and innovative method. MSSs were applied on both faces of the beam web at a 45-degree angle along the shear span. In this context, a total of eight shear beam specimen, one of which was a reference specimen and the other seven with different MSS intervals, were tested under vertical loads. The diameter (Ø6), anchorage depth (10Ø) and mechanical properties of the MSS, as well as the geometry of the reinforced concrete beam (125 mm × 250 mm × 2500 mm), longitudinal (3Ø16 tension and 2Ø12 compression) and transverse (Ø6/350 mm) reinforcement were kept constant. By changing the MSS intervals applied to the beam (ranging from d/5 to d), the changes in strength, ductility, stiffness and energy consumption capacities were examined. As a result of the study, a 53.74% increase in shear capacity was observed in the beam with the most tightened MSS interval (d/5). However, the nominal yield and total energy consumption capacity increased by 144% and 366%, respectively, compared to the reference beam. According to the damage analysis conducted on beams, in the most frequently encountered MSS application with a spacing of (d/5), splitting damage is observed. However, as we move towards the less frequent spacing of d/2, the damage transitions to a more sudden and brittle phenomenon known as diagonal tension failure. As we move from the d/2 spacing to the sparsest d, the behavior is now dominated by diagonal tension damage alone. Finally, as the MSS spacing in beams increases from d/5 to d/2, the nominal yield stiffness of the beams tends to decrease between 2.1% and 21.2% compared to the reference beam; however, surpassing d/2 leads to a change in the failure mode, resulting in the beam yield stiffness returning to the reference beam level (approaching from -2.5% to 2%) due to the change in the failure mode associated with exceeding the d/2 spacing. Therefore, it can be concluded that this new technique, which stands out with its low cost and easy applicability, is very effective in strengthening beams.

This study aims to compare the response of reinforced concrete (RC) T-beams strengthened with carbon fibre-reinforced polymer (CFRP) composite with that of non-strengthened control beams when subjected to monotonic two-point loading until failure for flexural once and shear again. The experimental programme tested eight RC T-beams, which included two reference beams without strengthening and six strengthened beams. The eight beams were divided into two main groups according to strengthening (flexural and shear). Experimental analysis was performed to study the effect of the CFRP laminate width in the flexural group and the spacing of CFRP U-wrap sheets in the shear group on the ultimate load capacity, load-strain relationship, and load-deflection relationship. Results show that increasing the width of the CFRP laminate in the flexural group improves the ultimate strengths to approximately 9.5%, 35%, and 41% for beams with CFRP laminate widths of 50, 100, and 150 mm, respectively, compared with the reference non-strengthened beam. The stiffness of the beams increases in direct proportion to the width of the CFRP laminate. In the meantime, decreasing the spacing of the CFRP laminate in the shear group increases the ultimate strengths to approximately 13.2%, 17.7%, and 23.5% for beams with CFRP U-wrap sheet spacings of 166, 125, and 100 mm, respectively, compared with the reference nonstrengthened beam. Therefore, the spacing of the CFRP sheet is inversely proportional to the stiffness of the beam.

This research paper presents a comparative analysis of seismic resistance and cost efficiency in lift core construction using masonry wall-column systems and shear wall systems. High-rise structures' lift cores are crucial vertical conduits that provide the necessary structural stability. To support the best practices in building design and construction, the seismic performance and financial effects of various lift-core construction techniques are examined. The study compares the seismic resistance implied on a structure by lift cores built with masonry wall-column systems, which combine load-bearing masonry walls with reinforced vertical columns to lift cores built with shear wall systems, which rely on reinforced concrete to withstand lateral forces. Analytical modeling and simulation approaches are used to evaluate seismic performance in scenarios involving severe earthquakes. A variety of loads, including dead loads, live loads, partition loads, wind loads, seismic loads, and load combinations that were pursued in accordance with BNBC 2020 standards, have been applied to both types of structures. Four required metrics were evaluated for the analysis of both structures: storey drift, overturning moment, storey shear, and storey stiffness. Furthermore, a thorough cost study is performed to evaluate the two building systems' economic viability. Each method's associated material costs for the construction of the lift core are taken into account in the analysis. By conducting thorough research, we summarized that although masonry wall lift cores with columns at four corners act better resistant to seismic action, the Shear wall lift core system overall performed better as it is more economically feasible and it's decent resistant to seismic force. The findings of this study provide important insights into the trade-offs between seismic performance and cost efficiency when choosing lift-core construction techniques. The findings are intended to help engineers, architects, and developers make informed judgments about building safety and economic sustainability in seismically-prone places.

Glass Fiber Reinforced Polymer (GFRP) has emerged as a promising retrofitting material for improving the performance and durability of concrete structures. In this study, the effectiveness of GFRP retrofitting for enhancing the mechanical properties of concrete structures was investigated. Concrete cubes and concrete cylinder were casted, followed by material testing and mix-design. Compressive strength test and Split tensile strength tests were performed on both normal concrete specimens and GFRP retrofitted concrete specimens at 7 th and 28 th day. The results revealed that the GFRP retrofitting significantly improved the split tensile strength of concrete specimens, with GFRP retrofitted concrete specimens exhibiting superior performance compared to normal concrete specimens. The high strength and stiffness properties of GFRP enhance the load-carrying capacity and ductility of retrofitted concrete structures, providing a robust solution for strengthening concrete structures. These findings offer valuable insights into the benefits of using GFRP for retrofitting concrete structures, with practical implications for enhancing structural performance and durability. The study's outcomes provide a framework for evaluating the effectiveness of GFRP retrofitting and demonstrate its potential to improve the performance and durability of concrete structures, highlighting its potential as a sustainable and cost-effective solution for retrofitting and strengthening aging concrete structures.

In the present work, a non-linear finite element (FEM) analysis has been conducted in order to investigate the performance strengthening of reinforced self-compacting concrete T-deep beams with rectangular openings by CFRP sheets. five beams have been considered with different opening location (size of openings 150 *250)mm. To improve the performance of beams with rectangular openings, the most commonly used methods in strengthening have been adopted which is CFRP sheets. This comparison was based on the of load-deflection curves, ultimate loads and cracking patterns the result obtained are compared with those experimentally recorded at failure. The comparison result between the results of the experimental program and the F.E. analysis showed the validity of the result model adopted in the present work to simulate the behavior of the flange deep beams have openings strengthening by CFRP sheets in the present work. The analysis results showed that when the introducing openings with s...

Usage of low strength concrete is common in many developing countries all around the World. For example, in Turkey, the approximate average concrete compressive strength of existing reinforced concrete buildings constructed before 1990s is around 10 MPa. Since the concrete strength is foreseen higher during structural design, the sustained axial stresses of columns of such existing buildings may be remarkably high (70~90% of axial capacity). These high axial stresses sometimes cause collapse of columns or overall structure due to effects of creep of concrete. The service life of such structures can be enhanced through external jacketing of columns with FRP sheets. The efficiency of such a rehabilitation is higher in case of low strength concrete. In this study, the short term creep behavior of carbon FRP sheet jacketed low strength (~7 MPa) rectangular concrete prisms is investigated under varying levels of sustained axial stresses. The safe lifetime of the specimens are extrapolated considering the variations in axial and transverse strains measured during short term creep tests (48~96 hours). In addition, the residual capacities of carbon FRP jacketed rectangular prism specimens are investigated after being subjected to short term creep tests.

There are several available models proposed for predicting the compressive strength and deformability of concrete confined externally with fibre-reinforced polymer (FRP) composites. In this study, the effect of variation of unconfined concrete strength on the predictions of several available models and code equations are investigated by utilizing an extensive experimental database containing test results of more than 600 specimens tested by different researchers. The performances of the models in terms of prediction of compressive strength vary significantly with a change in the compressive strength of unconfined concrete. Particularly the predictions are generally less accurate, when the unconfined concrete strength is relatively low. In addition, the safety margins of the code equations are not consistent for all ranges of unconfined concrete strength. Furthermore, the predictions of the existing models for deformation capacity are much less realistic with respect to their strength predictions.

The properties of Cement-Concrete Compositions (CCC) are in constant change during a hardening process. At initial stages of hardening, the CCC structure is characterized by viscous-plastic properties, while in final hardened structure, an artificial stone, elastic properties dominate. Technological parameters determined by those properties (W/C-ratio, slump, setting times, strength, etc.) mostly are incompatible with each other. This significantly complicates practical implementation of technological monitoring of CCC hardening and strengthening.

Seismic retrofitting of existing structures is a crucial aspect of civil engineering, aimed at enhancing the resilience of buildings against earthquakes and safeguarding human lives. This research paper explores the historical development, current practices, and effectiveness of various seismic retrofitting techniques. The primary objective is to assess methods such as base isolation, energy dissipation devices, and structural strengthening, with a focus on their impact on human safety, economic viability, sustainability, and compliance with regulatory standards. Through a comprehensive literature review and detailed case studies of significant retrofitting projects, this study highlights the benefits and challenges associated with different retrofitting strategies. A combination of Finite Element Analysis, Cost-Benefit Analysis, and Performance-Based Seismic Design is employed to evaluate the structural performance and economic implications of retrofitting techniques. The findings underscore the importance of seismic retrofitting in reducing the risk of building collapse, preserving historical and cultural heritage, and promoting sustainable construction practices. This research concludes that while initial investments in retrofitting can be substantial, the long-term benefits in terms of reduced seismic damage and enhanced safety significantly outweigh the costs, making seismic retrofitting an essential practice in earthquake-prone regions.

This article presents a new, rapid technique for retrofitting reinforced concrete buildings. With the "Structural Jacketing Building Envelope Retrofit System," the entire outer shell of the building is retrofitted with steel struts that are connected to the reinforced concrete frame via dowels. The new system behaves like a composite system. As most of the seismic loads are absorbed by the new integrated external composite system, the structural elements inside the building are mainly loaded by gravity. In this way, the seismic performance and the lateral wind and torsional capacity of the retrofitted structures are increased by retrofitting the building envelope. The main advantage of this technique is the ability to retrofit existing buildings without compromising their serviceability and to quickly increase the seismic and wind capacity of buildings in regions with high seismicity and wind in the run-up to disasters. Thus, this system is a solution for retrofitting important building structures such as hospitals, schools, energy and telecommunication buildings, and factories that cannot be retrofitted within the building. In addition to retrofitting to achieve energy efficiency in existing buildings, cladding and insulation can be easily and cost-effectively applied to the retrofitted building envelope. Three-dimensional models of RC buildings with and without structural building envelopes were tested under static cyclic pushover loading to simulate 3D behavior, lateral load capacity, crack patterns, and collapse mechanisms under seismic loading. The results of the tests, finite element modelling, and simulation were compared to verify the proposed system. The tests and the analysis of the models show that the structures retrofitted in the building envelope increase their seismic resistance by four times. Analytical studies for building envelope retrofit systems were also conducted and compared using different braced models. The application of this system in the retrofit of a 10-story RC building in Istanbul is presented as a case study, including energy efficiency and architectural envelope.

Approximately 20,000 people are killed annually on average by building and infrastructure collapses and failures caused by seismic activities. In earlier times, seismic design codes and specifications set minimal requirements for life safety performance levels. Earthquakes can be thought of as recurring events in seismically active areas, with severity states ranging from serviceability to ultimate levels. Buildings designed in accordance with site-specific response spectra, which take into account soil properties based on ground motion amplification data, are better at withstanding such forces and serving their design purposes. This study aims to investigate the site response of reinforced and masonry buildings, considering the effect of soil properties based on the amplification of ground motion data, and to compare the life cycle assessment of the buildings under consideration based on the design and the site-specific response spectrum. In terms of soil properties and site-specific response spectra, STRATA is used to determine the site-specific response for the considered locations for a return period of 475 years for 100 realizations based on the randomization of site properties. For structural analysis, AxisVM software, which is a compatible finite element analysis, is used for building design and analysis, generating comparative results based on the design-and site-specific spectra. To determine and identify potential failures in the model, response spectra were applied to understand the difference in horizontal deflection in two different instances (for elastic design-and site-specific spectra). After building design and analysis is performed, a life cycle analysis in terms of environmental impact assesments using OpenLCA and IdematLightLCA is done. This is done to ascertain the additional expenses in terms of ecocosts and carbon footprints on some failed elements in the structure which are required to make the buildings more resilient when the site-specific response spectrum is applied and to compare the potential economic losses that may occur based on ecological costs. The study presents a comprehensive investigation into the seismic response of masonry and reinforced concrete buildings in Győr, Hungary, incorporating advanced geophysical techniques like multichannel surface wave (MASW) and structural analysis software, AxisVM. Additionally, tailored retrofitting strategies are explored to enhance structural resilience in seismic-prone regions. Significant ground amplifications in soil properties across different profiles are revealed, emphasizing the effectiveness of these strategies in reducing structural deflection and improving resilience. Highlights of the results are observed where the site-specific response spectra are higher than the EC8 design response spectrum. Furthermore, the research underscores the substantial environmental impact, considering both ecocosts and CO 2 emissions associated with retrofitting measures, highlighting the importance of sustainable structural interventions in mitigating seismic risks.

The stability of foundation depends on the bearing capacity of soil beneath the foundation. However for any structure, the allowable bearing pressure cannot be assessed without considering the effect of settlement. Although empirical equations are available for the calculation of settlement, they need to be used with caution taking in to account its limitations. Hence an attempt is made in the present investigation to compare the settlement of shallow foundation using empirical relations with the same measured in the field by conducting plate load test. The measured settlement is lesser than the predicted settlement. IS method gives conservative value of SBC for both shear and settlement criterion. However, the rate of increase in SBC is higher for increase in depth compared to increase in size.

The stability of foundation depends on the bearing capacity of soil beneath the foundation. However for any structure, the allowable bearing pressure cannot be assessed without considering the effect of settlement. Although empirical equations are available for the calculation of settlement, they need to be used with caution taking in to account its limitations. Hence an attempt is made in the present investigation to compare the settlement of shallow foundation using empirical relations with the same measured in the field by conducting plate load test. The measured settlement is lesser than the predicted settlement. IS method gives conservative value of SBC for both shear and settlement criterion. However, the rate of increase in SBC is higher for increase in depth compared to increase in size. In this paper, the safe bearing capacity (SBC) based on shear is calculated based on five methods such as Vesic, Meyerhof, Hansen, Terzaghi and IS method. Then the settlement is calculated b...

In construction industry, it is common practice that sometimes neither steel reinforcement may be available at market as required by design calculations nor poured concrete may be as strong as required. Such cases necessitate the modification of design calculations. A simple formula is required (for structural engineer as well as for site engineer) to adjust, quickly, the amount of reinforcement and to check that the adjusted materials (properties) will serve as the original ones as required in design calculations. Providing fy different than required by calculations is more safe because the adjusted calculations are done before pouring concrete. Providing fc’ larger than required by calculations is acceptable because it produces good concrete quality and enhances bending capacity. Providing fc’ less than required by calculations is not acceptable because it produces concrete of less quality than required. This may lead to failure. And may need some schemes to remedy. It is preferab...

L'utilisation du béton à haute résistance est devenue une réalité presque incontournable de par les exigences les concepteurs. L'objectif de cet article est de mettre en évidence l'influence du confinement sur le comportement des colonnes en béton de haute résistance en compression, du point de vue gain en résistance et en ductilité, ainsi que le comportement contrainte-déformation, par l'utilisation de certains modèles analytiques existants et à une exploitation des données expérimentales réalisées au cours de la dernière décennie. L'étude prend en compte l'influence de divers paramètres, tels que la résistance la compression du béton, la limite élastique des aciers transversaux de confinement, densité du ferraillage longitudinal par rapport à la section brute de l'élément, et la densité du ferraillage transversal par rapport au noyau confiné. Deux types de section brute ont été choisis, carrée et circulaire, avec différentes configurations des aciers transversaux. 143 Les résultats montrent que l'augmentation de la résistance à la compression représente le facteur le plus défavorable du point de vue gain en résistance et en ductilité, à l'inverse de la densité des aciers transversaux. La disposition de ces derniers joue un rôle important puisqu'elle offre un gain en résistance allant de 50 à 100%, et celui de la ductilité de 10 à 20%. L'augmentation de cette densité améliore aussi le comportement contrainte-déformation de l'élément colonne.

L’utilisation du beton a haute resistance est devenue une realite presque incontournable de par les exigences les concepteurs. L'objectif de cet article est de mettre en evidence l'influence du confinement sur le comportement des colonnes en beton de haute resistance en compression, du point de vue gain en resistance et en ductilite, ainsi que le comportement contrainte-deformation, par l’utilisation de certains modeles analytiques existants et a une exploitation des donnees experimentales realisees au cours de la derniere decennie. L'etude prend en compte l'influence de divers parametres, tels que la resistance la compression du beton, la limite elastique des aciers transversaux de confinement, densite du ferraillage longitudinal par rapport a la section brute de l’element, et la densite du ferraillage transversal par rapport au noyau confine. Deux types de section brute ont ete choisis, carree et circulaire, avec differentes configurations des aciers transversaux. ...

Prestressed concrete I-girders are becoming more widely used in bridges. However, the high prestressing force applied to these girders can lead to cracks in the end zone upon stress transfer. Recently, the standard drawing details for prestressed concrete I-girders were modified by the Ohio Department of Transportation (ODOT). The primary difference in the new drawings is the reinforcement details and usage of welded wire reinforcement at the end of the girders. In order to evaluate end cracking performance resulting from changes to the ODOT standard drawings, girders with various end reinforcement configurations were analysed using linear and non-linear finite element models. The strains and stresses at the end zone in the concrete and rebar were then evaluated. The non-linear finite element models were verified using available experimental data. After verification, the non-linear models were used to identify the location of the end zone cracks observed in the girders. The verified model was used to evaluate the revised details of end zone region. The results show that the modified details in the standard drawings meet the requirements of the AASHTO LRFD design specification. In addition, the end zone strains in the concrete and stresses in the reinforcement were reduced.

Prestressed concrete I-girders are becoming more widely used in bridges. However, the high prestressing force applied to these girders can lead to cracks in the end zone upon stress transfer. Recently, the standard drawing details for prestressed concrete I-girders were modified by the Ohio Department of Transportation (ODOT). The primary difference in the new drawings is the reinforcement details and usage of welded wire reinforcement at the end of the girders. In order to evaluate end cracking performance resulting from changes to the ODOT standard drawings, girders with various end reinforcement configurations were analysed using linear and non-linear finite element models. The strains and stresses at the end zone in the concrete and rebar were then evaluated. The non-linear finite element models were verified using available experimental data. After verification, the non-linear models were used to identify the location of the end zone cracks observed in the girders. The verified model was used to evaluate the revised details of end zone region. The results show that the modified details in the standard drawings meet the requirements of the AASHTO LRFD design specification. In addition, the end zone strains in the concrete and stresses in the reinforcement were reduced.

Spring is one of the most utilized components in machines, equipment’s in industries.The stiffness of the spring is the characteristic property of the spring which determine both the spring and its application. This paper shows the fabrication and designing of a spring stiffness measuring device based on pneumatic system, which measures the stiffnessof 8 springs(4 compression and 4 tension , wire dia 2 mm and coil dia 3 cm) in terms load and deflection, thereby establishing linearity and making calculations easy. KeywordsSpring stiffness, pneumatic cylinder, load and deflection.

Various analytical models available in the literature for the confinement of concrete by conventional rectilinear ties and welded wire fabric are studied. These models are applied to the specimens tested by the authors as well as by other investigators to predict the results. Experimental results are compared with results predicted by various models. It is concluded that none of the analytical models could accurately predict the stress-strain curves for the full range of experimental data considered in this study. Most of the models were able to predict the peak strength but failed to predict satisfactorily the associated strain and the stress-strain curves. The predictions of the Akiyama et al. were generally in closest agreement with the experimental results. Since this model incorporates almost all the parameters of confinement.

Seismic tremors are a sudden vibration or trembling in the Earth that can be felt more than a few hundreds of kilometers. Quakes can twist the ground, making structures and non-structures crumple. Lives might be lost because of building deformation. Malaysia is a nation with low seismic movement. Be that as it may, Malaysia is surrounded by Philippines and Indonesia, which is two of the most seismically dynamic nations and certain level of surface waves, could be felt in our nation. Seismic tremor occasions have turned out to be more regular in this area. Seismic zone mapping for school located in Malaysia particularly in Johor Bahru can assist engineers to predict earthquake risk in building planning. Johor Bahru is situated in southern of peninsular Malaysia and is one of the urban areas with high population. School structures are considered as an essential structure since it contains a high numbers of pupils and teacher most of the time. The seismic zone mapping can recognize hig...