Seismic behavior of precast wall slab wall structure under near and far field earthquakes.

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Shashiraj Chougule, S D Bharti, M K Shrimali, T K Datta This is a preprint; it has not been peer reviewed by a journal. https://doi.org/ 10.21203/rs.3.rs-4731397/v1 This work is licensed under a CC BY 4.0 License Status: Published Journal Publication published 04 Oct, 2024 Read the published version in Bulletin of Earthquake Engineering → Version 1 posted 5 You are reading this latest preprint version Abstract Significant damages in precast wall-slab-wall (WSW) systems due to past earthquakes in near-field zones were reported in the literature. This led to research on the seismic behavior of precast structures. Most of them concentrated on precast framed structures. Comparatively, fewer studies have been conducted on WSW systems, especially in exploring their performance in near-field earthquakes. This study focuses on the analysis of a 5-story precast WSW structure and the corresponding monolithic WSW structures under near-field (NF) and far-field (FF) earthquakes. The normalized backbone curves (M-θcurves) of precast and monolithic wall slab connections are modeled using link elements at the slab-wall interface. A default plastic hinge is assigned at a distance of 0.1L from the slab-wall interface. Three types of earthquakes are considered: far-field (FF), near-field forward directivity (NFD), and near-field fling step effect (NFFE). Nonlinear time history analysis (NLTHA) is performed in the computer program SAP2000 using an ensemble of 7 different earthquake records for each type. The earthquake records are normalized for three levels of peak ground acceleration (PGA): 0.4g, 0.6g, and 0.8g. The responses of interest include top story displacement (TSD), maximum inter-story drift ratio (MIDR), base shear (BS), and maximum acceleration (MA). Comparative studies utilize the ensemble average of responses. The findings reveal that the theoretical analysis of precast frames shows greater vulnerability compared to conventional monolithic frames (as commonly practiced without specifying M-θ curves at the slab-wall interface). Moreover, NFFE lead to increased top story displacement and MIDR responses in all types of precast and monolithic WSW structures under study. Far-field earthquake Near-field forward directivity Near-field fling step effect. Figures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Figure 12 Figure 13 Figure 14 1. Introduction A precast building is one in which structural elements are manufactured in a factory or on the construction site and assembled using dependable connections. Several sources indicate that employing precast construction methods can lead to a reduction of up to two-thirds in waste generation, a 10% decrease in carbon emissions, and substantial cost savings attributed to labor and time cycles during construction (Guo et al. 2019 ). Owing to these benefits, the use of precast construction is prevalent across various countries and regions globally, including Russia, China, Italy, USA, New Zealand, and Japan (Vinutha et al. 2021 ). Precast building construction mainly consists of moment-resisting frames and structural wall systems (SWS) or wall slab wall systems (WSW). A precast WSW system is not as widely used as precast frame structures. Since the precast structures had shown vulnerability to earthquakes in the past, considerable research had taken place to ascertain their seismic vulnerability. The literature shows that most seismic performance studies are centered around connection performances that are studied analytically and experimentally. Geng et al. ( 2020 ) developed and evaluated a novel hybrid self-centering precast concrete (SCPC) frame joint equipped with hysteresis dampers. Their study focused on seismic risk assessment under NF earthquake waves. A model incorporating the innovative SCPC connection underwent dynamic time-history analysis at design basis earthquake (DBE) and maximum considered earthquake (MCE) seismic levels. Incremental dynamic analysis and vulnerability analysis were conducted. The findings confirmed the novel SCPC's resilience to near-fault strong velocity pulse effects, demonstrating favorable seismic performance and low seismic risk. Song et al. ( 2021 ) proposed a practical design method for hybrid unbonded post-tensioned precast concrete joints, employing characteristic points and iterative methods. The approach, validated by test results, considers yield-bearing and energy dissipation capacities. The analysis of a five-story frame structure revealed that overdesign and under design of joint bearing capacity were unfavorable. Near-field earthquakes could lead to irreparable damage to structural columns, conflicting with joint self-centering capacity. This emphasizes the importance of considering such factors in engineering design. Barański and Berkowski ( 2015 ) analyzed a WWP-type precast large panel multistory building subjected to dynamic loading from mining-induced shocks. Using 2D and 3D finite element models, they found that the condition of horizontal joints significantly influenced the structure's response. Nonlinear static analysis (NLSA) of horizontal joints revealed the impact of joint degradation. The study challenged conventional assumptions by showing that the first form of vibration did not solely determine the extreme response of the precast building. Guo et al. ( 2019 ) investigated the LPWSBC (low-rise precast wall panel structure with bolt connection) system using a shake table test of half scaled three-story model under SLE, DBE, and MCE with considering the effect of bidirectional excitations of ground motion. They also analyzed the reliability of bolt connections and seismic performance and fragility of LPWSBC. For the entire structure, the damage was very less, which indicated that most components were in an elastic state the overall stiffness of the structure was very high, and the structure performed well in seismic conditions. After fragility analysis, the probability of structural collapse was approximately zero under the seismic level of MCE. The structure had a high loading capacity and high collapse margin ratio. Xu et al. ( 2023 ) compared a novel seismic retrofitting method using externally attached precast steel-reinforced concrete braced frames. They employed near-field spectrum-compatible non-stationary stochastic earthquakes to address input uncertainty. The study introduced construction and simulation techniques for the new substructure and evaluated five scenarios on a 3-span-5-story existing reinforced concrete frame. Performance indices were analyzed to assess the retrofitting approach, including inter-story deformation, shear force, section-mechanical performance, and energy-consumption capacity. Arthi and Jaya ( 2020b ) investigated the performance of a precast shear wall–diaphragm connection using dowel bars subjected to reverse cyclic loading and compared it with the monolithic connection. They examined the joint to find out the behavior of the connection regarding ultimate strength, displacement, hysteresis behavior, moment-carrying capacity, energy dissipation, stiffness, and ductility under reversed cyclic loading. Song et al. ( 2020 ) performed a nonlinear analysis of precast and RC joints and proposed the dimensionless hysteresis models for two types of joints; seven frame structure models were analyzed using the nonlinear static and time history method. They found that displacement of emulated frames' upper floors increased significantly compared to general floors. More attention should be given to brittle fracture and fatigue failure of energy dissipation of rebars caused by large deformation in non-emulated connections. As far as the real-life structures are concerned, the seismic vulnerability of the precast structures is not extensively studied. Amongst the available studies, those on WSW are very limited. More studies are needed on the seismic performance of precast WSW, especially under NF earthquakes. Herein, the seismic performance of a 5-story WSW building under different types of earthquakes, namely FF, NFFD, and NFFE, is investigated. The precast WSW structure is modeled in SAP2000 by using a link element at the slab wall interface and default plastic hinge at 0.1L distance from the slab wall interface in the slab direction. The slabs and walls are modeled using a beam grid model, giving approximately the same results as those obtained by using the shell model (Chougule, 2023) conducted in a separate study. The beam grid model requires much less computational time. Links are characterized by M-θ backbone curves available in the literature. The precast WSW structure is analyzed for an ensemble of seven earthquakes in each type of earthquake. The ensemble average response is used for the comparative studies. The response quantities of interest include BS, MA, maximum TSD, and MIDR. 2. Theory The five-story WSW building is analyzed using grid models, in which the slabs and walls are replaced by equivalent interconnected beams as shown in Fig. 1 . Links are provided at the wall-slab connection, and the default hinge (available in SAP2000) is introduced at a 0.1L distance from the slab wall interface. In the equivalent beam grid model, the links are provided at the connecting nodes of the slab-beams and the wall-beams, as shown in Fig. 1 b. The backbone curves capture the characteristics of the joints of the precast slab and wall units. The base of the building model is assumed to be fixed. For specified link properties represented by M-θ backbone curves, the NLTHA of the building model is performed under earthquake excitation. NLTHA of WSW structures is performed using the computer program SAP2000. The Hilber-Hughes-Taylor (HHT) method is adopted for the numerical integration method, considering the P-delta effect with specified values of β = 0.25 and γ = 0.5. Additionally, the damping matrix for the superstructure frame is configured as a proportional damping matrix, typically calculated using a 5% modal damping ratio. Two types of precast and one monolithic connection properties(Arthi and Jaya 2020a ; b ), which are available in the literature, are used. The backbone curves depicting the connection properties are shown in Fig. 2. Four different models are considered in this study, namely, two precast (P1 and P2), one monolithic (ML1) based on the M-θ curves available in the literature, and one conventional monolithic model (ML2) in SAP2000. Note that the back M-θ curves are not assigned from any experimental test in the conventional model. General practice for the nonlinear analysis of structures using default plastic property available in SAP 2000 is adopted for analyzing the ML2 model. 3. Numerical study The five-story WSW structure shown in Fig. 1 is considered for the NLTHA. The structure is designed as per indian standards IS456:2000 and IS1893:2016. The dimensions of the structure are shown in the figure. The material properties used for the WSW structure are given in Table 1 . The size and reinforcement used for slabs and walls are given in Table 2 . Table 1 Materials properties used for modeling. Sr. No. Material used Properties of materials Strength (MPa) Modulus of elasticity (E) (MPa) 1 Concrete M40 40 31622.78 2 Steel HYSD500 500 200000 Table 2 Size and reinforcement details of slab and wall Sr. no. Element Thickness (mm) Reinforcement Location Main steel Distribution steel Bar size (mm) Spacing (mm c/c) Bar size (mm) Spacing (mm c/c) 1 Slab 150 Top 8 150 8 150 Bottom 8 150 8 150 2 Wall 200 Outer face 10 200 8 200 Inner face 10 200 8 200 The WSW structure is subjected to the dead and a live load of 5 KN/m 2 . Dead load is mainly due to the cross-section of slabs and walls. The WSW structure is analyzed for three types of earthquakes. Earthquake ground motion records are selected from the PEER ground motion database for analysis for each type. The details of earthquake records are given in Table 3 . A few typical time histories of ground motion are shown in Fig. 3 . The response quantities of interest are determined from each NLTHA, and the average of responses is used for the numerical study. The responses include BS, maximum TSD, MA, and MIDR. Each earthquake record is scaled to 0.4g, 0.6g and 0.8g. Table 3 Ground motion data Sr. No. Year Earthquake M w Station Component PGA (g) PGV (cm/s) PGD (cm) Far-field (FF) 1 1994 Northridge 6.7 Beverly hills MULH009 0.44 58.91 13.18 2 1952 Kern County 7.3 Taft Lincoln School 21 0.159 15.23 5.62 3 1992 Landers 7.3 Baker fire station 50 0.1089 9.13 9.92 4 1978 Tabas 7.35 Ferdows L 0.09 5.40 2.27 5 1987 Superstition Hills-02 6.5 Poe Road 270 0.48 41.16 7.37 6 1980 Victoria, Mexico 6.1 SAHOP Casa Flores 10 0.101 8.49 2.11 7 1987 Whittier Narrows-01 5.9 Canyon Country - W Lost Cany 0 0.115 7.62 0.49 Near field forward directivity (NFD) 1 1992 Cape Medocino 7 Petrolia 90 0.661 88.51 33.23 2 1979 Coyote lake 5.74 Gillroy array 230 0.42 44.34 12.44 3 1992 Erzican 6.69 Erzican EW 0.49 78.15 28.03 4 1979 Imperial valley 6.53 EL Centro Diff. Array 270 0.35 75.57 57.15 5 1989 Loma Prieta 6.9 Gilroy Array#3 0 0.55 36.30 10.84 6 1987 Superstition hill 6.54 Parachute test site 315 0.384 53.06 17.82 7 1994 Northridge 6.69 LA dam 64 0.426 74.84 19.06 Near field fling step effect (NFFE) 1 1999 Chi-Chi 7.6 TCU065 EW 0.79 125.34 108.72 2 1999 Chi-Chi 7.6 TCU071 E 0.53 52.30 16.06 3 1999 Chi-Chi 7.6 TCU076 EW 0.34 51.84 33.27 4 1999 Chi-Chi 7.6 TCU078 E 0.44 40.24 30.288 5 1999 Chi-Chi 7.6 TCU079 E 0.57 70.54 7.55 6 1999 Chi-Chi 7.6 TCU082 E 0.23 54.92 95.08 7 1999 Chi-Chi 7.6 TCU084 EW 1.00 128.822 34.778 4. Results and Discussions The typical time histories of TSD of the monolithic and precast WSW structure are shown in Fig. 4 , 5 , and 6 for FF and NF earthquakes. The figures illustrate distinct variations in the time histories of TSD due to the diverse nature of earthquakes. Additionally, a noticeable permanent shift in the response is observed after the earthquake. The drifts are considerably larger, particularly for NFFE earthquakes. This observation remains consistent for the ML2 WSW (monolithic connection) structure, as depicted in Fig. 7 . Figures 8 , 9 , and 10 show the plots of the average MIDR along the height of the WSW structure for ML1, ML2, P1, and P2 types of connections. MIDR is calculated by using Eq. (1). It is observed from the figures that the maximum value of the MIDR takes place between the second and third story for all connections in FF and NFD earthquakes. The same is observed in ML2, P1, and P2 Connection in NFFE type of earthquake, but for ML1 connection, MIDR is maximum between the third and fourth story in the case of NFFE type of earthquake. Further, it is seen that the ML2 connection, i.e., conventional monolithic connection, predicts less MIDR value than ML1, P1, and P2 connections, The MIDR is less for P2 type of connection as compared to the ML and P1 type of connection. Further, it is also observed that under the NFFE earthquake, MIDR was predicted to be higher than FF and NFD. \(\:\%MIDR=\frac{difference\:in\:floor\:displacements\:}{Story\:height}\times\:100\) ( 1 ) Figures 11 , 12 , and 13 show the moment rotation curves for the ML1, P1, and P2 connections at the link provided at the slab wall interface and the default plastic hinge provided at a distance of 0.1L from the slab wall interface. The figure indicates that the hysteresis nature varies depending on the type of earthquake. Moreover, the hysteresis effect is more pronounced in the case of NFFE compared to other earthquake types. Notably, at the default plastic hinge located at a distance of 0.1L from the slab-wall interface, no hysteresis effect is evident at a PGA of 0.6g. This is attributed to the dissipation of most seismic energy in the link. Hysteresis plots for the PGA level of 0.8g are presented in Fig. 13 , revealing asymmetric behavior with respect to the origin. It is worth mentioning that even at the PGA level of 0.8g, there is practically no observable hysteretic effect at the default plastic hinge. In Fig. 14 , sample hysteresis plots at the default plastic hinge located at the base of the wall are presented. Here again, it is evident that the hysteresis effect is more pronounced in NFFE earthquakes. It is noted that, unlike the M-θ at the plastic hinge in the slab, those at the base of the structure depict significant hysteretic behavior. This is the case because the entire seismic energy is dissipated at the plastic hinges provided at the base. In the case of the slab, most of the seismic energy is absorbed in the link. Consequently, the M-θ plot at the default plastic hinge shows a linear behavior. Table 4 compares the response between monolithic (ML1) and precast (P1 and P2) WSW structures, utilizing M-θ curve properties available in the literature, with respect to the differences observed compared to the conventional monolithic (ML2) WSW structure. The '+' and '-' signs denote higher and lower responses relative to the conventional monolithic WSW structure. The variations are expressed in terms of percentage. Table 4 Difference in percentage responses w.r.t conventional monolithic WSW structure (ML2). PGA (g) BS TSD MA BS TSD MA BS TSD MA ML1 P1 P2 Far-field 0.4 -24 51 -12 -24 46 -10 -25 41 -16 0.6 -22 57 -11 -43 55 -8 -21 48 -9 0.8 -22 54 -11 -19 61 -8 -19 52 -7 Near-field forward directivity 0.4 -33 48 -18 -31 38 -17 -29 37 -21 0.6 -32 45 -14 -30 40 -14 -28 35 -16 0.8 -29 47 -8 -29 48 -8 -27 35 -11 Near-field fling step effect 0.4 -26 48 -18 -25 38 -17 -21 37 -21 0.6 -28 45 -14 -26 40 -14 -22 35 -16 0.8 -30 47 -8 -28 48 -8 -24 35 -11 The table reveals that the percentage difference fluctuates based on the type of connection (ML1, P1, and P2), the specific response parameters, the type of earthquake, and the PGA level. There is no noticeable consistent pattern in the observed differences across the results. Nevertheless, it is noted that the percentage difference is more pronounced for BS and TSD. It is intriguing to observe that the type of earthquake does not significantly influence the disparities in responses. From the observation in Table 4 and Figs. 8 , 9 , and 10 , it can be seen that if a conventional monolithic WSW structure is used to analyze the monolithic WSW structure and compared with those of precast WSW structure, MIDR, and TSD values are higher as compared to conventional monolithic WSW structure whereas the BS and MA are less. Further, to investigate the vulnerability of precast WSW structure compared to monolithic WSW structure, both types of WSW structure should be analyzed using actual slab-wall interface M-θ curve. Unfortunately, the slab-wall connection properties are unavailable for most monolithic WSW structures. Table 5 compares the response quantities obtained by analysis of monolithic ML and precast P1 and P2 WSW structures. It can be seen from the table that the difference between the responses are within 5 to 10% for FF and NFFD earthquakes. However, the difference in TSD for higher PGAs is more by 24 to 26% in the case of ML1 and P1 than P2. BS and TSD exhibit higher values in NFFE earthquakes for WSW structures in cases ML1, P1, and P2. Table 5 Comparison of different response quantities of monolithic and precast WSW structures. PGA (g) BS (KN) TSD (mm) MA (m/s 2 ) BS (KN) TSD (mm) MA (m/s 2 ) BS (KN) TSD (mm) MA (m/s 2 ) ML1 P1 P2 Far field 0.4 81.88 121.82 7.34 81.39 117.32 7.53 80.17 113.51 7.02 0.6 98.60 180.84 9.59 72.28 178.34 9.92 100.54 170.07 9.89 0.8 114.49 229.13 11.81 118.15 240.45 12.15 118.42 225.86 12.40 Near field forward directivity 0.4 80.77 162.38 7.11 84.04 151.14 7.24 86.23 150.17 6.91 0.6 98.70 254.04 9.77 101.53 244.44 9.73 105.49 236.14 9.49 0.8 118.16 368.03 12.37 119.79 369.56 12.33 123.00 337.07 12.02 Near field fling step effect 0.4 91.91 188.76 7.41 93.91 182.66 7.36 98.79 176.24 7.45 0.6 109.63 311.31 9.90 112.68 333.46 10.07 117.95 284.54 10.06 0.8 125.14 503.93 12.06 128.35 519.50 12.36 134.98 382.44 12.39 5. Conclusions The seismic behavior of a 5-story precast wall slab (WSW) structure and the corresponding WSW monolithic structure are investigated for three types of earthquakes: FF, NFD, and NFFE. Two monolithic connections, ML1 and ML2, and two precast connections, P1 and P2, are considered in the analysis. The monolithic ML1, precast P1, and P2 connections are characterized by specific M-θ relationships derived from experimental data obtained from slab-wall connection test results. NLTHA is employed to assess responses under the three types of earthquakes, scaled to three levels of PGAs, namely 0.4g, 0.6g, and 0.8g. The response parameters of interest include BS, TSD, MA, and MIDR. Seven earthquake records from the PEER database are selected for each type of earthquake, forming an ensemble for analysis. The ensemble average of responses is utilized for comparative purposes. The findings from the numerical study yield the following conclusions: For all three types of earthquakes and the three PGA levels, the MIDR of precast and the monolithic WSW structures in which slab wall connections are described from the experimental data are more as compared to the conventional monolithic model (without specified M-θ curve at the slab-wall interface), showing that theoretical analysis of the precast WSW structures would be shown more vulnerable as compared with conventional monolithic WSW structure. The percentage difference in TSD for P2 WSW as compared to standard monolithic structure is significantly less for NFFE. No significant difference is observed between the precast and monolithic frames for all response quantities obtained under FF and NFFD type of earthquake. For NFFE, the responses are more as compared to FF and NFFD earthquakes. It is seen from the hysteretic curves that most of the seismic energy is absorbed at the slab-wall connections. Statements and Declarations Funding - The authors declare that no funds, grants, or other support were received during the preparation of this manuscript. Competing Interests -The authors have no relevant financial or non-financial interests to disclose. Availability of data and material -All data, models, and code generated or used during the study appear in the submitted article. Authors' contributions - All authors have equal contributions in the presented study. References Arthi, S., and K. Jaya. 2020a. “Seismic performance of precast shear wall-slab connection under cyclic loading: experimental test vs. numerical analysis.” Earthq. Eng. Eng. Vib. , 19 (3): 739–757. https://doi.org/10.1007/s11803-020-0593-7. Arthi, S., and K. P. Jaya. 2020b. “Seismic Performance of Precast Shear Wall–Diaphragm Connection: A Comparative Study with Monolithic Connection.” Int. J. Civ. Eng. , 18 (1): 9–17. 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MDPI AG. https://doi.org/10.3390/app10228280. Song, B., W. Xu, D. Du, S. Wang, W. Li, and Y. Zhang. 2021. “Seismic design of hybrid unbonded post-tensioned precast concrete joints based on bearing capacity and energy dissipation capacity.” Adv. Struct. Eng. , 24 (8): 1724–1738. https://doi.org/10.1177/1369433220982733. Vinutha, D., R. Vidjeapriya, and K. P. Jaya. 2021. “Seismic performance of precast slab to beam connection: an overview.” Rev. Artic. Curr. Sci. , 121 (1): 61–76. https://doi.org/10.18520/cs/v121/i1/61-76. Xu, J. G., X. Y. Cao, J. Shi, and Z. Wang. 2023. “A comparative study of the novel externally-attached precast SRC braced-frames for seismic retrofitting under near-field spectrum-compatible non-stationary stochastic earthquake.” Structures , 50: 200–214. Elsevier Ltd. https://doi.org/10.1016/j.istruc.2023.02.026. Cite Share Download PDF Status: Published Journal Publication published 04 Oct, 2024 Read the published version in Bulletin of Earthquake Engineering → Version 1 posted Editorial decision: Major Revisions Needed 13 Aug, 2024 Reviewers agreed at journal 18 Jul, 2024 Reviewers invited by journal 18 Jul, 2024 Editor assigned by journal 14 Jul, 2024 First submitted to journal 14 Jul, 2024 You are reading this latest preprint version Research Square lets you share your work early, gain feedback from the community, and start making changes to your manuscript prior to peer review in a journal. As a division of Research Square Company, we’re committed to making research communication faster, fairer, and more useful. We do this by developing innovative software and high quality services for the global research community. Our growing team is made up of researchers and industry professionals working together to solve the most critical problems facing scientific publishing. Also discoverable on Platform About Our Team In Review Editorial Policies Advisory Board Help Center Resources Author Services Accessibility API Access RSS feed Manage Cookie Preferences © Research Square 2026 | ISSN 2693-5015 (online) Privacy Policy Terms of Service Do Not Sell My Personal Information {"props":{"pageProps":{"initialData":{"identity":"rs-4731397","acceptedTermsAndConditions":true,"allowDirectSubmit":false,"archivedVersions":[],"articleType":"Research Article","associatedPublications":[],"authors":[{"id":328723774,"identity":"9d7b096e-f15a-4875-8956-5c9243cbf14d","order_by":0,"name":"Shashiraj 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Jaipur","correspondingAuthor":false,"prefix":"","firstName":"S","middleName":"D","lastName":"Bharti","suffix":""},{"id":328723776,"identity":"b82826f1-0cff-45a5-be3c-21b183243164","order_by":2,"name":"M K Shrimali","email":"","orcid":"","institution":"Malaviya National Institute of Technology Jaipur","correspondingAuthor":false,"prefix":"","firstName":"M","middleName":"K","lastName":"Shrimali","suffix":""},{"id":328723777,"identity":"76e6b11a-8e50-4c00-91da-9f3a837bb112","order_by":3,"name":"T K Datta","email":"","orcid":"","institution":"Malaviya National Institute of Technology Jaipur","correspondingAuthor":false,"prefix":"","firstName":"T","middleName":"K","lastName":"Datta","suffix":""}],"badges":[],"createdAt":"2024-07-12 15:52:53","currentVersionCode":1,"declarations":"","doi":"10.21203/rs.3.rs-4731397/v1","doiUrl":"https://doi.org/10.21203/rs.3.rs-4731397/v1","draftVersion":[],"editorialEvents":[{"content":"https://doi.org/10.1007/s10518-024-02030-8","type":"published","date":"2024-10-04T15:58:18+00:00"}],"editorialNote":"","failedWorkflow":false,"files":[{"id":62366849,"identity":"978a0488-c099-4831-875b-231b6aece077","added_by":"auto","created_at":"2024-08-13 11:15:32","extension":"png","order_by":1,"title":"Figure 1","display":"","copyAsset":false,"role":"figure","size":73735,"visible":true,"origin":"","legend":"\u003cp\u003e5-story beam grid model of WSW building.\u003c/p\u003e","description":"","filename":"1.png","url":"https://assets-eu.researchsquare.com/files/rs-4731397/v1/87292a0cc556fb63f998f6af.png"},{"id":62366327,"identity":"87fd407d-b9a8-4b4b-8d32-1ae27ff0bab5","added_by":"auto","created_at":"2024-08-13 11:07:32","extension":"png","order_by":2,"title":"Figure 2","display":"","copyAsset":false,"role":"figure","size":70944,"visible":true,"origin":"","legend":"\u003cp\u003eProperties assigned to the link element provided at wall slab connection (a) M-θ conventional monolithic connection ML2, (b) M-θ for monolithic connection ML1 (Arthi and Jaya 2020a; b), (c) M-θ for precast connection P1(Arthi and Jaya 2020a; b), (d) M-θ for precast connection P2(Arthi and Jaya 2020a; b).\u003c/p\u003e","description":"","filename":"2.png","url":"https://assets-eu.researchsquare.com/files/rs-4731397/v1/15d9e9b1ed04c8f469803227.png"},{"id":62367935,"identity":"ee0d3287-8866-4997-a792-ed789085ccc1","added_by":"auto","created_at":"2024-08-13 11:31:32","extension":"png","order_by":3,"title":"Figure 3","display":"","copyAsset":false,"role":"figure","size":39527,"visible":true,"origin":"","legend":"\u003cp\u003eTypical earthquake records\u003c/p\u003e","description":"","filename":"3.png","url":"https://assets-eu.researchsquare.com/files/rs-4731397/v1/b8f30f10a8cc12b3e9a0526c.png"},{"id":62366851,"identity":"2a61d630-9f31-4238-a427-ed42690b7675","added_by":"auto","created_at":"2024-08-13 11:15:32","extension":"png","order_by":4,"title":"Figure 4","display":"","copyAsset":false,"role":"figure","size":53841,"visible":true,"origin":"","legend":"\u003cp\u003eTime histories of TSD of ML1 type connection under (a) FF, (b) NFD, and (c)NFFE.\u003c/p\u003e","description":"","filename":"4.png","url":"https://assets-eu.researchsquare.com/files/rs-4731397/v1/07a52cdb0897d541966c90a0.png"},{"id":62366332,"identity":"e9480b70-f7a1-4ec5-b721-9cec8e917440","added_by":"auto","created_at":"2024-08-13 11:07:32","extension":"png","order_by":5,"title":"Figure 5","display":"","copyAsset":false,"role":"figure","size":50450,"visible":true,"origin":"","legend":"\u003cp\u003eTime histories of TSD of P1 type connection under (a) FF, (b) NFD, and (c)NFFE.\u003c/p\u003e","description":"","filename":"5.png","url":"https://assets-eu.researchsquare.com/files/rs-4731397/v1/92cce8476c97d74a285a9e50.png"},{"id":62367313,"identity":"d0bf5a64-2abe-4d62-93d8-8a757d4f0aaf","added_by":"auto","created_at":"2024-08-13 11:23:32","extension":"png","order_by":6,"title":"Figure 6","display":"","copyAsset":false,"role":"figure","size":51344,"visible":true,"origin":"","legend":"\u003cp\u003eTime histories of TSD of P2 type connection under (a) FF, (b) NFD, and (c)NFFE.\u003c/p\u003e","description":"","filename":"6.png","url":"https://assets-eu.researchsquare.com/files/rs-4731397/v1/6de2c36384756b3b610dd105.png"},{"id":62367315,"identity":"b5d532af-8b23-4d30-9607-b99c9ee81587","added_by":"auto","created_at":"2024-08-13 11:23:32","extension":"png","order_by":7,"title":"Figure 7","display":"","copyAsset":false,"role":"figure","size":49455,"visible":true,"origin":"","legend":"\u003cp\u003eTime histories of TSD of ML2 type connection under (a) FF, (b) NFD, and (c)NFFE.\u003c/p\u003e","description":"","filename":"7.png","url":"https://assets-eu.researchsquare.com/files/rs-4731397/v1/bfd4bec54c1a00e204b0e9fe.png"},{"id":62366338,"identity":"b4c955b7-200d-4cc1-9ea7-a396f92fc08b","added_by":"auto","created_at":"2024-08-13 11:07:32","extension":"png","order_by":8,"title":"Figure 8","display":"","copyAsset":false,"role":"figure","size":21916,"visible":true,"origin":"","legend":"\u003cp\u003eAverage MIDR for ML1, ML2, P1 and P2 WSW models under FF\u003c/p\u003e","description":"","filename":"8.png","url":"https://assets-eu.researchsquare.com/files/rs-4731397/v1/99036fd201711bbdc7c16889.png"},{"id":62366854,"identity":"a952a704-cfe5-420f-8f5e-d9d0de50a825","added_by":"auto","created_at":"2024-08-13 11:15:32","extension":"png","order_by":9,"title":"Figure 9","display":"","copyAsset":false,"role":"figure","size":23648,"visible":true,"origin":"","legend":"\u003cp\u003eAverage MIDR for ML, ML2, P1 and P2 WSW models under NFD\u003c/p\u003e","description":"","filename":"9.png","url":"https://assets-eu.researchsquare.com/files/rs-4731397/v1/5916b32233a72cc55c7ec40c.png"},{"id":62366855,"identity":"37e51a8e-e992-4ff2-857f-64b48143f7fb","added_by":"auto","created_at":"2024-08-13 11:15:32","extension":"png","order_by":10,"title":"Figure 10","display":"","copyAsset":false,"role":"figure","size":23661,"visible":true,"origin":"","legend":"\u003cp\u003eAverage MIDR for ML, ML2, P1 and P2 WSW models under NFFE\u003c/p\u003e","description":"","filename":"10.png","url":"https://assets-eu.researchsquare.com/files/rs-4731397/v1/7083a8d1b85374e71c835bfe.png"},{"id":62366335,"identity":"6f13253e-fe4c-4904-a0d3-c558a2be576a","added_by":"auto","created_at":"2024-08-13 11:07:32","extension":"png","order_by":11,"title":"Figure 11","display":"","copyAsset":false,"role":"figure","size":156188,"visible":true,"origin":"","legend":"\u003cp\u003eHysteresis curves for ML1 connection under (a) FF, (c) NFD, and (e) NFFE and in the hinge at 0.1L distance from slab wall under (b) FF, (d) NFD and (e) NFFE.\u003c/p\u003e","description":"","filename":"11.png","url":"https://assets-eu.researchsquare.com/files/rs-4731397/v1/3e941fd2e5ccec44f0237cb5.png"},{"id":62366337,"identity":"34e90695-7237-49bc-a6a6-e9ad2e530c35","added_by":"auto","created_at":"2024-08-13 11:07:32","extension":"png","order_by":12,"title":"Figure 12","display":"","copyAsset":false,"role":"figure","size":162599,"visible":true,"origin":"","legend":"\u003cp\u003eHysteresis curves for P1 connection under (a) FF, (c) NFD, \u0026nbsp;\u0026nbsp;and (e) NFFE and in hinge at 0.1L distance from slab wall under (b) FF, (d) \u0026nbsp;\u0026nbsp;NFD and (e) NFFE.\u003c/p\u003e","description":"","filename":"12.png","url":"https://assets-eu.researchsquare.com/files/rs-4731397/v1/1313c27e01b6488d125ef153.png"},{"id":62366340,"identity":"7cb73773-f6ae-4949-9d2f-e3a7ff5c5601","added_by":"auto","created_at":"2024-08-13 11:07:32","extension":"png","order_by":13,"title":"Figure 13","display":"","copyAsset":false,"role":"figure","size":157875,"visible":true,"origin":"","legend":"\u003cp\u003eHysteresis curves for P2 connection under (a) FF, (c) NFD, \u0026nbsp;\u0026nbsp;and (e) NFFE and in the hinge at 0.1L distance from slab wall under (b) FF, \u0026nbsp;\u0026nbsp;(d) NFD and (e) NFFE.\u003c/p\u003e","description":"","filename":"13.png","url":"https://assets-eu.researchsquare.com/files/rs-4731397/v1/1d4efc2314c5de97af3918a6.png"},{"id":62366339,"identity":"12035504-69bc-4548-8258-3f287954061d","added_by":"auto","created_at":"2024-08-13 11:07:32","extension":"png","order_by":14,"title":"Figure 14","display":"","copyAsset":false,"role":"figure","size":113140,"visible":true,"origin":"","legend":"\u003cp\u003eHysteresis curves for column hinges at the base of the \u0026nbsp;\u0026nbsp;central column for ML1 connection under (a) FF (b) NFD (c) NFFE, P1 \u0026nbsp;\u0026nbsp;connection under (d)FF (e) NFD (f) NFFE, and P2 connection under (g) FF (h) \u0026nbsp;\u0026nbsp;NFD (i) NFFE.\u003c/p\u003e","description":"","filename":"14.png","url":"https://assets-eu.researchsquare.com/files/rs-4731397/v1/a68b2dd4c2c04fa1865999ea.png"},{"id":66097893,"identity":"b3f4aab8-a727-4858-bd86-09506c4ac9b6","added_by":"auto","created_at":"2024-10-07 16:15:22","extension":"pdf","order_by":0,"title":"","display":"","copyAsset":false,"role":"manuscript-pdf","size":1621446,"visible":true,"origin":"","legend":"","description":"","filename":"manuscript.pdf","url":"https://assets-eu.researchsquare.com/files/rs-4731397/v1/85a8216c-954b-4ebc-b150-525d0b6fbf61.pdf"}],"financialInterests":"","formattedTitle":"Seismic behavior of precast wall slab wall structure under near and far field earthquakes.","fulltext":[{"header":"1. Introduction","content":"\u003cp\u003eA precast building is one in which structural elements are manufactured in a factory or on the construction site and assembled using dependable connections. Several sources indicate that employing precast construction methods can lead to a reduction of up to two-thirds in waste generation, a 10% decrease in carbon emissions, and substantial cost savings attributed to labor and time cycles during construction (Guo et al. \u003cspan citationid=\"CR5\" class=\"CitationRef\"\u003e2019\u003c/span\u003e). Owing to these benefits, the use of precast construction is prevalent across various countries and regions globally, including Russia, China, Italy, USA, New Zealand, and Japan (Vinutha et al. \u003cspan citationid=\"CR8\" class=\"CitationRef\"\u003e2021\u003c/span\u003e). Precast building construction mainly consists of moment-resisting frames and structural wall systems (SWS) or wall slab wall systems (WSW). A precast WSW system is not as widely used as precast frame structures.\u003cdiv class=\"BlockQuote\"\u003e\u003cp\u003eSince the precast structures had shown vulnerability to earthquakes in the past, considerable research had taken place to ascertain their seismic vulnerability. The literature shows that most seismic performance studies are centered around connection performances that are studied analytically and experimentally. Geng et al. (\u003cspan citationid=\"CR4\" class=\"CitationRef\"\u003e2020\u003c/span\u003e) developed and evaluated a novel hybrid self-centering precast concrete (SCPC) frame joint equipped with hysteresis dampers. Their study focused on seismic risk assessment under NF earthquake waves. A model incorporating the innovative SCPC connection underwent dynamic time-history analysis at design basis earthquake (DBE) and maximum considered earthquake (MCE) seismic levels. Incremental dynamic analysis and vulnerability analysis were conducted. The findings confirmed the novel SCPC's resilience to near-fault strong velocity pulse effects, demonstrating favorable seismic performance and low seismic risk. Song et al. (\u003cspan citationid=\"CR7\" class=\"CitationRef\"\u003e2021\u003c/span\u003e) proposed a practical design method for hybrid unbonded post-tensioned precast concrete joints, employing characteristic points and iterative methods. The approach, validated by test results, considers yield-bearing and energy dissipation capacities. The analysis of a five-story frame structure revealed that overdesign and under design of joint bearing capacity were unfavorable. Near-field earthquakes could lead to irreparable damage to structural columns, conflicting with joint self-centering capacity. This emphasizes the importance of considering such factors in engineering design.\u003c/p\u003e\u003c/div\u003e\u003c/p\u003e \u003cp\u003eBarański and Berkowski (\u003cspan citationid=\"CR3\" class=\"CitationRef\"\u003e2015\u003c/span\u003e) analyzed a WWP-type precast large panel multistory building subjected to dynamic loading from mining-induced shocks. Using 2D and 3D finite element models, they found that the condition of horizontal joints significantly influenced the structure's response. Nonlinear static analysis (NLSA) of horizontal joints revealed the impact of joint degradation. The study challenged conventional assumptions by showing that the first form of vibration did not solely determine the extreme response of the precast building.\u003c/p\u003e \u003cp\u003eGuo et al. (\u003cspan citationid=\"CR5\" class=\"CitationRef\"\u003e2019\u003c/span\u003e) investigated the LPWSBC (low-rise precast wall panel structure with bolt connection) system using a shake table test of half scaled three-story model under SLE, DBE, and MCE with considering the effect of bidirectional excitations of ground motion. They also analyzed the reliability of bolt connections and seismic performance and fragility of LPWSBC. For the entire structure, the damage was very less, which indicated that most components were in an elastic state the overall stiffness of the structure was very high, and the structure performed well in seismic conditions. After fragility analysis, the probability of structural collapse was approximately zero under the seismic level of MCE. The structure had a high loading capacity and high collapse margin ratio.\u003cdiv class=\"BlockQuote\"\u003e\u003cp\u003eXu et al. (\u003cspan citationid=\"CR9\" class=\"CitationRef\"\u003e2023\u003c/span\u003e) compared a novel seismic retrofitting method using externally attached precast steel-reinforced concrete braced frames. They employed near-field spectrum-compatible non-stationary stochastic earthquakes to address input uncertainty. The study introduced construction and simulation techniques for the new substructure and evaluated five scenarios on a 3-span-5-story existing reinforced concrete frame. Performance indices were analyzed to assess the retrofitting approach, including inter-story deformation, shear force, section-mechanical performance, and energy-consumption capacity.\u003c/p\u003e\u003cp\u003eArthi and Jaya (\u003cspan citationid=\"CR2\" class=\"CitationRef\"\u003e2020b\u003c/span\u003e) investigated the performance of a precast shear wall\u0026ndash;diaphragm connection using dowel bars subjected to reverse cyclic loading and compared it with the monolithic connection. They examined the joint to find out the behavior of the connection regarding ultimate strength, displacement, hysteresis behavior, moment-carrying capacity, energy dissipation, stiffness, and ductility under reversed cyclic loading.\u003c/p\u003e\u003cp\u003eSong et al. (\u003cspan citationid=\"CR6\" class=\"CitationRef\"\u003e2020\u003c/span\u003e) performed a nonlinear analysis of precast and RC joints and proposed the dimensionless hysteresis models for two types of joints; seven frame structure models were analyzed using the nonlinear static and time history method. They found that displacement of emulated frames' upper floors increased significantly compared to general floors. More attention should be given to brittle fracture and fatigue failure of energy dissipation of rebars caused by large deformation in non-emulated connections.\u003c/p\u003e\u003c/div\u003e\u003c/p\u003e \u003cp\u003eAs far as the real-life structures are concerned, the seismic vulnerability of the precast structures is not extensively studied. Amongst the available studies, those on WSW are very limited. More studies are needed on the seismic performance of precast WSW, especially under NF earthquakes. Herein, the seismic performance of a 5-story WSW building under different types of earthquakes, namely FF, NFFD, and NFFE, is investigated. The precast WSW structure is modeled in SAP2000 by using a link element at the slab wall interface and default plastic hinge at 0.1L distance from the slab wall interface in the slab direction. The slabs and walls are modeled using a beam grid model, giving approximately the same results as those obtained by using the shell model (Chougule, 2023) conducted in a separate study. The beam grid model requires much less computational time. Links are characterized by M-θ backbone curves available in the literature. The precast WSW structure is analyzed for an ensemble of seven earthquakes in each type of earthquake. The ensemble average response is used for the comparative studies. The response quantities of interest include BS, MA, maximum TSD, and MIDR.\u003c/p\u003e"},{"header":"2. Theory","content":"\u003cp\u003eThe five-story WSW building is analyzed using grid models, in which the slabs and walls are replaced by equivalent interconnected beams as shown in Fig. \u003cspan class=\"InternalRef\"\u003e1\u003c/span\u003e. Links are provided at the wall-slab connection, and the default hinge (available in SAP2000) is introduced at a 0.1L distance from the slab wall interface. In the equivalent beam grid model, the links are provided at the connecting nodes of the slab-beams and the wall-beams, as shown in Fig. \u003cspan class=\"InternalRef\"\u003e1\u003c/span\u003eb. The backbone curves capture the characteristics of the joints of the precast slab and wall units. The base of the building model is assumed to be fixed. For specified link properties represented by M-\u0026theta; backbone curves, the NLTHA of the building model is performed under earthquake excitation. NLTHA of WSW structures is performed using the computer program SAP2000. The Hilber-Hughes-Taylor (HHT) method is adopted for the numerical integration method, considering the P-delta effect with specified values of \u0026beta;\u0026thinsp;=\u0026thinsp;0.25 and \u0026gamma;\u0026thinsp;=\u0026thinsp;0.5. Additionally, the damping matrix for the superstructure frame is configured as a proportional damping matrix, typically calculated using a 5% modal damping ratio.\u003c/p\u003e\n\u003cp\u003eTwo types of precast and one monolithic connection properties(Arthi and Jaya \u003cspan class=\"CitationRef\"\u003e2020a\u003c/span\u003e; \u003cspan class=\"CitationRef\"\u003eb\u003c/span\u003e), which are available in the literature, are used. The backbone curves depicting the connection properties are shown in Fig. 2.\u003c/p\u003e\n\u003cp\u003eFour different models are considered in this study, namely, two precast (P1 and P2), one monolithic (ML1) based on the M-\u0026theta; curves available in the literature, and one conventional monolithic model (ML2) in SAP2000. Note that the back M-\u0026theta; curves are not assigned from any experimental test in the conventional model. General practice for the nonlinear analysis of structures using default plastic property available in SAP 2000 is adopted for analyzing the ML2 model.\u003c/p\u003e"},{"header":"3. Numerical study","content":"\u003cp\u003eThe five-story WSW structure shown in Fig.\u0026nbsp;\u003cspan refid=\"Fig1\" class=\"InternalRef\"\u003e1\u003c/span\u003e is considered for the NLTHA. The structure is designed as per indian standards IS456:2000 and IS1893:2016. The dimensions of the structure are shown in the figure. The material properties used for the WSW structure are given in Table\u0026nbsp;\u003cspan refid=\"Tab1\" class=\"InternalRef\"\u003e1\u003c/span\u003e. The size and reinforcement used for slabs and walls are given in Table\u0026nbsp;\u003cspan refid=\"Tab2\" class=\"InternalRef\"\u003e2\u003c/span\u003e.\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab1\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 1\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eMaterials properties used for modeling.\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"4\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\" morerows=\"1\" rowspan=\"2\"\u003e \u003cp\u003eSr. No.\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\" morerows=\"1\" rowspan=\"2\"\u003e \u003cp\u003eMaterial used\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"2\" nameend=\"c4\" namest=\"c3\"\u003e \u003cp\u003eProperties of materials\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003eStrength (MPa)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eModulus of elasticity (E) (MPa)\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eConcrete M40\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e40\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e31622.78\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eSteel HYSD500\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e500\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e200000\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab2\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 2\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eSize and reinforcement details of slab and wall\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"8\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c6\" colnum=\"6\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c7\" colnum=\"7\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c8\" colnum=\"8\"\u003e\u003c/div\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\" morerows=\"2\" rowspan=\"3\"\u003e \u003cp\u003eSr. no.\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\" morerows=\"2\" rowspan=\"3\"\u003e \u003cp\u003eElement\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\" morerows=\"2\" rowspan=\"3\"\u003e \u003cp\u003eThickness (mm)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"5\" nameend=\"c8\" namest=\"c4\"\u003e \u003cp\u003eReinforcement\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c4\" morerows=\"1\" rowspan=\"2\"\u003e \u003cp\u003eLocation\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"2\" nameend=\"c6\" namest=\"c5\"\u003e \u003cp\u003eMain steel\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colspan=\"2\" nameend=\"c8\" namest=\"c7\"\u003e \u003cp\u003eDistribution steel\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eBar size\u003c/p\u003e \u003cp\u003e(mm)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003eSpacing\u003c/p\u003e \u003cp\u003e(mm c/c)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003eBar size\u003c/p\u003e \u003cp\u003e(mm)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003eSpacing\u003c/p\u003e \u003cp\u003e(mm c/c)\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\" morerows=\"1\" rowspan=\"2\"\u003e \u003cp\u003e1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\" morerows=\"1\" rowspan=\"2\"\u003e \u003cp\u003eSlab\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\" morerows=\"1\" rowspan=\"2\"\u003e \u003cp\u003e150\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eTop\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e8\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e150\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e8\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e150\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eBottom\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e8\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e150\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e8\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e150\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\" morerows=\"1\" rowspan=\"2\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\" morerows=\"1\" rowspan=\"2\"\u003e \u003cp\u003eWall\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\" morerows=\"1\" rowspan=\"2\"\u003e \u003cp\u003e200\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eOuter face\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e10\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e200\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e8\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e200\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eInner face\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e10\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e200\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e8\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e200\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003eThe WSW structure is subjected to the dead and a live load of 5 KN/m\u003csup\u003e2\u003c/sup\u003e. Dead load is mainly due to the cross-section of slabs and walls. The WSW structure is analyzed for three types of earthquakes. Earthquake ground motion records are selected from the PEER ground motion database for analysis for each type. The details of earthquake records are given in Table\u0026nbsp;\u003cspan refid=\"Tab3\" class=\"InternalRef\"\u003e3\u003c/span\u003e. A few typical time histories of ground motion are shown in Fig.\u0026nbsp;\u003cspan refid=\"Fig2\" class=\"InternalRef\"\u003e3\u003c/span\u003e. The response quantities of interest are determined from each NLTHA, and the average of responses is used for the numerical study. The responses include BS, maximum TSD, MA, and MIDR. Each earthquake record is scaled to 0.4g, 0.6g and 0.8g.\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab3\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 3\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eGround motion data\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"9\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c6\" colnum=\"6\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c7\" colnum=\"7\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c8\" colnum=\"8\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c9\" colnum=\"9\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eSr. No.\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eYear\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003eEarthquake\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eM\u003csub\u003ew\u003c/sub\u003e\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c5\"\u003e \u003cp\u003eStation\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c6\"\u003e \u003cp\u003eComponent\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c7\"\u003e \u003cp\u003ePGA (g)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c8\"\u003e \u003cp\u003ePGV (cm/s)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c9\"\u003e \u003cp\u003ePGD (cm)\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colspan=\"9\" nameend=\"c9\" namest=\"c1\"\u003e \u003cp\u003eFar-field (FF)\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1994\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eNorthridge\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e6.7\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eBeverly hills\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003eMULH009\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.44\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e58.91\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e13.18\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1952\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eKern County\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e7.3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eTaft Lincoln School\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e21\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.159\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e15.23\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e5.62\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1992\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eLanders\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e7.3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eBaker fire station\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e50\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.1089\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e9.13\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e9.92\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e4\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1978\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eTabas\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e7.35\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eFerdows\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003eL\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.09\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e5.40\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e2.27\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e5\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1987\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eSuperstition Hills-02\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e6.5\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003ePoe Road\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e270\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.48\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e41.16\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e7.37\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e6\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1980\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eVictoria, Mexico\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e6.1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eSAHOP Casa Flores\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e10\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.101\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e8.49\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e2.11\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e7\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1987\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eWhittier Narrows-01\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e5.9\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eCanyon Country - W Lost Cany\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e0\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.115\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e7.62\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e0.49\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colspan=\"9\" nameend=\"c9\" namest=\"c1\"\u003e \u003cp\u003eNear field forward directivity (NFD)\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1992\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eCape Medocino\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e7\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003ePetrolia\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e90\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.661\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e88.51\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e33.23\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1979\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eCoyote lake\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e5.74\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eGillroy array\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e230\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.42\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e44.34\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e12.44\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1992\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eErzican\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e6.69\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eErzican\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003eEW\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.49\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e78.15\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e28.03\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e4\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1979\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eImperial valley\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e6.53\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eEL Centro Diff. Array\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e270\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.35\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e75.57\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e57.15\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e5\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1989\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eLoma Prieta\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e6.9\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eGilroy Array#3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e0\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.55\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e36.30\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e10.84\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e6\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1987\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eSuperstition hill\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e6.54\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eParachute test site\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e315\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.384\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e53.06\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e17.82\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e7\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1994\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eNorthridge\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e6.69\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eLA dam\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e64\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.426\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e74.84\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e19.06\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colspan=\"9\" nameend=\"c9\" namest=\"c1\"\u003e \u003cp\u003eNear field fling step effect (NFFE)\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1999\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eChi-Chi\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e7.6\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eTCU065\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003eEW\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.79\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e125.34\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e108.72\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1999\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eChi-Chi\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e7.6\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eTCU071\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003eE\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.53\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e52.30\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e16.06\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1999\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eChi-Chi\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e7.6\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eTCU076\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003eEW\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.34\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e51.84\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e33.27\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e4\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1999\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eChi-Chi\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e7.6\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eTCU078\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003eE\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.44\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e40.24\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e30.288\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e5\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1999\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eChi-Chi\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e7.6\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eTCU079\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003eE\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.57\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e70.54\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e7.55\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e6\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1999\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eChi-Chi\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e7.6\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eTCU082\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003eE\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.23\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e54.92\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e95.08\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e7\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1999\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eChi-Chi\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e7.6\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eTCU084\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003eEW\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e1.00\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e128.822\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c9\"\u003e \u003cp\u003e34.778\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003e \u003c/p\u003e"},{"header":"4. Results and Discussions","content":"\u003cp\u003eThe typical time histories of TSD of the monolithic and precast WSW structure are shown in Fig. \u003cspan class=\"InternalRef\"\u003e4\u003c/span\u003e, \u003cspan class=\"InternalRef\"\u003e5\u003c/span\u003e, and \u003cspan class=\"InternalRef\"\u003e6\u003c/span\u003e for FF and NF earthquakes. The figures illustrate distinct variations in the time histories of TSD due to the diverse nature of earthquakes. Additionally, a noticeable permanent shift in the response is observed after the earthquake. The drifts are considerably larger, particularly for NFFE earthquakes. This observation remains consistent for the ML2 WSW (monolithic connection) structure, as depicted in Fig. \u003cspan class=\"InternalRef\"\u003e7\u003c/span\u003e.\u003c/p\u003e\n\u003cp\u003eFigures \u003cspan class=\"InternalRef\"\u003e8\u003c/span\u003e, \u003cspan class=\"InternalRef\"\u003e9\u003c/span\u003e, and \u003cspan class=\"InternalRef\"\u003e10\u003c/span\u003e show the plots of the average MIDR along the height of the WSW structure for ML1, ML2, P1, and P2 types of connections. MIDR is calculated by using Eq. (1). It is observed from the figures that the maximum value of the MIDR takes place between the second and third story for all connections in FF and NFD earthquakes. The same is observed in ML2, P1, and P2 Connection in NFFE type of earthquake, but for ML1 connection, MIDR is maximum between the third and fourth story in the case of NFFE type of earthquake. Further, it is seen that the ML2 connection, i.e., conventional monolithic connection, predicts less MIDR value than ML1, P1, and P2 connections, The MIDR is less for P2 type of connection as compared to the ML and P1 type of connection. Further, it is also observed that under the NFFE earthquake, MIDR was predicted to be higher than FF and NFD.\u003c/p\u003e\n\u003cdiv class=\"gridtable\"\u003e\n \u003cdiv align=\"left\" class=\"colspec\"\u003e\u003cbr\u003e\u003c/div\u003e\u0026nbsp;\u003ctable id=\"Tabb\" border=\"1\"\u003e\n \u003ccolgroup cols=\"2\"\u003e\u003c/colgroup\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cspan class=\"InlineEquation\"\u003e\u003cspan class=\"mathinline\"\u003e\\(\\:\\%MIDR=\\frac{difference\\:in\\:floor\\:displacements\\:}{Story\\:height}\\times\\:100\\)\u003c/span\u003e\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e( 1 )\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n\u003c/div\u003e\n\u003cp\u003eFigures \u003cspan class=\"InternalRef\"\u003e11\u003c/span\u003e, \u003cspan class=\"InternalRef\"\u003e12\u003c/span\u003e, and \u003cspan class=\"InternalRef\"\u003e13\u003c/span\u003e show the moment rotation curves for the ML1, P1, and P2 connections at the link provided at the slab wall interface and the default plastic hinge provided at a distance of 0.1L from the slab wall interface. The figure indicates that the hysteresis nature varies depending on the type of earthquake.\u003c/p\u003e\n\u003cp\u003eMoreover, the hysteresis effect is more pronounced in the case of NFFE compared to other earthquake types. Notably, at the default plastic hinge located at a distance of 0.1L from the slab-wall interface, no hysteresis effect is evident at a PGA of 0.6g. This is attributed to the dissipation of most seismic energy in the link. Hysteresis plots for the PGA level of 0.8g are presented in Fig. \u003cspan class=\"InternalRef\"\u003e13\u003c/span\u003e, revealing asymmetric behavior with respect to the origin. It is worth mentioning that even at the PGA level of 0.8g, there is practically no observable hysteretic effect at the default plastic hinge.\u003c/p\u003e\n\u003cp\u003eIn Fig. \u003cspan class=\"InternalRef\"\u003e14\u003c/span\u003e, sample hysteresis plots at the default plastic hinge located at the base of the wall are presented. Here again, it is evident that the hysteresis effect is more pronounced in NFFE earthquakes. It is noted that, unlike the M-\u0026theta; at the plastic hinge in the slab, those at the base of the structure depict significant hysteretic behavior. This is the case because the entire seismic energy is dissipated at the plastic hinges provided at the base. In the case of the slab, most of the seismic energy is absorbed in the link. Consequently, the M-\u0026theta; plot at the default plastic hinge shows a linear behavior.\u003c/p\u003e\n\u003cp\u003eTable \u003cspan class=\"InternalRef\"\u003e4\u003c/span\u003e compares the response between monolithic (ML1) and precast (P1 and P2) WSW structures, utilizing M-\u0026theta; curve properties available in the literature, with respect to the differences observed compared to the conventional monolithic (ML2) WSW structure. The \u0026apos;+\u0026apos; and \u0026apos;-\u0026apos; signs denote higher and lower responses relative to the conventional monolithic WSW structure. The variations are expressed in terms of percentage.\u003c/p\u003e\n\u003cdiv class=\"gridtable\"\u003e\u0026nbsp;\u003ctable id=\"Tab4\" border=\"1\"\u003e\n \u003ccaption language=\"En\"\u003e\n \u003cdiv class=\"CaptionNumber\"\u003eTable 4\u003c/div\u003e\n \u003cdiv class=\"CaptionContent\"\u003e\n \u003cp\u003eDifference in percentage responses w.r.t conventional monolithic WSW structure (ML2).\u003c/p\u003e\n \u003c/div\u003e\n \u003c/caption\u003e\n \u003ccolgroup cols=\"10\"\u003e\u003c/colgroup\u003e\n \u003cthead\u003e\n \u003ctr\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003ePGA (g)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eBS\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eTSD\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMA\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eBS\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eTSD\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMA\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eBS\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eTSD\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMA\u003c/p\u003e\n \u003c/th\u003e\n \u003c/tr\u003e\n \u003c/thead\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\" colspan=\"3\"\u003e\n \u003cp\u003e\u003cstrong\u003eML1\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" colspan=\"3\"\u003e\n \u003cp\u003e\u003cstrong\u003eP1\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" colspan=\"3\"\u003e\n \u003cp\u003e\u003cstrong\u003eP2\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\" colspan=\"9\"\u003e\n \u003cp\u003e\u003cstrong\u003eFar-field\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-24\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e51\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-12\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-24\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e46\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-10\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-25\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e41\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-16\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.6\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-22\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e57\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-11\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-43\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e55\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-21\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e48\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-9\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-22\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e54\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-11\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-19\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e61\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-19\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e52\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-7\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\" colspan=\"9\"\u003e\n \u003cp\u003e\u003cstrong\u003eNear-field forward directivity\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-33\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e48\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-18\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-31\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e38\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-17\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-29\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e37\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-21\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.6\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-32\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e45\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-14\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-30\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e40\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-14\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-28\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e35\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-16\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-29\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e47\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-29\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e48\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-27\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e35\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-11\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\" colspan=\"9\"\u003e\n \u003cp\u003e\u003cstrong\u003eNear-field fling step effect\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-26\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e48\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-18\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-25\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e38\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-17\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-21\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e37\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-21\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.6\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-28\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e45\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-14\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-26\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e40\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-14\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-22\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e35\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-16\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-30\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e47\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-28\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e48\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-24\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e35\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-11\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n\u003c/div\u003e\n\u003cp\u003eThe table reveals that the percentage difference fluctuates based on the type of connection (ML1, P1, and P2), the specific response parameters, the type of earthquake, and the PGA level. There is no noticeable consistent pattern in the observed differences across the results. Nevertheless, it is noted that the percentage difference is more pronounced for BS and TSD. It is intriguing to observe that the type of earthquake does not significantly influence the disparities in responses. From the observation in Table \u003cspan class=\"InternalRef\"\u003e4\u003c/span\u003e and Figs. \u003cspan class=\"InternalRef\"\u003e8\u003c/span\u003e, \u003cspan class=\"InternalRef\"\u003e9\u003c/span\u003e, and \u003cspan class=\"InternalRef\"\u003e10\u003c/span\u003e, it can be seen that if a conventional monolithic WSW structure is used to analyze the monolithic WSW structure and compared with those of precast WSW structure, MIDR, and TSD values are higher as compared to conventional monolithic WSW structure whereas the BS and MA are less. Further, to investigate the vulnerability of precast WSW structure compared to monolithic WSW structure, both types of WSW structure should be analyzed using actual slab-wall interface M-\u0026theta; curve. Unfortunately, the slab-wall connection properties are unavailable for most monolithic WSW structures.\u003c/p\u003e\n\u003cp\u003eTable \u003cspan class=\"InternalRef\"\u003e5\u003c/span\u003e compares the response quantities obtained by analysis of monolithic ML and precast P1 and P2 WSW structures. It can be seen from the table that the difference between the responses are within 5 to 10% for FF and NFFD earthquakes. However, the difference in TSD for higher PGAs is more by 24 to 26% in the case of ML1 and P1 than P2. BS and TSD exhibit higher values in NFFE earthquakes for WSW structures in cases ML1, P1, and P2.\u003c/p\u003e\n\u003cdiv class=\"gridtable\"\u003e\u0026nbsp;\u003ctable id=\"Tab5\" border=\"1\"\u003e\n \u003ccaption language=\"En\"\u003e\n \u003cdiv class=\"CaptionNumber\"\u003eTable 5\u003c/div\u003e\n \u003cdiv class=\"CaptionContent\"\u003e\n \u003cp\u003eComparison of different response quantities of monolithic and precast WSW structures.\u003c/p\u003e\n \u003c/div\u003e\n \u003c/caption\u003e\n \u003ccolgroup cols=\"10\"\u003e\u003c/colgroup\u003e\n \u003cthead\u003e\n \u003ctr\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003ePGA (g)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eBS\u003c/p\u003e\n \u003cp\u003e(KN)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eTSD (mm)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMA (m/s\u003csup\u003e2\u003c/sup\u003e)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eBS (KN)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eTSD (mm)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMA\u003c/p\u003e\n \u003cp\u003e(m/s\u003csup\u003e2\u003c/sup\u003e)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eBS\u003c/p\u003e\n \u003cp\u003e(KN)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eTSD (mm)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMA (m/s\u003csup\u003e2\u003c/sup\u003e)\u003c/p\u003e\n \u003c/th\u003e\n \u003c/tr\u003e\n \u003c/thead\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\" colspan=\"3\"\u003e\n \u003cp\u003e\u003cstrong\u003eML1\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" colspan=\"3\"\u003e\n \u003cp\u003e\u003cstrong\u003eP1\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" colspan=\"3\"\u003e\n \u003cp\u003e\u003cstrong\u003eP2\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\" colspan=\"9\"\u003e\n \u003cp\u003e\u003cstrong\u003eFar field\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e81.88\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e121.82\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e7.34\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e81.39\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e117.32\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e7.53\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e80.17\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e113.51\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e7.02\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.6\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e98.60\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e180.84\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e9.59\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e72.28\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e178.34\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e9.92\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e100.54\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e170.07\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e9.89\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e114.49\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e229.13\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e11.81\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e118.15\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e240.45\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e12.15\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e118.42\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e225.86\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e12.40\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\" colspan=\"9\"\u003e\n \u003cp\u003e\u003cstrong\u003eNear field forward directivity\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e80.77\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e162.38\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e7.11\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e84.04\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e151.14\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e7.24\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e86.23\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e150.17\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e6.91\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.6\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e98.70\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e254.04\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e9.77\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e101.53\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e244.44\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e9.73\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e105.49\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e236.14\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e9.49\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e118.16\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e368.03\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e12.37\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e119.79\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e369.56\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e12.33\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e123.00\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e337.07\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e12.02\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\" colspan=\"9\"\u003e\n \u003cp\u003e\u003cstrong\u003eNear field fling step effect\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e91.91\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e188.76\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e7.41\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e93.91\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e182.66\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e7.36\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e98.79\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e176.24\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e7.45\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.6\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e109.63\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e311.31\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e9.90\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e112.68\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e333.46\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e10.07\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e117.95\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e284.54\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e10.06\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e125.14\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e503.93\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e12.06\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e128.35\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e519.50\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e12.36\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e134.98\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e382.44\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e12.39\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n\u003c/div\u003e"},{"header":"5. Conclusions","content":"\u003cp\u003eThe seismic behavior of a 5-story precast wall slab (WSW) structure and the corresponding WSW monolithic structure are investigated for three types of earthquakes: FF, NFD, and NFFE. Two monolithic connections, ML1 and ML2, and two precast connections, P1 and P2, are considered in the analysis. The monolithic ML1, precast P1, and P2 connections are characterized by specific M-θ\u0026nbsp;relationships derived from experimental data obtained from slab-wall connection test results. NLTHA is employed to assess responses under the three types of earthquakes, scaled to three levels of PGAs, namely 0.4g, 0.6g, and 0.8g. The response parameters of interest include BS, TSD, MA, and MIDR. Seven earthquake records from the PEER database are selected for each type of earthquake, forming an ensemble for analysis. The ensemble average of responses is utilized for comparative purposes. The findings from the numerical study yield the following conclusions:\u003c/p\u003e\n\u003col\u003e\n \u003cli\u003eFor all three types of earthquakes and the three PGA levels, the MIDR of precast and the monolithic WSW structures in which slab wall connections are described from the experimental data are more as compared to the conventional monolithic model (without specified M-θ\u0026nbsp;curve at the slab-wall interface), showing that theoretical analysis of the precast WSW structures would be shown more vulnerable as compared with conventional monolithic WSW structure.\u003c/li\u003e\n \u003cli\u003eThe percentage difference in TSD for P2 WSW as compared to standard monolithic structure is significantly less for NFFE.\u003c/li\u003e\n \u003cli\u003eNo significant difference is observed between the precast and monolithic frames for all response quantities obtained under FF and NFFD type of earthquake.\u003c/li\u003e\n \u003cli\u003eFor NFFE, the responses are more as compared to FF and NFFD earthquakes.\u003c/li\u003e\n \u003cli\u003eIt is seen from the hysteretic curves that most of the seismic energy is absorbed at the slab-wall connections.\u0026nbsp;\u003c/li\u003e\n\u003c/ol\u003e"},{"header":" Statements and Declarations","content":"\u003cp\u003e\u003cstrong\u003eFunding\u003c/strong\u003e- \u003cem\u003eThe authors declare that no funds, grants, or other support were received during the preparation of this manuscript.\u003c/em\u003e\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eCompeting Interests\u003c/strong\u003e -The authors have no relevant financial or non-financial interests to disclose.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eAvailability of data and material\u0026nbsp;\u003c/strong\u003e-All data, models, and code generated or used during the study appear in the submitted article.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eAuthors' contributions -\u003c/strong\u003eAll authors have equal contributions in the presented study.\u003c/p\u003e"},{"header":"References","content":"\u003col\u003e\n \u003cli\u003eArthi, S., and K. Jaya. 2020a. \u0026ldquo;Seismic performance of precast shear wall-slab connection under cyclic loading: experimental test vs. numerical analysis.\u0026rdquo; \u003cem\u003eEarthq. Eng. Eng. Vib.\u003c/em\u003e, 19 (3): 739\u0026ndash;757. https://doi.org/10.1007/s11803-020-0593-7.\u003c/li\u003e\n \u003cli\u003eArthi, S., and K. P. Jaya. 2020b. \u0026ldquo;Seismic Performance of Precast Shear Wall\u0026ndash;Diaphragm Connection: A Comparative Study with Monolithic Connection.\u0026rdquo; \u003cem\u003eInt. J. Civ. Eng.\u003c/em\u003e, 18 (1): 9\u0026ndash;17. Springer Science and Business Media Deutschland GmbH. https://doi.org/10.1007/s40999-019-00444-z.\u003c/li\u003e\n \u003cli\u003eBarański, J., and P. Berkowski. 2015. \u0026ldquo;Computer modelling of precast large-panel buildings with degraded horizontal joints.\u0026rdquo; \u003cem\u003eProcedia Eng.\u003c/em\u003e, 111 (TFoCE): 89\u0026ndash;96. https://doi.org/10.1016/j.proeng.2015.07.056.\u003c/li\u003e\n \u003cli\u003eGeng, F., Y. Ding, H. Wu, and K. Yang. 2020. \u0026ldquo;Seismic risk assessment of a novel self-centering precast concrete frame under near-fault ground motions.\u0026rdquo; \u003cem\u003eAppl. Sci.\u003c/em\u003e, 10 (18). https://doi.org/10.3390/APP10186510.\u003c/li\u003e\n \u003cli\u003eGuo, W., Z. Zhai, Y. Cui, Z. Yu, and X. Wu. 2019. \u0026ldquo;Seismic performance assessment of low-rise precast wall panel structure with bolt connections.\u0026rdquo; \u003cem\u003eEng. Struct.\u003c/em\u003e, 181 (December 2018): 562\u0026ndash;578. Elsevier. https://doi.org/10.1016/j.engstruct.2018.12.060.\u003c/li\u003e\n \u003cli\u003eSong, B., D. Du, W. Li, S. Wang, Y. Wang, and D. Feng. 2020. \u0026ldquo;Analytical investigation of the differences between cast-in-situ and precast beam-column connections under seismic actions.\u0026rdquo; \u003cem\u003eAppl. Sci.\u003c/em\u003e, 10 (22): 1\u0026ndash;16. MDPI AG. https://doi.org/10.3390/app10228280.\u003c/li\u003e\n \u003cli\u003eSong, B., W. Xu, D. Du, S. Wang, W. Li, and Y. Zhang. 2021. \u0026ldquo;Seismic design of hybrid unbonded post-tensioned precast concrete joints based on bearing capacity and energy dissipation capacity.\u0026rdquo; \u003cem\u003eAdv. Struct. Eng.\u003c/em\u003e, 24 (8): 1724\u0026ndash;1738. https://doi.org/10.1177/1369433220982733.\u003c/li\u003e\n \u003cli\u003eVinutha, D., R. Vidjeapriya, and K. P. Jaya. 2021. \u0026ldquo;Seismic performance of precast slab to beam connection: an overview.\u0026rdquo; \u003cem\u003eRev. Artic. Curr. Sci.\u003c/em\u003e, 121 (1): 61\u0026ndash;76. https://doi.org/10.18520/cs/v121/i1/61-76.\u003c/li\u003e\n \u003cli\u003eXu, J. G., X. Y. Cao, J. Shi, and Z. Wang. 2023. \u0026ldquo;A comparative study of the novel externally-attached precast SRC braced-frames for seismic retrofitting under near-field spectrum-compatible non-stationary stochastic earthquake.\u0026rdquo; \u003cem\u003eStructures\u003c/em\u003e, 50: 200\u0026ndash;214. Elsevier Ltd. https://doi.org/10.1016/j.istruc.2023.02.026.\u003cstrong\u003e\u003c/strong\u003e\u003c/li\u003e\n\u003c/ol\u003e"}],"fulltextSource":"","fullText":"","funders":[],"hasAdminPriorityOnWorkflow":false,"hasManuscriptDocX":true,"hasOptedInToPreprint":true,"hasPassedJournalQc":"","hasAnyPriority":false,"hideJournal":false,"highlight":"","institution":"","isAcceptedByJournal":true,"isAuthorSuppliedPdf":false,"isDeskRejected":"","isHiddenFromSearch":false,"isInQc":false,"isInWorkflow":true,"isPdf":false,"isPdfUpToDate":true,"isWithdrawnOrRetracted":false,"journal":{"display":true,"email":"[email protected]","identity":"bulletin-of-earthquake-engineering","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":false,"externalIdentity":"beee","sideBox":"Learn more about [Bulletin of Earthquake Engineering](https://www.springer.com/journal/10518)","snPcode":"10518","submissionUrl":"https://submission.nature.com/new-submission/10518/3","title":"Bulletin of Earthquake Engineering","twitterHandle":"","acdcEnabled":true,"dfaEnabled":true,"editorialSystem":"em","reportingPortfolio":"Springer Hybrid","inReviewEnabled":true,"inReviewRevisionsEnabled":false},"keywords":"Far-field earthquake, Near-field forward directivity, Near-field fling step effect.","lastPublishedDoi":"10.21203/rs.3.rs-4731397/v1","lastPublishedDoiUrl":"https://doi.org/10.21203/rs.3.rs-4731397/v1","license":{"name":"CC BY 4.0","url":"https://creativecommons.org/licenses/by/4.0/"},"manuscriptAbstract":"\u003cp\u003eSignificant damages in precast wall-slab-wall (WSW) systems due to past earthquakes in near-field zones were reported in the literature. This led to research on the seismic behavior of precast structures. Most of them concentrated on precast framed structures. Comparatively, fewer studies have been conducted on WSW systems, especially in exploring their performance in near-field earthquakes. This study focuses on the analysis of a 5-story precast WSW structure and the corresponding monolithic WSW structures under near-field (NF) and far-field (FF) earthquakes. The normalized backbone curves (M-θcurves) of precast and monolithic wall slab connections are modeled using link elements at the slab-wall interface. A default plastic hinge is assigned at a distance of 0.1L from the slab-wall interface. Three types of earthquakes are considered: far-field (FF), near-field forward directivity (NFD), and near-field fling step effect (NFFE). Nonlinear time history analysis (NLTHA) is performed in the computer program SAP2000 using an ensemble of 7 different earthquake records for each type. The earthquake records are normalized for three levels of peak ground acceleration (PGA): 0.4g, 0.6g, and 0.8g. The responses of interest include top story displacement (TSD), maximum inter-story drift ratio (MIDR), base shear (BS), and maximum acceleration (MA). Comparative studies utilize the ensemble average of responses. The findings reveal that the theoretical analysis of precast frames shows greater vulnerability compared to conventional monolithic frames (as commonly practiced without specifying M-θ curves at the slab-wall interface). Moreover, NFFE lead to increased top story displacement and MIDR responses in all types of precast and monolithic WSW structures under study.\u003c/p\u003e","manuscriptTitle":"Seismic behavior of precast wall slab wall structure under near and far field earthquakes.","msid":"","msnumber":"","nonDraftVersions":[{"code":1,"date":"2024-08-13 11:07:27","doi":"10.21203/rs.3.rs-4731397/v1","editorialEvents":[{"type":"communityComments","content":0},{"type":"decision","content":"Major Revisions Needed","date":"2024-08-14T03:07:17+00:00","index":"","fulltext":""},{"type":"reviewerAgreed","content":"","date":"2024-07-18T13:03:10+00:00","index":0,"fulltext":""},{"type":"reviewersInvited","content":"","date":"2024-07-18T11:33:05+00:00","index":"","fulltext":""},{"type":"editorAssigned","content":"","date":"2024-07-15T02:34:58+00:00","index":"","fulltext":""},{"type":"submitted","content":"Bulletin of Earthquake Engineering","date":"2024-07-14T05:02:41+00:00","index":"","fulltext":""}],"status":"published","journal":{"display":true,"email":"[email protected]","identity":"bulletin-of-earthquake-engineering","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":false,"externalIdentity":"beee","sideBox":"Learn more about [Bulletin of Earthquake Engineering](https://www.springer.com/journal/10518)","snPcode":"10518","submissionUrl":"https://submission.nature.com/new-submission/10518/3","title":"Bulletin of Earthquake Engineering","twitterHandle":"","acdcEnabled":true,"dfaEnabled":true,"editorialSystem":"em","reportingPortfolio":"Springer Hybrid","inReviewEnabled":true,"inReviewRevisionsEnabled":false}}],"origin":"","ownerIdentity":"89de6f9d-47f5-45dd-be1a-e8a84117077e","owner":[],"postedDate":"August 13th, 2024","published":true,"recentEditorialEvents":[],"rejectedJournal":[],"revision":"","amendment":"","status":"published-in-journal","subjectAreas":[],"tags":[],"updatedAt":"2024-10-07T16:14:17+00:00","versionOfRecord":{"articleIdentity":"rs-4731397","link":"https://doi.org/10.1007/s10518-024-02030-8","journal":{"identity":"bulletin-of-earthquake-engineering","isVorOnly":false,"title":"Bulletin of Earthquake Engineering"},"publishedOn":"2024-10-04 15:58:18","publishedOnDateReadable":"October 4th, 2024"},"versionCreatedAt":"2024-08-13 11:07:27","video":"","vorDoi":"10.1007/s10518-024-02030-8","vorDoiUrl":"https://doi.org/10.1007/s10518-024-02030-8","workflowStages":[]},"version":"v1","identity":"rs-4731397","journalConfig":"researchsquare"},"__N_SSP":true},"page":"/article/[identity]/[[...version]]","query":{"redirect":"/article/rs-4731397","identity":"rs-4731397","version":["v1"]},"buildId":"qtupq5eGEP_6zYnWcrvyt","isFallback":false,"isExperimentalCompile":false,"dynamicIds":[84888],"gssp":true,"scriptLoader":[]}