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\title{Seismic Vulnerability Assessment of Adamson University Buildings' As-Built using Fragility Curves}
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             \author[1]{aylon, Michael  B}

             \affil[1]{  Manuel Luis Quezon University}

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\date{\small \em Received: 14 December 2017 Accepted: 1 January 2018 Published: 15 January 2018}

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\begin{abstract}
        


Adamson University buildings? age ranges from 10 years to 86 years. The structures? age can be one of the factors of their vulnerability to seismic hazard. Possibility of having different damages after the event of seismic activities can be measured through structural modeling and subjecting the latter to earthquake simulation. In the field of structural reliability, fragility analysis can be used in the assessment of structures. This type of analysis can be carried out by taking the structural performance using nonlinear analyses: Pushover Analysis and Time History Analysis. Five (5) buildings in Adamson University were analyzed and modeled in a structural analysis software based from the developed as-built plans with rebound hammer test results for the compressive strength of concrete. These structural models were subjected through a total of 22 ground motion data (from both Philippine and Japan), with each ground motion data normalized from 0.1g to 1.0g of peak ground acceleration (PGA). The result of fragility analysis has some limitations such as the use of asbuilt plan of each building assessed. The lowest probability of exceedance of 9% at a PGA of 0.4g as per National Structural Code of the Philippines specification is based from the fragility curve of FRC Building under a ?Complete Damage? or damage rank of ?As?. It is recommended in this study that proper handling of the results is a must since the study has limitations, especially, in the structural modeling. Also, for the administrators to use the result of the study, exposure to seminars and trainings of the staffs in the physical and facility office is a must so that they are aware of the basic to high-end structural assessment tools and methodologies that can be applied to the rest of the school buildings. 

\end{abstract}


\keywords{fragility curve, pushover analysis, time history analysis, probability ofexceedance.}

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\let\tabcellsep& 	 	 		 \par
n the webpage of the Philippine Institute of Civil Engineers, it was stated in one of its Fundamental Canons that: "Civil Engineers shall hold paramount the safety, health and welfare of the public and shall strive to comply with the principles of sustainable development in the performance of their duties (Philippine Institute of Civil Engineers Inc., 2018)." Hazards, vulnerability, and risks affect the safety of a structure and it is a challenge to civil engineers to assess those factors to existing and developing buildings. Furthermore, hazard is the possibility that a damaging phenomenon will likely to occur. Vulnerability is the area or extent that will be subjected to damages after an occurrence of a hazard. The expected losses from the occurrence of a hazard including the property damages, injuries, and loss of lives are the risks.  {\ref Nowak \& Collins (2000)} developed several methods in the analysis of structural reliability. These reliability methods are Monte Carlo Simulation (MCS), Latin Hypercube (LHC), First Order Reliability Method (FORM), Second Order Reliability Method (SORM), Hasofer-Lind Method of reliability index.  further enhanced his fragility curves by using nonlinear static analysis and nonlinear dynamic analysis. Two years after, Requiso's research was enhanced further the development of fragility curves by using the two aforementioned nonlinear analysis plus the application of interval analysis \hyperref[b6]{(Baylon, 2015)}. It is notable that the sophistication of these assessments increases the accuracy of the results. The studies of Baylon were followed by more seismic vulnerability assessments in the succeeding years.\par
One of the major fault lines in the Philippines is the Valley Fault System, which is composed of two sections: the 10km East Valley Fault and the 100km West Valley Fault. The West Valley Fault System (WVFS) traverses through a large portion of Metro Manila which could definitely endanger the lives of people, infrastructures, and buildings. For the past 1400 years, the West Valley Fault has moved 4 times and has a movement interval of 400 years. The last recorded movement of WVFS was on 1658 (Solidum Jr., 2015). The PHIVOLCS warned Metro Manila that the WVFS is ripe for generating a devastating magnitude of no less than 7.2 earthquake in the Richter scale or also called as "The Big One". According to PHIVOLCS, the said earthquake could be experienced in the near future. For that reason, the existing buildings must be assess for structural integrity (PHIVOLCS, JICA, \& MMDA, 2004).\par
The buildings and facilities of Adamson University will be definitely affected if the "Big One" occurs. Using the PHIVOLCS' Fault Finder App, the nearest distance to the West Valley Fault System of Adamson University is 8.9 km as of 2013 mapped, as can be seen in Fig.  {\ref 1}.1 These buildings will be susceptible to such level of damage. As of this writing, a group senior civil engineering students conducted I. Introduction seismic assessment of Adamson University buildings with the use of "as-built" plans. The assessment from this study will help provide a seismic evaluation and assess the vulnerability of the structures. This study aimed to assess the seismic vulnerability of Adamson University buildings using its As-Built plan and Seismic fragility curve. Specifically, develop a set of as-built plan of the structure, generate sets of fragility curves by determining the damage indices and ranks of the structure from push over analysis and time history analysis using the following parameter: Displacement Ductility, Ultimate Ductility and Hysteretic Energy Ductility, provide with the vulnerability assessment of the structure by using the derived set of fragility curves, and evaluate the different derived seismic fragility curves of Adamson University buildings.\par
The scope of this study is to assess seismic vulnerability of Adamson University buildings. In Table \hyperref[tab_0]{1}.5, five (5) of the buildings of Adamson University was assessed. Using Microsoft Excel and Matlab, the researchers obtained the parameters needed in deriving fragility curves. Furthermore, this study limited the seismic assessment methods used in creating fragility curves to Non-linear static analysis (Push Over Analysis) and Non-linear dynamic analysis (Time History Analysis) considering only shear as the mode of failure. Additionally, the structural performance of Adamson University buildings was evaluated under the effects of numerous normalized peak ground acceleration.\par
The ground motion data were acquired from Incorporated Research Institutions for Seismology (IRIS), the following data that used were listed below: Other earthquakes after effects were not within the scope of the study. The basis for selecting these ground motion data was the relative location of earthquakes. This study was also be inclusive of probable cost of damage; reconstruction costs and retrofitting costs. This portion of the study will fall under Net Present Value Approach.\par
The structural model of Adamson University Buildings was based from As-Built Plans. These plans will be obtained by conducting As-Built/Field Surveys using surveying materials from Adamson University Engineering Department. The resulted As-Built Plans and the ground motion data, which will be acquired from the databases of PHIVOLCS and IRIS, will be used for the generation of seismic analysis.\par
In connection to modeling of structures, and performing the Nonlinear Static Analysis (Push-Over Analysis) and the Nonlinear Dynamic Analysis (Time History Analysis) the structural software to be used are SAP2000 to be able to determine the parameters needed such as; Ductility Factors, Damage Indices Factors, and Damage Rank, in attaining the fragility functions.\par
Thereupon, the data gathered from the analysis will then be used to finally plot the fragility curves. Using the fragility curves and by embodying the use of mathematical software, the seismic performance of the structure can be assessed.\par
This study utilized the methods of Pushover Analysis (Non-linear static analysis) and Time History Analysis (Non-linear dynamic analysis). Requiso (2013) used the methods of Pushover Analysis (non-linear static analysis) in obtaining the yield displacement and the maximum displacement of the structure. \hyperref[b37]{Karim \& Yamazaki (2001)} used the methods of Time History Analysis (non-linear dynamic analysis) in obtaining the maximum displacement of the structure and for the derivation of the fragility curve. The software used for structural analysis, simulation and design was SAP2000.\par
The ground motion data used was acquired from the databases of PHIVOLCS (The Philippine Institute of Volcanology and Seismology) and IRIS (Incorporated Research Institutions for Seismology).\par
PHIVOLCS is a national institution that provides information about volcanic activities, tsunamis, and earthquakes. This institution was mandated to alleviate disasters that may arise from the said activities. While IRIS, is an educational center and a multi-institutional research having investigators from several consulting companies, universities, researchers at different state that provide contributions to; a performance-based earthquake engineering, seismology, risk management and etc., research programs.\par
This research was designed as shown in Figure  {\ref 3}.1 which intent to generate sets of fragility curves by determining the different parameters from performing the Nonlinear Static Analysis (Push-Over Analysis) and Nonlinear Dynamic Analysis (Time History Analysis) using structural software, SAP 2000. The created As-Built plan was used as the basis for the structural model of Adamson University Buildings. 
\section[{Fig. 3.1: Research Design}]{Fig. 3.1: Research Design} 
\section[{Global Journal of Researches in Engineering ( ) Volume XVIII Issue I Version I}]{Global Journal of Researches in Engineering ( ) Volume XVIII Issue I Version I}\par
In every ground motion data's peak ground accelerations (PGA), the damage indices, one of the parameters, was obtained from 0.10g and 2.0g. In addition, the damage ranks were used as frequencies in solving the occurring probability for different peak ground acceleration (PGA) values.\par
The data gathered from the probability of occurrence and damage index were used to compute the mean and the standard deviation for the fragility analysis using the lognormal equation.\par
The seismic fragility curves were developed by plotting the cumulative lognormal probability versus the peak ground acceleration for every damage level.\par
In forming the As-Built plan for this study. The researchers used unique tools such as Total Station, a surveying measuring tool needed for the determination of the measurements needed for the As-Built Plan and Rebound Hammer to determine the compressive strength of the concrete used in the structure.\par
Consequently, the researcher used engineering software, Microsoft Excel, SAP2000, AutoCAD, MATLAB to generate the data and a 3D Model of the structure needed for the development of fragility curve.\par
A Schmidt hammer, also known as a Swiss hammer or a rebound hammer, is a device to measure the elastic properties or strength of concrete or rock, mainly surface hardness and penetration resistance. Ernst Schmidt, a Swiss engineer, invented it. Proceq and TQC worldwide distributed the Schmidt hammer. The hammer measures the rebound of a spring-loaded mass impacted against the surface of the sample. The test hammer will hit the concrete at a defined energy. Its rebound is dependent on the hardness of the concrete and measured by the test equipment. By reference to the conversion chart, the rebound value used to determine the compressive strength. When conducting the test, the hammer was held at right angles to the surface, which in turn should be flat and smooth. The rebound reading affects the orientation of the hammer, when used in a vertical position (on the underside of a suspended slab for example) gravity will increase the rebound distance of the mass and vice versa for a test conducted on a floor slab. The Schmidt hammer is an arbitrary scale ranging from 10 to 100. Schmidt hammers are available from their original manufacturers in several different energy ranges. These include: (i) Type L-0.735 Nm impact energy, (ii) Type N-2.207 Nm impact energy; and (iii) Type M-29.43 Nm impact energy.\par
The test is also sensitive to other factors:\par
? Local variation in the sample. To minimize this, it was recommended to take a selection of readings and take an average value.\par
? Water content of the sample, a saturated material gives different results from a dry one.\par
Prior to testing, the Schmidt hammer was calibrated using a calibration test anvil supplied by the manufacturer for that purpose. Twelve readings should be taken, dropping the highest and lowest, and then the average of the ten remaining has been taken. Using this method of testing classed as indirect as it does not give a direct measurement of the strength of the material. It simply gives an indication based on surface properties, it is only suitable for making comparisons between samples. This test method for testing concrete is governed by ASTM C805. ASTM D5873 describes the procedure for testing of rock.\par
In evaluation of the fragility curves, it was observed that there was an increase in every damage rank from various peak ground acceleration. It was also seen if there were a low, moderate or high possibility of structure to be damaged at 0.4g peak ground acceleration as the requirement of the National Structural Code of the Philippines. This also suggest if the structure can resist the different ground motion since a larger earthquake shaking is required to cause a significant damage.\par
This also generate a seismic report showing the possible damage that might occur within the structure. There is a recommending retrofitting scheme if the structure was subjected to 0.4g ground motion data considered it a high probability of exceedance of damage.\par
As shown in the Figure, the as built plan was first to establish with the used of as-built plans survey and non-destructive test to assess the seismic vulnerability of the building. These as-built plans were used in deriving fragility curves. Thereafter, the assessment of seismic vulnerability of the building has been performed. 
\section[{Fig. 3.2.1.1: Research Design of As-Built Structural Modeling}]{Fig. 3.2.1.1: Research Design of As-Built Structural Modeling}\par
The structural model of Adamson University Buildings is subjected to both nonlinear dynamic analysis and nonlinear static analysis to assess the structure by attaining the fragility curves. In this study, the ratio of normalized peak ground acceleration and the original peak ground acceleration shall be multiplied to the ground motion records. The Normalized Ground Motion data is scaled up or down from the original ground motion data. \hyperref[b37]{(Karim \& Yamazaki, 2001)}. The damage ratio is the number of occurrence of each damage rank (no, slight, moderate, extensive, and complete) divided by the total number of records. It was plotted against the natural logarithm (ln) of (PGA) to determine the mean and standard deviation that will be used to construct the fragility curves.\par
The parameters such as the mean and standard deviation were needed to construct the fragility curves. These parameters were obtained by plotting the value of damage ratio against the natural logarithm of PGA on a lognormal probability paper. Upon obtaining the values of the standard deviation and mean, equation (3.6) was used to compute for the cumulative probability of occurrence (Pr) of the damage equal or higher than the damage rank. Maximum likelihood estimation is a method that determines values for the parameters of a model. The parameter values are found such that they maximize the likelihood that the process described by the model produced the data that were actually observed (Brooks-Bartlett, 2018).\par
The probability density of observing a single data point x, which is generated from a Gaussian distribution is given by:\par
The semi colon used in the notation P(x; ?, ?) is there to emphasize that the symbols that appear after it are parameters of the probability distribution. So it shouldn't be confused with a conditional probability (which is typically represented with a vertical line e.g. 
\section[{P(A| B)).}]{P(A| B)).}\par
This family of distributions has two parameters: ? = (?, ?); so we maximize the likelihood, , over both parameters simultaneously, or if possible, individually.\par
Since the logarithm function itself is a continuous strictly increasing function over the range of the likelihood, the values which maximize the likelihood will also maximize its logarithm (the log-likelihood itself is not necessarily strictly increasing). The log-likelihood can be written as follows:\par
(Note: the log-likelihood is closely related to information entropy and Fisher information.)\par
We now compute the derivatives of this loglikelihood as follows. This is solved by This is indeed the maximum of the function, since it is the only turning point in ? and the second derivative is strictly less than zero. Its expected value is equal to the parameter ? of the given distribution, which means that the maximum likelihood estimator is unbiased.\par
Similarly we differentiate the log-likelihood with respect to ? and equate to zero: which is solved by It shows the structural plans, structural models, and rendered model using AutoCAD and SAP200 of Adamson University Buildings. In this floor plan, the distances of every column are shown, also the total length of the part of the building. These distances are easily measured by laser meter and every measurement, dimensions of the column are also taken. Thicknesses of the walls are also measured by the use of steel tape. These processes were repeated room by room and in every floor until all the data were completed. Using the data gathered, all the floor plans were drawn by the use of AutoCAD 2013, and the asbuilt plan was already developed.   
\section[{IV. Pushover Curve}]{IV. Pushover Curve}\par
This pushover curve represents the relationship between the displacement and the base force. The following figures show that the displacement and the base force are directly proportional. The straight line represents the limit of the structure to resist the maximum base force applied. The last point before the linear graph changes into a curved graph is the yielding point. And beyond that curved graph, the structure was completely damaged. The curved part in these graphs are not noticeable because the values and differences are small. The following charts are the plots that demonstrates how the fitted fragility curves using MLE to find the statistical parameters for the lognormal distribution function. The red dots are the plot of the cumulative values of probability of occurrence based on the damage ratios. The following charts are the plot of seismic fragility curves for each building. The different damage ranks can compared. In practice, the damage rank "D" or "No Damage" must not be included in the fragility analysis. In order to compare each building's seismic performance, the following charts are needed to which structure is evaluated as least and most resilient as per damage rank. The table summarizes the values of probability of exceedance at PGA=0.4g or 392.4 cm/s/s for each building per damage rank of "C" or "Slight Damage" to "As" or "Complete Damage".  In addition, the Structural Engineers Association of California (SEAOC) has the following excerpt:\par
"A structure with a 30 or more years of lifespan is NOT SAFE when subjected to a seismic event of 10\% probability of exceedance of collapse or total damage. The structure being more than 50 years old is vulnerable to large magnitude earthquakes."\par
Based on the table and the SEAOC specifications, only the Father Regis Clet (FRC) Building can still withstand a 0.4g PGA and meets the code specs, that is, a probability of exceedance (POE) of 9.29\%. The rest of the buildings are vulnerable to a 0.4g PGA, that is more than twice that of SEAOC specifications.\par
To summarize, these results indicate that the most probable damage that the structure will sustain will range from Extensive damage to Complete Damage which is significantly below the standards imposed as per NSCP 2010 which states that the structural integrity of the building must withstand 40\% of the gravitational acceleration as the peak ground acceleration. Based from the resulting fragility curves, the structure is unsafe for occupancy when subjected to seismic activity, considering only base shear as the mode of failure.\par
The development of as-built plan is only limited in the concrete works of the building. The developed asbuilt plan includes of elevations, floor plans and other structural plans.\par
The accuracy of the As-built plans made is mainly dependent on two factors, namely the precision and accuracy of the equipment and human errors. Usage of laser measuring devices and available digital counterparts of surveying equipment yields more reliable and consistent values thus reducing any deviation from the actual measurements.\par
Based from the ductility parameters derived from undergoing nonlinear static and nonlinear dynamic analyses, all the Damage ranks that were observed in the fragility curve along the x-axis at its longitudinal section are No damage, Slight Damage, Moderate Damage, Extensive Damage and Complete Damage. The probability of sustaining Slight Damage is small until the 0.1g PGA which tends to increase well beyond it. The opposite was observed on the y-axis or transverse section of the building due to having a much steeper incline on the Slight Damage curve suggesting a high probability of transitioning to a higher damage state, making the structure more susceptible to damage when subjected to strong seismic activity along the transverse section.\par
From what can be gathered from the generated fragility curve, the building has a probability of exceedance for corresponding damage rank. In line with these, it can be inferred that the Adamson University Buildings did not meet the requirement that it must withstand a peak ground acceleration of about 40\% of the gravitational acceleration as per National Structural Code of the Philippines 2010.\par
Using the set of data and conclusions derived from this study, the authors recommended the following:\par
This study only covers the susceptibility of members to seismic damage and does not deal with the methods to be used for retrofitting (if possible) along with the corresponding cost due to loss in serviceability of the structure and the cost of retrofitting depending on the level of damage. For this reason, incorporation of the Fragility curve reassessed from an economic point of view would develop a more conclusive set of guidelines as to how to approach this problem.\par
The researchers would recommend doing tests to determine whether the FRC building is applicable for any retrofitting measures that would allow it to withstand the level of ground motion as per NSCP 2010.\par
This type of study is only one of the other possible methods of seismic vulnerability assessment. Usage of other methods such as the Monte Carlo Simulations and Latin Hypercube Sampling would be recommended to determine the discrepancy in the results.\par
The Administrator has to expose and updates through seminars/trainings the staffs of Physical and Facility Office (PFO) on the latest technology in Structural Reliability, specifically, structural assessments of existing structures, by attending the nation's recognized organization, such as Philippine Institute of Civil Engineers and Association of Structural Engineers of the Philippines, Inc.\par
Modeling of Structural Fragility relies on damage data generated either from empirical or mechanical methods  {\ref (Cobum\& Spence, 2002)}. Damage probability functions can be derived from documented post-earthquake damage observations, as with the case in empirical methods  {\ref (Rota et al,2008)}. Damage estimates can also be derived using mechanical models such as the use of nonlinear analysis in the area of less earthquake prone regions due to lack of observational data (Karbassi and Nollet, 2013). As for this study, the latter was done using PGA as the primary parameter.\par
Unlike the Richter Scale or the Moment Magnitude Scale, PGA is not a measure of the total energy of an earthquake but as a measure of the intensity of the acceleration at a geographic point. Hence, PGA is not indicative of any level of magnitude but the probability of achieving higher PGA repeatedly increases as the Magnitude increases. It can be inferred that the probability of achieving a certain PGA repeatedly is directly proportional to the magnitude. Even in smaller magnitudes, high PGA's can be attained though repeated occurrence is much smaller (USGS, 1994). 
\section[{Global Journal of Researches in Engineering ( ) Volume XVIII Issue I Version I}]{Global Journal of Researches in Engineering ( ) Volume XVIII Issue I Version I}\par
All form of matter obeys the most basic fundamental principle of physics which is Inertia. Anybody will continue to perpetuate its current state unless influenced by outside force. If it is moving at a certain direction at a certain speed, it will continue to do so unless acted upon by any force and will remain still if let be. Buildings, as it is made of matter, behave in a similar manner.\par
Earthquakes do not move in one direction, relative to a particular axis. Let us say that the X-axis is the longitudinal section of the building. Ground motion is not inclined to move only at one direction of the longitudinal section may it be to the left or to the right. It goes both ways. One can illustrate it when moving a piece of string back and forth. By doing so, wave like patterns are created. The dips in the waves indicate the sudden change in the direction of the acceleration while the amplitude of the wave is an indication of the magnitude of the change. This is because of inertial lag. Inertial lag, by definition, is the delay in the response of a to the forces acting upon it. Mechanical response of any object is not instantaneous. No object is perfectly rigid. With regards to a structure, the bottom of the column is the first to respond to any form of ground movement before it reaches the top. But unlike the string, columns are sufficiently rigid and are essentially brittle. The greater the acceleration, the greater the inertial lag for every abrupt change in the direction of acceleration. The greater the inertial lag, the higher the probability of any of the structural member to break off.\par
As so, even though PGA isn't indicative of the total energy being introduced by the ground to the building, it can illustrate the level of damage the structure incurs as it achieves that level of acceleration. These damages accumulate throughout every abrupt periodic change in the direction of the ground acceleration until the accumulated damage exceeds its allowable limit subsequently causing its collapse.\par
Intensity on the other hand is essentially a qualitative scale of the level of damage which can be described in terms of perceived shaking or potential damage to manmade structures. But it does not indicate the amount of energy released during an earthquake unlike its Magnitude. Despite that, the amount damage structures sustain increases with the increasing magnitude, under the assumption of constant duration (USGS, 1994).\par
Below is an example of a proposed correlation of the Modified Mercalli Intensity Scale with PGA in Costa Rica. This correlation may serve as a good fit for structures in Costa Rica but this relationship is strictly limited to parameters obtained in that particular area. Even then, "locations within the same intensity area will not necessarily experience the same level of damage since damage depends heavily on the type of structure, the nature of the construction, and the details of the ground motion at that site" (USGS, 2012). Also, instrument-only based approach for Generalized Damage Intensity relative to ground motion parameters such as PGA and PGV does not account for the structural characteristics of buildings and, therefore, may not provide useful information about the damage state of the built environment following an earthquake (Tan \&Irfanoglu, 2012). Duration also contributes to the damage sustained in a structure. An earthquake could be relatively weak but occur at a long period of time effectively inducing the same amount of damage a relatively strong earthquake can cause in a short amount of time.\par
Because of these variations, using Damage as an indicator of determining the threshold of Magnitude at which it will be considered unsafe will only yield a probabilistic range of Magnitudes. And in doing so, requires further study about all other parameters influencing the structural integrity of buildings in a particular area which is outside the coverage of this study. The scope of this study is only limited to the development of Fragility Curves to assess the seismic performance of the building in question using PGA as a parameter. That is to say, the purpose of this study is to create a probabilistic model of the level of observational/qualitative material damage in terms of its quantitative counterparts derived from Damage Indices using PGA and does not take in to consideration other factors that could influence the change in the actual incurred damage relative to the theoretical damage.\par
As it is usually the case in seismic damages, failure of a member is the product of all modes of failures. However, the mode of failure only considered in this study is limited to shear.\begin{figure}[htbp]
\noindent\textbf{11}\includegraphics[]{image-2.png}
\caption{\label{fig_0}Fig. 1 . 1 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{3451}\includegraphics[]{image-3.png}
\caption{\label{fig_1}?(Fig. 3 . 4 . 5 . 1 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{}\includegraphics[]{image-4.png}
\caption{\label{fig_2}}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{415}\includegraphics[]{image-5.png}
\caption{\label{fig_3}Fig. 4 . 1 . 5 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{44126}\includegraphics[]{image-6.png}
\caption{\label{fig_4}Fig. 4 .Fig. 4 . 1 . 26 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{4214}\includegraphics[]{image-7.png}
\caption{\label{fig_5}Fig. 4 . 2 . 1 :Fig. 4 .}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{451145144}\includegraphics[]{image-8.png}
\caption{\label{fig_6}Fig. 4 . 5 . 1 . 1 GlobalFig. 4 . 5 . 1 . 4 GlobalFig. 4 .}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{42018452345244}\includegraphics[]{image-9.png}
\caption{\label{fig_7}Fig. 4 . 2018 EFig. 4 . 5 . 2 . 3 Fig. 4 . 5 . 2 . 4 Fig. 4 .}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{4}\includegraphics[]{image-10.png}
\caption{\label{fig_8}Fig. 4 .}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{4}\includegraphics[]{image-11.png}
\caption{\label{fig_9}Fig. 4 .}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{}\includegraphics[]{image-12.png}
\caption{\label{figure12}}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{}\includegraphics[]{image-13.png}
\caption{\label{figure13}}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{}\includegraphics[]{image-14.png}
\caption{\label{figure14}}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{}\includegraphics[]{image-15.png}
\caption{\label{figure15}}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{1} \par 
\begin{longtable}{P{0.016765285996055226\textwidth}P{0.2799802761341223\textwidth}P{0.18274161735700195\textwidth}P{0.37051282051282053\textwidth}}
\tabcellsep Name of Building\tabcellsep Year Erected\tabcellsep Main Structural Form\\
1.\tabcellsep CS Annex (Meralco Building)\tabcellsep 1990\tabcellsep Reinforced Concrete Framing with Steel Roof trusses\\
2.\tabcellsep Cardinal Santos Building (formerly Main Meralco Bldg)\tabcellsep GF \& 2F 1936 3F \& 4F 1967\tabcellsep Reinforced Concrete Framing with Timber Roof trusses\\
3.\tabcellsep John Peyboyre Building\tabcellsep 1990\tabcellsep Reinforced Concrete Framing with Steel trusses\\
4.\tabcellsep Francis Regis Clet Building\tabcellsep \multicolumn{2}{l}{2000, 2002, 2012 Reinforced Concrete Framing with Roofdeck}\\
5.\tabcellsep Saint Vincent Building\tabcellsep 1932\tabcellsep Reinforced Concrete Framing with Timber Roof Trusses\end{longtable} \par
 
\caption{\label{tab_0}Table 1 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{2} \par 
\begin{longtable}{P{0.34539682539682537\textwidth}P{0.3076190476190476\textwidth}P{0.08904761904761904\textwidth}P{0.10793650793650793\textwidth}}
Province of Epicenter Location\tabcellsep Date\tabcellsep Magnitude\tabcellsep PGA in g\\
Batangas\tabcellsep 8 April 2017\tabcellsep 6.0\tabcellsep 0.20\\
Bohol\tabcellsep 15 October 2013\tabcellsep 7.2\tabcellsep 0.22\\
Mindoro\tabcellsep 15 November 1994\tabcellsep 7.1\tabcellsep 0.26\\
Moro Gulf\tabcellsep 17 August 1976\tabcellsep 8.1\tabcellsep 0.50\\
North Luzon (Baguio)\tabcellsep 16 July 1990\tabcellsep 7.7\tabcellsep 0.72\\
The Great Hanshin\tabcellsep 17 January 1995\tabcellsep 6.9\tabcellsep 0.82\\
Ragay Gulf\tabcellsep 17 March 1973\tabcellsep 7.0\tabcellsep 0.95\\
The Great Tohoku Kanto\tabcellsep 11 March 2013\tabcellsep 9.0\tabcellsep 2.99\end{longtable} \par
 
\caption{\label{tab_1}Table 2 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{471} \par 
\begin{longtable}{P{0.3695652173913043\textwidth}P{0.1201086956521739\textwidth}P{0.1201086956521739\textwidth}P{0.1201086956521739\textwidth}P{0.1201086956521739\textwidth}}
Building\tabcellsep C\tabcellsep B\tabcellsep A\tabcellsep As\\
CS Annex (Meralco) Building\tabcellsep 74.85\tabcellsep 71.53\tabcellsep 46.66\tabcellsep 29.17\\
CS Building\tabcellsep 75.19\tabcellsep 59.85\tabcellsep 60.99\tabcellsep 27.89\\
JP Building\tabcellsep 70.03\tabcellsep 58.72\tabcellsep 44.58\tabcellsep 27.93\\
FRC Building\tabcellsep 20.68\tabcellsep 40.07\tabcellsep 46.15\tabcellsep 9.29\\
SV Building\tabcellsep 65.42\tabcellsep 49.01\tabcellsep 37.01\tabcellsep 23.18\end{longtable} \par
  {\small\itshape [Note: In section 2.3.2 of the National Structural Code of the Philippines (NSCP) Volume 1, the following figure is excerpted:]} 
\caption{\label{tab_3}Table 4 . 7 . 1 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{4} \par 
\begin{longtable}{P{0.06912650602409638\textwidth}P{0.22786144578313253\textwidth}P{0.16129518072289156\textwidth}P{0.23042168674698793\textwidth}P{0.16129518072289156\textwidth}}
Intensity (MM)\tabcellsep PGA Max Range (cm/s\textasciicircum 2)\tabcellsep PGA Max Range (\% g)\tabcellsep PGA Max Range (cm/s\textasciicircum 2)\tabcellsep PGA Max Range (\% g)\\
II\tabcellsep < 4.9\tabcellsep < 0.5\tabcellsep < 5.6\tabcellsep < 0.6\\
III\tabcellsep 4.9-13.3\tabcellsep 0.5-1.4\tabcellsep 5.6-15.0\tabcellsep 0.6-1.5\\
IV\tabcellsep 4.9-13.3\tabcellsep 1.4-3.7\tabcellsep 15.0-40.3\tabcellsep 1.5-4.1\\
V\tabcellsep 36.0-80.3\tabcellsep 3.7-8.2\tabcellsep 40.3-84.7\tabcellsep 4.1-8.6\\
VI\tabcellsep 80.3-146.7\tabcellsep 8.2-15.0\tabcellsep 84.7-139.6\tabcellsep 8.6-14.2\\
VII\tabcellsep 146.7-268.0\tabcellsep 15.0-27.3\tabcellsep 139.6-230.2\tabcellsep 14.2-23.5\end{longtable} \par
 
\caption{\label{tab_4}Table 4 .}\end{figure}
 			\footnote{E © 2018 Global JournalsSeismic Vulnerability Assessment of Adamson University Buildings' As-Built Using Fragility Curves} 			\footnote{© 2018 Global JournalsSeismic Vulnerability Assessment of Adamson University Buildings' As-Built Using Fragility Curves} 			\footnote{E © 2018 Global Journals CS Annex (Meralco) Building: III. Results And Discussion Seismic Vulnerability Assessment of Adamson University Buildings' As-Built Using Fragility Curves} 			\footnote{© 2018 Global Journals Saint Vincent Building:Seismic Vulnerability Assessment of Adamson University Buildings' As-Built Using Fragility Curves} 			\footnote{E © 2018 Global Journals V. Conclusion VI. Recommendation VII. Implications Seismic Vulnerability Assessment of Adamson University Buildings' As-Built Using Fragility Curves} 		 		\backmatter  			  				\begin{bibitemlist}{1}
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\end{document}
