Report-A4

TRIBHUVAN UNIVERSITY INSTITUTE OF ENGINEERING DEPARTMENT OF CIVIL ENGINEERING PULCHOWK CAMPUS, LALITPUR A FINAL YEAR PROJECT REPORT ON SEISMIC STRENGTH EVALUATION AND RETROFITTING OF RCC STRUCTURES In partial fulfilment of requirements for the Bachelor’s Degree in Civil Engineering (Subject code: CE 755) SUPERVISOR Prof. Dr. Haridarshan Shrestha (IOE, Pulchowk Campus) SUBMITTED BY Chakra Bhandari ( 073/BCE/054) Gautam Chaurasia ( 073/BCE/063) Kundan Raj Parajulee ( 073/BCE/073) Laxman Baral ( 073/BCE/073) Nischal Budhathoki ( 073/BCE/088) Pavel Shrestha ( 073/BCE/091) April, 2021 TRIBHUVAN UNIVERSITY INSTITUTE OF ENGINEERING DEPARTMENT OF CIVIL ENGINEERING PULCHOWK CAMPUS, LALITPUR LETTER OF APPROVAL This is to certify that this project work entitled “Seismic Strength Evaluation and Retrofitting of the RCC Building” has been examined and it has been declared successful for the fulfillment of the academic requirements towards the completion of the Bachelor’s Degree in Civil Engineering. ………………………………. ……………………… ………………………………........ Prof. Dr. Haridarshan Shrestha Er. Subash Bastola Asso. Prof. Dr. Kshitij C. Shrestha Supervisor Internal Examiner ……………………………………….. Prof. Dr. Gokarna Bahadur Motra Head of Department Department of Civil Engineering Pulchowk Campus External Examiner PREFACE The supremacy of reinforced cement concrete over other building materials in terms of durability, strength, functionality, etc has seen its use as a construction material increase manyfold in the last few decades. It is thus important to keep verifying the adequacy of the design of the structural components of the structure over a repeated interval. This process is done by carrying out the structural evaluation of the structure. Here in this report, the very evaluation technique, result of the analysis, and the recommended retrofitting measures of a building of Pulchowk Campus 'F Block' is presented. The report “Seismic Strength Evaluation and retrofitting of the RCC Building” covers the introduction, purposes of retrofitting, structural analysis, and ultimately the retrofitting of the building. Most of the calculations are represented with a sample calculation and the data are tabulated in a tabular form for the sake of simplicity, easiness in understanding, and the reduction of volume of the report. The several clauses of the standard code of practices for the design have been referenced whenever felt necessary. Maximum effort has been made to nullify errors in the report. However, some errors might have been left out despite our extreme carefulness. We highly expect any recommendations regarding the report. iii ACKNOWLEDGEMENT This report on “Seismic Evaluation and Retrofitting of RCC Building” of an educational building of Pulchowk Campus, commonly known as “F Block”, is prepared with a collective effort of the project members, Project Supervisor, Department of Civil Engineering of Pulchowk Campus, Lecturers, Professors of IOE and other co-operative fellows. We are highly indebted to Prof. Dr. Hari Darshan Shrestha, Pulchowk campus for introducing, guiding and supervising us on this concept of “Seismic Evaluation and Retrofitting of RCC Building” as a project topic of final year. We are extremely grateful to him for the support shown, supervision and guidance done, careful suggestions provided, and the regular examination of our effort till the very end of this project. We are also quite obliged to Dr. Bharat Mandal, Head of Department, Civil engineering, Pulchowk Campus, and Dr. Laxman Poudel, the then Campus Chief of Pulchowk Campus for their support and professional response to us. Similarly we are very much thankful to the staffs of Pulchowk Campus for letting us carry out various inspection and non-destructive test to the building with ease. Finally we would like to thank all our friends who were directly and indirectly involved in successful completion of the project. Project members Chakra Bhandari ( 073/BCE/054) Gautam Chaurasia ( 073/BCE/063) Kundan Raj Parajulee ( 073/BCE/073) Laxman Baral ( 073/BCE/073) Nischal Budhathoki ( 073/BCE/088) Pavel Shrestha ( 073/BCE/091) iv LIST OF ACRONYMS Ac Summation of cross-sectional area of all columns Ah Design horizontal seismic coefficient As Actual steel to be provided in the jacket C Basic seismic coefficient CFRP Carbon Fiber Reinforced Polymer CP Collapse Prevention DCR Demand Capacity Ratio Dh Diameter of stirrup DL Dead load EDU Energy Dissipation unit F0 Axial stress of column due to overturning forces fck Characteristic strength of concrete FRP Fiber Reinforced Polymer fy Yield strength of steel H Height of the building hi Height of floor measured from base I Importance Factor IO Immediate Occupancy IS Indian Standard K Structural performance factor L Length of the building LL Live load LS Life Safety v M Moment of resistance NBC National Building Code nc Total number of columns resisting lateral forces nf Total number of frames in the direction of P Axial load p Percentage of steel R Response reduction factor RC Reinforced Concrete RCC Reinforced Cement Concrete S Spacing of ties to be provided in the jacket Sa/g Average response acceleration coefficient Ta Natural time period of vibration Tcol Average shearing stress in column tj Thickness of Jacket V or Vb Design seismic base shear Vj Maximum storey shear at storeyj W or Wt Seismic weight of the building Wi Proportion of Wt contributed by level ,i Z Zone Factor vi ABSTRACT The supremacy of reinforced cement concrete over other building materials in terms of durability, strength, functionality, etc has seen its use as a construction material increase many fold in the last few decades. But the safety and serviceability criteria of such buildings need to be thoroughly and regularly analyzed because of various causes and constraints like the age of the structure, poor structural design, lack of consideration of seismic forces, change in the environment and the exposure conditions, change in codal provisions, etc. The attention towards building safety has soared after the deadly impacts of the monostrous Earthquake on 12th Baishakh 2072. Such regular analysis and testing will lead to a safe and sound condition of the structure, and thereby prevent any damages to lives and properties. In order to carry out this test, we have selected an RCC building within the premise of Pulchowk Campus, commonly known as "F Block". This test will have a massive impact because it is located in the Kathmandu Valley, one of the most earthquake-prone zones in the world. This building, according to our understanding, is perfect to conduct retrofitting analysis. 3D modeling and analysis of the building using bare frame modeling method is done in ETABS v18 and analysis is conducted for all possible actions including the impact of the earthquakes. The result of the analysis of the study suggested that some of the members are subjected to stress higher than their capacities, thereby making the building vulnerable. The appropriate strengthening and retrofitting measures are proposed to improve the overall performance of the building. vii TABLE OF CONTENTS PREFACE ..................................................................................................... iii ACKNOWLEDGEMENT ............................................................................ iv LIST OF ACRONYMS.................................................................................. v ABSTRACT ................................................................................................. vii 1. INTRODUCTION...................................................................................... 1 1.1 Background: ............................................................................................. 1 1.2 Scope: ....................................................................................................... 1 1.3 Purpose: .................................................................................................... 1 1.4 Objectives: ............................................................................................... 2 1.5 Work plan:................................................................................................ 2 1.6Methodology: ............................................................................................ 3 1.7Salient features of Building: ..................................................................... 4 1.8 Building figures........................................................................................ 5 2. MEASUREMENT AND LOADING ........................................................ 6 2.1 Introduction: ............................................................................................. 6 2.2 Preliminary survey: .................................................................................. 6 2.3 Measurement of grade of concrete and reinforcement: ........................... 6 2.4 Structural Loading.................................................................................... 8 2.4.1 Dead Load: ................................................................................ 8 2.4.2 Live Load: ................................................................................. 8 2.4.3 Seismic load: ............................................................................ 9 2.5 Lumped Mass Calculation ..................................................................... 11 3. STRUCTURAL ANALYSIS ................................................................... 12 viii 3.1 Introduction ............................................................................................ 12 3.2 Inputs and Outputs ................................................................................. 12 3.3 Configuration Related Check ................................................................. 14 3.4 Structural Assessment Checklist ............................................................ 15 3.5 Calculation of Base Shear ...................................................................... 18 4.RETROFITTING ...................................................................................... 48 Design of Beam Jacketing............................................................................ 90 Design of column jacketing ......................................................................... 92 Design of slab............................................................................................... 96 Footing Design ........................................................................................... 126 5. DISCUSSION AND CONCLUSION .................................................... 132 6. RECOMMENDATIONS ....................................................................... 133 7.REFERENCES ........................................................................................ 134 ANNEX A NON-DESTRUCTIVE TEST ...................................................... ANNEX B LOAD CALCULATIONS ............................................................ ANNEX C ARCHITECTURAL DRAWINGS ............................................... ANNEX D STRUCTURAL DRAWINGS ...................................................... ix DISTRIBUTION OF CHAPTERS This project has been broadly categorized into five chapters. Summary of each chapters are mentioned below: Chapter 1: Introduction Chapter 2: Measurement and Loading This chapter deals with the measurement details of the building, seismic load calculation and the different load combination that are used. Chapter 3: Structural Analysis This chapter deals with ETABS v18 that is followed by analysis of the different structural members. This includes the inputs given and outputs obtained in the process, the time period calculation and reinforcement required. Chapter 4: Retrofitting Design This chapter includes the design procedures that are followed for the retrofitting design of column and beam. Supplementary drawings are provided in the annex section x 1. INTRODUCTION 1.1 Background: Nepal is located in the boundary between the Indian and Tibetan plates, along which a relative shear of about 2cm per year has been estimated. The India plate is also sub ducting at a rate of 3cm per year. The existence of the Himalayan range with the world’s highest peak is an evidence of continued uplift. As a result Nepal is seismically very active. Nepal lies in seismic zone V which is the most vulnerable zone. The structures of Nepal are mostly non-engineered and semi-engineered, which are basically lack of seismic resistance detailing. The main cause of above is due to lack of awareness of the importance of seismic resistance and strict implementation of codes by government level. So, to reduce certain degree of vulnerability buildings can be retrofitted to make them strong. The building which we are retrofitting is an educational building which lies within the Pulchowk campus commonly known as F-Block. It is located in Lalitpur district. It is a RCC framed structure which needs to withstand different static and dynamic loads. As being the educational building special seismic safety is required here. The strength of building is analyzed and we can also find out the effect of 7.8 magnitude earthquake on the building. The photograph of the building is also presented below. 1.2 Scope: The project is the “Seismic Analysis and Retrofitting of the RCC Building” as a major subject in the final year in Bachelor of Civil Engineering. 1.3 Purpose: As the educational building has been old as it has been constructed in early 90’s, it has faced various number and types of loads like static, dynamic, various exposure conditions like rain and has also faced earthquakes. So, it is important to check if the building is safe in the present situation and perform retrofitting methods if found unsafe. As it is also a final year project, it is very useful for developing the practical skills and understanding of retrofitting for the students. 1 1.4 Objectives:       To measure the dimension of the building and draw its plan and section. To calculate the seismic weight of the building and base shear. To calculate the capacity of the existing structures and the demand after the application of seismic load. To calculate DCR and recommend whether to repair, to rehabilitate or retrofit. To suggest the appropriate method of retrofitting if required. To analyze the building structurally including the retrofitting measures. 1.5 Work plan: To achieve the objectives following work is planned             Identification of the building and the requirement of the space. Measurement of the building dimensions for development of architectural and working drawing of the building. Determination of the structural system of the building to undertake the vertical and horizontal loads. Estimation of the loads including the earthquake load. Determination of the fundamental time period by free vibration analysis. Calculation of base shear and vertical distribution of equivalent earthquake loads. Identification of load cases and load combination cases. Finite element modeling of the building and input analysis. The structural analysis of the building by ETABS v18 for different cases of load. Review of analysis outputs for design of individual components. Comparison of existing drawing with analysis output. Retrofitting design of existing building. 2 1.6Methodology: S.N 1. Methodology Measurement of building dimension 2. Measurement of grade of concrete and rebar arrangement 3. Development of Architectural and working drawings Modelling and Analysis 4. 5. Retrofitting design 6. Retrofitting drawings Description Initially preliminary survey was carried out. Various dimensions of the building were measured with measuring tape. Schmidt Hammer was used for calculation of grade of concrete. Rebar arrangements were known from the drawings provided. With the help of AutoCAD software architectural and working drawing were prepared. The building is modeled as a space frame. ETABS is adopted as a basic tool for the execution of analysis. ETABS program is based on Finite Element method. Due to possible actions in the building, the stresses, the displacements and fundamental time periods are obtained using ETABS which is used for the design of members: Lift wall, staircase, slabs are analysed separately. Initially the characteristics of the materials used were defined such as concrete M15, and reinforcement Fe415. Then, the load cases as well as their combination with load factors were introduced. Structures were then analyzed for different load combinations and the final output as determined in the form of bending moment, shear force, torsion and axial force. Based on the ETABS output generated, the required percentage of steel was analyze and the structural members were remodeled according to the retrofitted design. The building was reanalyzed using ETABS to ensure the building is safe after retrofitting under various load combinations. After finalizing the retrofitting design, architectural and structural drawing were prepared. 3 1.7Salient features of Building: Name of the project: Seismic Strength Evaluation and Retrofitting of RCC Structure Location: Central Campus, Pulchowk, Lalitpur Shape of the building: Rectangular Type of the building: Institutional building Structural system: Special moment resisting frame Number of storey: 3 Dimension of Building:  Length: 23.95 m  Breadth: 14.8 m  Floor height:  Ground and first floor: 3.5 m  Second floor: 3.75m  Total height:11.9 m (upto ridge level) Plinth area: 354.46 m2 Infill wall: Brick masonry External wall : 230 mm Internal (Partition wall) : 110 mm Joint mortar: Cement-Sand Floor finish: Terrazzo Presence of lintel band: Yes Presence of sill band : Yes Size of structural elements:  Beam: 250mmx350mm; 250mmx300mm  Column: 400mmx250mm  Slab thickness: 150 mm  No of columns=84 4 1.8 Building figures Fig: F- bock ( East elevation) Fig: F- block ( North elevation) 5 2. MEASUREMENT AND LOADING 2.1 Introduction: This section of the report deals with the following: Measurement of different elements of building Measurement of grade and reinforcement Load Calculation Seismic load Load combination 2.2 Preliminary survey: Preliminary survey is carried out to analyze the building drawing and to draw the layout. Basic survey instrument like measuring tape will be used to carry out this process. 2.3 Measurement of grade of concrete and reinforcement: Concrete are classified into different grades based on the proportion of concrete mix. The concrete mix may include cement, sand, coarse aggregate and admixtures. The characteristics strength is defined as the strength of material below which not more than 5% of the test results are expected to fail. 6 Following are the types of grades normally used: An evaluation of the present day strength of materials can be performed using on-site nondestructive testing and laboratory analysis of sample taken from the building. Field tests are usually indicative test and therefore should be supplemented with the proper laboratory facilities for accurate quantitative results. Generally, the Schmidt hammer test is used to measure the grade of the concrete. Reinforced concrete (RC) is a versatile composite and one of the most widely used materials in modern construction. Concrete is a relatively brittle material that is strong under compression but less so in tension. Plain, unreinforced concrete is unsuitable for many structures as it is relatively poor at withstanding stresses induced by vibrations, wind loading, and so on. To increase its overall strength, steel rods, wires, mesh or cables can be embedded in concrete 7 before it sets. This reinforcement, often known as rebar, resists tensile forces. By forming a strong bond together, the two materials are able to resist a variety of applied forces, effectively acting as a single structural element. The rebar present in the RCC is determined with the help of instruments like profometer and ferro scanner. Profometer is an advance cover material for the precise and non-destructive measurement of concrete cover and rebar diameter and the detection of rebar location using the eddy current principle with pulse induction as the measuring method. 2.4 Structural Loading: The frame structure is designed to counter the dead load, live load, earthquake load and their combinations including their envelope for maximum deflection. The structural loading of following type is considered: 2.4.1 Dead Load: Dead load refers to loads that relatively don’t change over time, such as the weight of All permanent components of a building including walls, Beam, columns, flooring material etc. Fixed permanent equipment and fitting that are an integral part of the structure.(like plumbing, HVAC, etc.) The dead loads are calculated from the member sizes and estimated material densities. Unit weight of building materials can be estimated in accordance with IS : 875 (Part 1). Self-weight of the building is considered. As the point load acting on the joint. Self-weight of the beam is considered as the uniformly distributed load. Dead load from the walls is considered as the uniformly distributed load and transferred to the slab. Dead load from the slab is transferred as trapezoidal and triangular loads on the beams. 2.4.2 Live Load: Refers to loads that do, or can, change over time, such as people walking around a building (occupancy) or movable objects such as furniture. Live loads are variable as they depend on usage and capacity. However, design codes can 8 provide equivalent loads for various structures. Loads prescribed by codes are empirical and conservative based on experience and accepted practice. IS875 part 2 deals with imposed loads on buildings produced by the intended occupancy or use. 2.4.3 Seismic load: Seismic load takes place due to the inertia force produced in the building because of seismic excitations. Inertia force is varies with the mass. The higher mass of the structure will imply that the earthquake loading will also be high.When the earthquake load exceeds the moment of resistance offered by the element, then the structure will of break or damage.The magnitude of earthquake loading depends upon the weight or mass of building, dynamic properties of the building and difference in stiffness of adjacent floors along with the intensity and duration of the earthquake.Earthquake load acts over the surface of a structure placed on ground or with adjacent building. Seismic load depends on the following factors, 1) Seismic hazard, 2) Parameter of the structure and 3) Gravity load. Each building or structure is assigned a seismic group of design to identify the force and intensity of earthquake. It will be used to plan the buildings in such a way to reduce the damage caused by the earthquake. Some buildings located in the same locality might get differently affected by earthquake loading. Flexibility of the building plays one of the major roles during earthquake. The ratio of height to width defines the flexibility. Greater the ratio, greater will be the flexibility of building. Another physical behavior is stiffness of the building. For the taller building, stiffness will be less. Method of analysis: Seismic coefficient method Response spectrum method Time history method In IS:1893, two methods, one Seismic Coefficient and other Response Spectrum method is 9 described to carry out the analysis for Earthquake forces. One Table (in Clause 4.2.1) is also provided to decide upon the method to be used, depending upon Building Ht. and Zone. At the bottom of this table, it is clearly mentioned that building with irregular shape and/or irregular distribution of mass and stiffness in horizontal and/or vertical plane, shall be analyzed as per Response Spectrum Method. For all practical reasons, no building is uniform in all the respects (i.e. shape, mass/stiffness distribution in horizontal and vertical plane). Response Spectrum method, being time consuming and tedious process, most of time, we resort to computer applications. Now while, modeling the structure, in most of available software, usually, we model the space frame, neglecting the in-fill wall stiffness. This results in flexible frames, and due to which, in most of cases, the program gives a higher Time Period. 10 2.5 Lumped Mass Calculation At Level 3.5 m 1 2 3 4 5 Column Beam Slab Walls Live TOTAL (W1) 245 367.5 1612.79 711.58 325.579 3262.449 KN KN KN KN KN KN Column Beam Slab Walls Live TOTAL (W2) 245 367.5 1612.79 743.24 325.579 3294.042 KN KN KN KN KN KN Column Beam Slab Walls Live TOTAL (W3) 262.5 206.983 753.11 727.61 1949.339 KN KN KN KN KN KN At level 7 m 1 2 3 4 5 At level 10.75 m 1 2 3 4 5 TOTAL SEISMIC WEIGHT OF THE STRUCTURE= W1+W2+W3 = 3262.562+3294.042+1949.339 = 8505.943 K 11 3. STRUCTURAL ANALYSIS 3.1 Introduction Structural analysis of the building is performed twice using the common and popular software for the structural analysis ETABS v18. It is common software for the modeling, design and analyzing the 3D models.. With its intuitive, user-friendly, visualization tools, powerful analysis and design facilities and seamless integration to several other modeling and design software products it continues to be the world's most widely used, customizable and user-friendly structural solutions software. So that it is suitable for Civil and Structural engineers and related field. ETABS has following facilities to perform above mentioned task. Graphical model generation utilities as well as text editor based commands for creating the mathematical model. Beam and column members are represented using lines. Walls, slabs and panel type entities are represented using triangular and quadrilateral finite elements. Solid blocks are represented using brick elements. These utilities allow the user to create the geometry, assign properties, orient cross sections as desired, assign materials like steel, concrete, timber, aluminum, specify supports, apply loads explicitly as well as have the program generate loads, design parameters etc. Analysis engines for performing linear elastic and p-delta analysis, finite element analysis, frequency extraction, and dynamic response (spectrum, time history, steady state, etc.). Design engines for code checking and optimization of steel, aluminum and timber members. Reinforcement calculations for concrete beams, columns, slabs and shear walls. Design of shear and moment connections for steel members. Result viewing, result verification and report generation tools for examining displacement diagrams, bending moment and shear force diagrams, beam, plate and solid stress contours, etc. Peripheral tools for activities like import and export of data from and to other widely accepted formats, links with other popular software for niche areas like reinforced and prestressed concrete slab design, footing design, steel connection design, etc. 3.2 Inputs and Outputs For the acceptable response level to be resulted under the design earthquake, the design of earthquake resistant structure should be aimed at providing appropriate dynamic and structural characteristics. The aim of design is the achievement of an acceptable probability that structures being designed will perform satisfactorily during their intended life. With an appropriate degree of safety, they should sustain all the loads and deformations of normal construction and use and have adequate durability and adequate resistance to the effects of misuse and fire. 12 For the purpose of preparing input to the computer program, the building must be separated into a system of planar frames or isolated shear walls. The Centre of mass for each story level must be calculated and supplied to each story. The location of the reference point is arbitrary and must be selected by the user; the reference point is the same for all story levels. The line of the action of the earthquake force resultant acts through the Centre of mass at each story level. The base shear and earthquake lateral force are calculated as per code is: 1893(part1)- 2002 and are applied at each master joint located on every story of the building. The building was analyzed as per fore- mentioned criteria and findings are shown below. The existing building was found to be safe in drift criteria. . The details of existing and required reinforcements for the beam are provided. FIG: First floor plan with grid lines of Analysis FIG:3D model of the building 13 3.3 Configuration Related Check S.N. CHECKS REMARKS 1 Load Path The frame system provides a complete load path which transfers all inertial forces in the building to the foundation. 2 Redundancy There are more than two bays of frame in each direction. 3 Geometry The plan of the building is same in all stories. 4 Weak Storey/Soft Storey There are no abrupt changes in the column sizes from one storey to another and no significant geometrical irregularities. Thus, weak or soft storey does not exist. 5 Vertical Discontinuities Vertical elements in the lateral force resisting system are continuous to the foundation. 6 Mass 7 Torsion The building being symmetrical, centre of mass and centre of rigidity coincide. 8 Adjacent Buildings There is a presence of another building nearby it. 9 Short Column No short column effect 10 Deterioration of Concrete Minor variation in mass of each floor No visible deterioration observed. No cracks were observed. 14 3.4 Structural Assessment Checklist C NC N/A NK LOAD PATH: The structure shall contain at least one rational and complete load path for seismic forces from any horizontal direction so that they can transfer all inertial forces in the building to the foundation. C NC N/A NK REDUNDANCY: The number of lines of vertical lateral load resisting elements in each principal direction shall be greater than or equal to 2. C NC N/A NK GEOMETRY: No change in the horizontal dimension of lateral force resisting system of more than 50% in a storey relative to adjacent stories, excluding penthouses and mezzanine floors, should be made. C NC N/A NK MEZZANINES/LOFT/SUBFLOORS: Interior mezzanine/loft/sub- floor levels shall be braced independently from the main structure, or shall be anchored to the lateral-force-resisting elements of the main structure. C NC N/A NK WEAK STORY: The strength of the vertical lateral force resisting system in any storey shall not be less than 70% of the strength in an adjacent story. C NC N/A NK SOFT STORY: The stiffness of vertical lateral load resisting system in any storey shall not be less than 60% of the stiffness in an adjacent story or less than 70% of the average stiffness of the three storey above. C NC N/A NK VERTICAL DISCONTINUITIES: All vertical elements in the lateral force resisting system shall be continuous from the root to the foundation. C NC N/A NK MASS: There shall be no change in effective mass more than 100% from one storey to the next. Light roofs, penthouse, and mezzanine floors need not be considered. C NC N/A NK TORSION: The estimated distance between the storey center of mass and the storey centre of stiffness shall be less than 30% of the building dimension at right angles to the direction of loading considered. C NC N/A NK ADJACENT BUILDINGS: The clear horizontal distance between the building under consideration and any adjacent building shall be greater than 4 % of the height of the shorter building, expect for buildings that are of the same height with floors located at the same levels. C NC N/A NK FLAT SLAB FRAMES: The lateral-force-resisting system shall not be a frame 15 consisting of columns and a flat slab/plate without beams. C NC N/A NK SHORT COLUMNS: The reduced height of a columns due to surrounding parapet, infill wall, etc. shall not be less than five times the dimension of the column in the direction of parapet, infill wall, etc. or 50% of the nominal height of the typical columns in that storey. C NC N/A NK DETERIORATION OF CONCRETE: There should be no visible deterioration of the concrete or reinforcing steel in any of the vertical or lateral force resisting elements. C NC N/A NK CRACKS IN BOUNDARY COLUMNS: There shall be no existing diagonal cracks wider than 3 mm in concrete columns . Lateral Load Resisting System C NC N/A NK SHEAR STRESS IN RC FRAME COLUMNS: The average shear stress in concrete columns tcol , computed in accordance with 6.5.1 of IITK- GSDMA guidelines for seismic evaluation and strengthening of buildings shall be lesser of 0.4MPa and 0.10 √fck C NC N/A NK AXIAL STRESS IN MOMENT FRAMES: The maximum compressive axial stress in the columns of moments frames at base due to overturing forces alone (Fo) as calculated using 6.5.4 equation of IITK- GSDMA guidelines for seismic evaluation and strengthening of buildings shall be less than 0.25fck C NC N/A NK NO SHEAR FAILURES: Shear capacity of frame members shall be adequate to develop the moment capacity at the ends, and shall be in accordance with provision of IS: 13920 for shear design of beams and columns. C NC N/A NK CONCRETE COLUMNS: All concrete columns shall be anchored into the foundation. C NC N/A NK STRONG COLUMN/WEAK BEAM: The sum of the moments of resistance of the columns shall be at least 1.1 times the sum of the moment of resistance of the beams at each frame joint. C NC N/A NK BEAM BARS: At least two longitudinal top and two longitudinal bottom bars shall extend continuously through out the length of each frame beam. At least 25% of the longitudinal bars located at the joints for either positive or negative moment shall be continuous throughout the length of the members. C NC N/A NK COLUMNS BAR SPLICES: Lap splices shall be located only in the central half 16 of the member length. It should be proportions as a tension splice. Hoops shall be located over the entire splice length at spacing not exceeding 150 mm centre to centre. Not more than 50% of the bars shall preferably be spliced at one section. If more than 50 % of the bars are spliced at one section, the lap length shall be 1.3Ld where Ld is the development length of bar in tension as per IS 456:2000 C NC N/A NK BEAM BAR SPLICES: Longitudinal bars shall be spliced only if hoops are located over the entire splice length, at a spacing not exceeding 150mm. The lap length shall not be less than the bar development length in tension. Lap splices shall not be located (a) within a joint, (b) within a distance of 2d from joint face, and (c) within a quarter length of the member where flexural yielding may occur under the effect of earthquake forces. Not more than 50% of the bars shall be spliced at one section . C NC N/A NK COLUMN TIE SPACING: The parallel legs of rectangular hoop shall be spaced not more than 300mm centre to centre. If the length of any side of the hoop exceeds 300mm, the provision of a crosstie should be there. Alternatively, a pair of overlapping hoops may be located within the column. The hooks shall engage peripheral longitudinal bars. C NC N/A NK STIRRUP SPACING: The spacing of stirrups over a length of 2d at either end of a beam shall not exceed (a) d/4, or (b) 8 times the diameter of the smallest longitudinal bar; however, it need not be less than 100 mm. The first hoop shall be at a distance not exceeding 50 mm from the joint face. In case of beams vertical hoops at the same spacing as above shall also be located over a length equal to 2d on either side of a section where flexural yielding side of a section where flexural yielding may occur under the effect of earthquake forces. Elsewhere, the beam shall have vertical hoops at a spacing not exceeding d/2. C NC N/A NK JOINT REINFORCING: Beam- column joints shall have ties spaced at or less 150mm C NC N/A NK STIRRUP AND TIE HOOKS: The beam stirrups and column ties shall preferably be anchored into the member cores with hooks of 1350 C NC N/A NK JOINT ECCENTRICITY: There shall be no eccentricities larger than 20% of the smallest column plan dimension between girder and column centerlines. This statement shall apply to the Immediate Occupancy Performance Level only. Diaphragms C NC N/A NK DIAPHRAGM CONTINUITY: The diaphragms shall not be level floors. In wood buildings, the diaphragms shall not have expansion joints. composed of split- C NC N/A NK PLAN IRREGULARITIES: There shall be tensile capacity to develop the strength 17 of the diaphragm at re-entrant corners or other locations of plan irregularities. This statement shall apply to the Immediate Occupancy Performance Level only. C NC N/A NK DIAPHRAGM REINFORCEMENT AT OPENINGS: There shall be reinforcing around all diaphragms openings larger than 50% of the building width in either major plan dimension. This statement shall apply to the Immediate Occupancy Performance Level only. Geologic Site C NC N/A NK AREA HISTORY: Evidence of history of landslides, mud slides, soil settlement, sinkholes, construction on fill, or buried on or at sites in the area are not anticipated. C NC N/A NK LIQUEFACTION: Liquefaction susceptible, saturated, loose granular soils that could jeopardize the building’s seismic performance shall not exist in the foundation soils. C NC N/A NK SLOPE FAILURE: The building site shall be sufficiently remote from potential earthquake induced slope failures or rockfalls to be unaffected by such failures or shall be capable of accommodating any predicted movements without failure. Above checklist is filled up based on inspection and visualization. 3.5 Calculation of Base Shear Method I :Using NBC:105:1994 Design Horizontal Seismic Coefficient for the Seismic Coefficient method The design horizontal seismic force coefficient, Cd shall be taken as: Cd= CZIK Where, C is the basic seismic coefficient for the fundamental transition period in the direction under Z= Seismic Zoning factor, I= importance Factor K= Structural Performance Factor The design force or Design Seismic Base Shear (VB) along any principal direction is determined as, VB= Cd*Wt Where, Cd= The designed Horizontal Seismic Coefficient Wt= Total of the gravity loads of the whole building The approximate fundamental natural period of vibration (Ta) in seconds, for the framed structure 18 with no rigid limiting the deflection may be estimated by the empirical expression: Ta= 0.06H3/4 for concrete frames Where, H= height of the Building in meter= 10.75 m Ta= 0.06H3/4 = 0.06*10.753/4= 0.356 Sec. Therefore C= 0.08 for medium soil Seismic zoning factor for Kathmandu Z= 1 Importance factor = 1.5 for institutional building Structural performance factor K= 4 Cd = CZIK = 0.08*1*1.5*4 = 0.48 Base Shear (VB) = Cd*Wt = 0.48* 8505.943 = 4082.853 KN Distribution of Base Shear and Calculation of Shear Stress in RC columns The design base shear (Vb) computed shall be distributed along the height of the building as per the following expression: Fi=V*(Wihi/ΣWihi) Shear Stress Check (Using IITK-GSDMA Guidelines for Seismic Evaluation and Strengthening of Buildings, 6.5.1) Floor Total Weight Height Hi Wihi Wi (m) (KN) 3 1949.339 10.75 20955.394 2 3294.042 7 23058.294 1 3262.562 3.5 11418.967 SUM 8505.943 55432.655 Average shearing stress in column is given by 𝑣𝑗 𝑛𝑐 𝑧𝑐𝑜𝑙 = ( )( ) 𝑛𝑐 − 𝑛𝑓 𝐴𝑐 < minimum of 0.4 Mpa and 0.1 √𝑓𝑐𝑘 19 Wihi/Wihi Qi (KN) 0.378 0.416 0.206 1 1543.318 1698.467 841.068 4082.853 Storey Shear Vi (KN) 1543.318 3241.785 4082.853 (Ref IS 15988 :2013 clause 6.5.1) √𝑓𝑐𝑘 = 0.1√15 = 0.387 nc = total no. of columns resisting lateral forces in the direction of loading nf = total no. of frames in the direction of loading Ac = summation of the cross-section area of all columns in the storey under consideration, Vj = Maximum storey shear at storey level ‘j’ DCR = Demand Capacity Ratio Storey nc Shear stress 𝝉𝒄𝒐𝒍 Storey Ac shear (m2) (kN) nf1 nf2 3 2 28 28 4 4 7 7 2.8 2.8 1 28 4 7 2.8 1543.318 3241.785 4082.853 DCR In x-dir In y-dir Remark DCR is not satisfied for all floors Col x 0.643 1.351 Col y 0.735 1.544 1.661 1.899 3.491 3.99 1.701 1.944 4.395 5.023 Hence, the check is not satisfied. Axial Stress Check Axial stresses due to overturning forces as per FEMA 310 (Clause 3.5.3.6) i) Axial stress in moment frames for x-direction loading Axial force in columns of moment frames at base due to overturning forces. The axial stress of columns subjected to overturning forces Fo is given by VB = Base shear x Load factor = 4082.853 x 1.5 = 6124.280 KN Ac = column area = 0.1 m2 H = total height = 10.75 m L = length of the building = 23.95 m 2 𝑣 𝐻 Fo = 3 (𝑛𝑏 ) ( 𝐿 ) = (2/3)x(6124.280 /4)x(10.75/23.95) = 458.149 KN 𝑓 Axial stress for x-direction loading, 458.149 × 1000 0.1 × 106 = 4.581 𝑀𝑃𝑎 But, 𝜎𝑎𝑙𝑙 = 0.25 𝑓𝑐𝑘 (Reference IS 15988:2013 clause 6.5.9) = 3.75 MPa ∴ 𝜎 > 𝜎𝑎𝑙𝑙 NOT O.K. ∴ 𝐷𝐶𝑅 = 1.222 > 1 Hence, the check is not satisfied. 𝜎= ii) Axial stress in moment frames for y-direction loading. Axial force in columns of moment frames at base due to overturning forces, Fo is given by 2 𝑣 𝐻 Fo = 3 (𝑛𝑏 ) ( 𝐿 ) 𝑓 VB = 4082.853 x 1.5 = 6124.280 KN Ac = column area = 0.1 m2 H = Total height = 10.75 m 20 L = Length of building = 14.8 m 2 6124.280 10.75 × × = 423.655 𝑘𝑁 3 7 14.8 Axial stress for y-direction loading, 423.655 × 103 𝜎= = 4.237 𝑀𝑃𝑎 0.1 × 106 ∴ 𝐹𝑜 = 𝜎 = 0.25 𝑓𝑐𝑘 = 0.25 × 15 = 3.75 𝑀𝑃𝑎 (Reference IS 15988:2013, clause 6.5.4) ∴ 𝜎 > 𝜎𝑎𝑙𝑙 NOT O.K. ∴ 𝐷𝐶𝑅 = 1.13 > 1 Hence, the check is not satisfied. *Check of out-of-plane stability of Brick Masonry Walls Wall Wall Type Wall in ground storey thickne ss Recommended height/thickness ratio (0.24 < Sx< =0.35) (ref: FEMA 310 table 4.2) 230mm Actual height/thickness ratio of building Comments 18 (3000-300)/230 =11.73 Pass Pass Pass Wall in first storey 230mm 16 (3000-300)/230 =11.73 Wall in second storey 230mm 16 (3750-300)/230 = 15 The out of plan stability of ground floor wall and that for upper stories are within the permissible limit, hence the check is satisfied Method II: AS Per IS 1893:2016-Part 1 Calculation of base shear: The design horizontal seismic coefficient, Ah=(ZIS /2Rg) Reference: IS 1893:2016 The total design lateral force on Design seismic base shear (Vb) along any principal direction is determined by following equation: Vb= AhW Where, Ah= the design horizontal seismic coefficient 21 W= seismic weight of the building The approximate fundamental natural period of vibration (Ta) in seconds, of a momentresisting frame building without brick infill panels, may be estimated by the empirical expression: Ta= 0.075h0.75 Ref: IS1893:2016- Cl 7.7.1 Where, H= height of the building= 10.75 m Ta= 0.075* 10.750.75= 0.445 sec Z= 0.36; for seismic zone V I= 1.5 for institutional building Sa/g= 2.5; for medium soil R= 3.0 for SMRF The total design lateral force or design seismic base shear is given by: 𝑍𝐼𝑆𝑎 Ah= 2𝑅𝑔 0.36∗1.5∗2.5 = 2∗3 = 0.225 Base Shear (Vb)= Ah*W =0.225*8505.943 =1913.837 KN Distribution of base shear and calculation of shear stress in RC columns: Floor Total Height Wihi2 Wihi2/Wihi2 Qi Weight Hi (KN) Wi (m) (KN) 3 1949.339 10.75 225270.488 0.528 1010.506 2 3294.042 7 161408.058 0.378 723.430 1 3262.562 3.5 39966.385 0.094 179.094 SUM 9500.56 426644.931 1 1913.837 Storey Shear Vi (KN) 1010.506 1733.936 1913.837 Shear Stress Check (Using IITK-GSDMA Guidelines for Seismic Evaluation and Strengthening of Buildings, 6.5.1) 22 Average shearing stress in column is given as, 𝑧𝑐𝑜𝑙 = (𝑛 𝑛𝑐 𝑐 −𝑛𝑓 𝑣 ) (𝐴𝑗 ) < minimum of 0.4 Mpa and 𝑐 0.1 √𝑓𝑐𝑘 (Ref IS 15988 :2013 clause 6.5.1) √𝑓𝑐𝑘 = 0.1√15 = 0.387 nc = total no. of columns resisting lateral forces in the direction of loading nf = total no. of frames in the direction of loading Ac = summation of the cross-section area of all columns in the storey under consideration, Vj = Maximum storey shear at storey level ‘j’ DCR = Demand Capacity Ratio Storey nc nf1 nf2 Shear stress 𝝉𝒄𝒐𝒍 Storey Ac shear (m2) (KN) 3 2 28 28 4 4 7 7 2.8 2.8 1 28 4 7 2.8 1010.506 1733.936 1913.837 DCR In x-dir In y-dir Remark DCR is not satisfied for all the floors Col x 0.421 0.722 Col y 0.481 0.826 1.088 1.243 1.866 2.134 0.797 0.911 2.059 2.354 Hence, the check is not satisfied for any floors. Axial Stress Check Axial stresses due to overturning forces as per FEMA 310 (Clause 3.5.3.6) i) Axial stress in moment frames for x-direction loading Axial force in columns of moment frames at base due to overturning forces. The axial stress of columns subjected to overturning forces Fo is given by VB = Base shear x Load factor = 1913.837 x 1.5 = 2870.756 kN Ac = column area = 0.1 m2 H = total height = 10.75 m L = length of the building = 23.95 m 2 𝑣 𝐻 Fo = 3 (𝑛𝑏 ) ( 𝐿 ) = (2/3)x(2870.756/4)x(10.75/23.95) 𝑓 = 214.757 kN Axial stress for x-direction loading, 𝜎= 214.757 × 1000 0.1 × 106 = 2.148 𝑀𝑃𝑎 But, 𝜎𝑎𝑙𝑙 = 0.25 𝑓𝑐𝑘 (Reference IS 15988:2013 clause 6.5.9) = 3.75 MPa ∴ 𝜎 < 𝜎𝑎𝑙𝑙 O.K. ∴ 𝐷𝐶𝑅 = 0.573 < 1 Hence, the check is satisfied. 23 ii) Axial stress in moment frames for y-direction loading. Axial force in columns of moment frames at base due to overturning forces, Fo is given by 2 𝑣 𝐻 Fo = 3 (𝑛𝑏 ) ( 𝐿 ) 𝑓 VB = 1923.855 KN Ac = column area = 0.1 m2 H = Total height = 10.75 m L = Length of building = 14.8 m 2 2870.756 10.75 × × 3 7 14.8 = 198.588 KN ∴ 𝐹𝑜 = Axial stress for y-direction loading, 𝜎= 198.588 × 103 = 1.986 𝑀𝑃𝑎 0.1 × 106 𝜎 = 0.25 𝑓𝑐𝑘 = 0.25 × 15 = 3.75 𝑀𝑃𝑎 (Reference IS 15988:2013, clause 6.5.4) ∴ 𝜎 < 𝜎𝑎𝑙𝑙 O.K. ∴ 𝐷𝐶𝑅 = 0.53 < 1 Hence, the check is satisfied. *Check of out-of-plane stability of Brick Masonry Walls Wall Wall Type thickne ss Recommended height/thickness ratio (0.24 < Sx< =0.35) (ref: FEMA 310 table 4.2) Actual height/thickness ratio of building Comments Wall in ground storey 230mm 18 (3000-300)/230 =11.73 Pass Wall in first storey 230mm 16 (3000-300)/230 =11.73 Pass 16 (3750-300)/230 = 15 Pass Wall in second storey 230mm The out of plan stability of ground floor wall and that for upper stories are within the permissible limit, hence the check is satisfied. 24 DETAILED ANALYSIS Reference Steps 1 Calculations Column Flexure Capacity Calculating the column bending capacity for ground storey column (C-8 ) The column demand given by load case with maximum value is: Pu =932. 82 KN Mux =200.50 KN-m Muy = -2.97 KN-m fck = 15 MPa fy = 415 MPa Clear Cover =40 mm d’ =60 mm b =250 mm D =400 mm d’/D =0.15 d’/b =0.24 As =4789 mm2 Percentage of reinforcement, P =4.789% P/fck Pu/(fckbD) =0.32 =0.6158 Chart 44 SP:16 M’ux/(fckbD2) =0.205 M’ux =123 KN-m DCR =200.5/123 = 1.63> 1 Chart 45 SP:16 M’uy/(fckb2D) =0.197 M’uy =73.875 KN-m DCR =2.97/73.875 = 0.04< 1 Hence, the check is not satisfied. 25 Remarks Reference Steps 2 Calculations Shear Capacity of Column Considering that the steel in one face will be in tension, For Y- Direction IS 456:2000 Table 19 As =3*3.14*162/4 =603.18 mm2 Therefore, 100 As/bD =(100*603.18)/(250*400) = 0.60% For Pt=0.60 % and M15 grade of concrete, Ʈc =0.492 N/mm2 For members subjected to axial compression Pu, the design shear strength of concrete Tc, shall be multiplied by the following factor IS 456:2000 Clause 40.2.2 IS 456:2000 Clause 40.4 δ = 1+3Pu/(Ag*fck) =2.85> 1.5 Multiplying Factor, δ =1.5 Hence, Ʈc (Modified) = δ *Tc =0.74 N/mm2 Shear Capacity of section, Vc = (0.74*250*400)/1000 =74 KN Stirrups are 4-legged, 8 mm ɸ @ 150 mm c/c spacing As = 4*3.14*82/4 = 201.06 mm2 Then, Vus = 0.87*fy*As*D/Sv =(0.87*415*201.66*400)/150 =193.60 KN Therefore, Vuy = Vus+ Ʈc bD =193.60+ 0.74*250*400*10-3 = 267.60 KN For X- Direction As =3*3.14*162/4 26 Remarks Reference Steps Calculations = 603.18 mm2 Therefore, 100 As/bD IS 456:2000 Table 19 For Pt=0.60 % =(100*603.18)/(250*400) = 0.60% and M15 grade of concrete, Ʈc =0.492 N/mm2 For members subjected to axial compression Pu, the design shear strength of concrete Tc, shall be multiplied by the following factor IS 456:2000 Clause 40.2.2 IS 456:2000 Clause 40.4 δ = 1+3Pu/(Ag*fck) =2.85> 1.5 Multiplying Factor, δ =1.5 Hence, Ʈc (Modified) = δ *Tc =0.74 N/mm2 Shear Capacity of section, Vc = (0.74*250*400)/1000 =74 KN Stirrups are 4-legged, 8 mm ɸ @ 150 mm c/c spacing As = 4*3.14*82/4 = 201.06 mm2 Then, Vus = 0.87*fy*As*D/Sv =(0.87*415*201.66*400)/150 =193.60 KN Therefore, Vux = Vus+ Ʈc bD =193.60+ 0.74*250*400*10-3 = 267.60 KN Shear Force as per ETABS Analysis Vux=37.1907 KN Vuy=120.2449 KN Moment Capacity of Beam Along X- Direction MuAs=0 KN-m MuBh=102.0821 KN-m MuAh=0 KN-m MuBs=78.6535 KN-m 27 Remarks Reference Steps IS 13920: 2016 Clause 7.5 Calculations Along Y- Direction MuAs=141.0726 KN-m MuBh=183.5126 KN-m MuAh=164.9924 KN-m MuBs=0 KN-m hst=3.5m For X- Direction, For sway to right: Vu= 1.4*(MuAs+MuBh)/hst = 40.833 KN For sway to left: Vu=1.4*(MuAh+MuBs)/hst = 31.4614 KN Therefore, Vux= 40.833 KN For Y-Direction For sway to right: IS 13920: 2016 Clause 7.5 Vu= 1.4*(MuAs+MuBh)/hst = 129.834 KN For sway to left: Vu=1.4*(MuAh+MuBs)/hst = 65.70 KN Therefore, Vuy= 129.834 KN So, final shear demand Vux= 40.833 KN Vuy= Vuy= 129.834 KN DCR= (Shear demand / Shear capacity) = (129.834 KN / 267.60 KN)=0.485 < 1 = (40.833 KN / 267.60 KN)=0.1525 < 1 Hence the check is satisfied. The column is safe in shear. 3 Shear Capacity of Beam The shear reinforcement provided in the existing beam at support section is 2- legged 8 mm ɸ @ 80 mm c/c As=1884.96 mm2 Pt=100As/bd = 2.154 % For M15 grade of concrete ant Pt= 2.154 % 28 Remarks Reference Steps Calculations Ʈc = 0.71 Stirrups are 2- legged 8 mm ɸ @ 80 mm c/c Vus=(0.87*fy*Ast*d)/Sv 0.87∗415∗100.53∗307 = 80 =139.287 KN Vu= Vus+ Ʈc bd = 193.78 KN Shear Demand in Beam IS 13920: 2016 Clause 6.3.3 V as per analysis= 243.8233 KN Moment Capacity of Beam MuAs=0 KN-m MuBh= 167.9514KN-m MuAh= 154.0893KN-m MuBs= 0 KN-m LAB =5.625 m VuaD+L= 63.76KN VubD+L= 63.76KN V from capacity design 1. For sway to right 0+167.9514 Vu,a= 63.76 - 1.4* 5.625 = 21.96 KN Vu,b= 63.76 + 1.4* 0+167.9514 5.625 = 105.561 KN 2.For sway to left 154.0893+0 Vu,a= 63.76 - 1.4* 5.625 = 25.41 KN Vub= 63.76 + 1.4* 154.0893+0 5.625 = 102.11 KN Vu= 105.561 KN Hence the final shear demand in beam Vu =243.8233 KN DCR= (243.8233 KN/193.78 KN) = 1.258 > 1 Hence, the check is not satisfied. The beam fails in shear. 29 Remarks 4 Check for Strong Column- Weak Beam Beam size= 250 mm x 350 mm Width of beam, b= 250 mm Depth of beam, D= 350 mm Effective depth, d= 307 mm Top reinforcement, Asc= 3- 20 mm dia bars = 942.48 mm2 Bottom reinfotcement, Ast= 3- 20 mm dia bars = 942.48 mm2 Hogging moment capacity= 68.974 KN-m Sagging moment capacity= 68.974 KN-m ∑Mb= 137.95 68.974 KN-m 1st storey interior column capacity= ∑Mc=123 KN-m + 73.875 KN-m = 196.875 KN-m IS 15988: 2013 Clause 7.4.1 ∑Mb= 151.744 KN-m ∑Mc > 1.1 ∑Mb Hence, the check is satisfied. Check for storey drift The storey displacements and storey drift calculations are as follows: Storey 2nd floor Displacement U1 U2 0.014675 0.013846 Drift D1 D2 0.004048 0.005566 3.75 Allowable drift 0.015 1st floor 0.009798 0.007656 3.5 0.014 0.009109 0.007994 Height Ground 0.002142 0.001115 0.009179 0.008602 3.5 0.014 floor Plinth level 0 0 0 0 The allowable storey drift shall be limited to 0.004 hx (where hx is the storey height of storey x). So, for second floor allowable storey drift is 0.004 x 3.75 m = 0.015 m. and for first and ground floor allowable storey drift is 0.004 x 3.5 m = 0.014 m. Hence, it is found that all the stories of the frame are satisfying the storey drift limitation requirement. 30 Evaluation summary The building is not safe in strength related checks. The component analysis of the structure in ETABS v18 shows : Beam : Not safe Floor slab : Safe Column : Not Safe Thus the above evaluations state that the frame has to be strengthened and retrofitted. 31 BEAM BEFORE RETROFITTING Top Reinforcement(As) Story 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor Label B1 B1 B1 B2 B2 B2 B3 B3 B3 B4 B4 B4 B5 B5 B5 B6 B6 B6 B7 B7 B7 B13 B13 B13 B14 B14 B14 B15 B15 B15 B16 B16 B16 B17 B17 B17 B18 B18 B18 B19 B19 B19 B20 B20 Section B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 350x250 B 350x250 Location End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle Required mm² 321 100 258 255 100 250 258 100 239 245 100 247 254 100 240 266 100 339 793 198 742 683 195 622 314 100 286 291 100 288 301 100 272 278 100 290 292 100 283 300 100 343 551 178 32 Existing Remarks mm² 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 942.4778 OK 942.4778 OK Bottom Reinforcement(As) Required Existing Remarks mm² mm² 165 402.1239 OK 100 402.1239 OK 188 402.1239 OK 172 402.1239 OK 100 402.1239 OK 176 402.1239 OK 170 402.1239 OK 100 402.1239 OK 181 402.1239 OK 177 402.1239 OK 100 402.1239 OK 176 402.1239 OK 174 402.1239 OK 100 402.1239 OK 180 402.1239 OK 181 402.1239 OK 100 402.1239 OK 211 402.1239 OK 397 942.4778 OK 321 942.4778 OK 371 942.4778 OK 347 942.4778 OK 305 942.4778 OK 311 942.4778 OK 157 402.1239 OK 100 402.1239 OK 158 402.1239 OK 149 402.1239 OK 100 402.1239 OK 144 402.1239 OK 150 402.1239 OK 100 402.1239 OK 153 402.1239 OK 150 402.1239 OK 100 402.1239 OK 147 402.1239 OK 146 402.1239 OK 100 402.1239 OK 154 402.1239 OK 150 402.1239 OK 100 402.1239 OK 197 402.1239 OK 395 942.4778 OK 178 942.4778 OK Top Reinforcement(As) Story 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor Label B20 B23 B23 B23 B26 B26 B26 B27 B27 B27 B28 B28 B28 B29 B29 B29 B30 B30 B30 B31 B31 B31 B32 B32 B32 B33 B33 B33 B39 B39 B39 B40 B40 B40 B41 B41 B41 B42 B42 B42 B43 B43 B43 B44 B44 B44 B45 B45 Section B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 Location End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle Required mm² 554 579 178 576 536 178 529 315 100 285 291 100 288 301 100 273 284 100 289 297 100 287 299 100 348 743 198 793 621 196 685 321 100 258 255 100 250 258 100 239 248 100 245 255 100 242 264 100 33 Existing Remarks mm² 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK 402.1239 OK Bottom Reinforcement(As) Required Existing Remarks mm² mm² 394 942.4778 OK 631 942.4778 OK 178 942.4778 OK 636 942.4778 OK 372 942.4778 OK 178 942.4778 OK 376 942.4778 OK 157 402.1239 OK 100 402.1239 OK 158 402.1239 OK 149 402.1239 OK 100 402.1239 OK 144 402.1239 OK 151 402.1239 OK 100 402.1239 OK 153 402.1239 OK 147 402.1239 OK 100 402.1239 OK 147 402.1239 OK 148 402.1239 OK 100 402.1239 OK 152 402.1239 OK 149 402.1239 OK 100 402.1239 OK 193 402.1239 OK 371 942.4778 OK 321 942.4778 OK 396 942.4778 OK 311 942.4778 OK 303 942.4778 OK 346 942.4778 OK 166 402.1239 OK 100 402.1239 OK 188 402.1239 OK 172 402.1239 OK 100 402.1239 OK 176 402.1239 OK 171 402.1239 OK 100 402.1239 OK 181 402.1239 OK 176 402.1239 OK 100 402.1239 OK 177 402.1239 OK 174 402.1239 OK 100 402.1239 OK 180 402.1239 OK 183 402.1239 OK 100 402.1239 OK Top Reinforcement(As) Story 2nd floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor Label B45 B1 B1 B1 B2 B2 B2 B3 B3 B3 B4 B4 B4 B5 B5 B5 B6 B6 B6 B7 B7 B7 B8 B8 B8 B9 B9 B9 B10 B10 B10 B11 B11 B11 B12 B12 B12 B13 B13 B13 B14 B14 B14 B15 B15 B15 B16 B16 Section B 230x230 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 Location End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle Required mm² 343 871 218 830 776 194 755 773 193 760 762 190 761 755 189 756 816 220 882 1538 384 1472 1317 331 1323 1234 310 1242 1173 306 1225 1068 267 1067 1070 269 1074 1014 254 954 852 213 796 741 185 724 739 185 34 Existing Remarks mm² 402.1239 OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK Bottom Reinforcement(As) Required Existing Remarks mm² mm² 209 402.1239 OK 604 942.4778 OK 337 942.4778 OK 415 942.4778 OK 388 942.4778 OK 194 942.4778 OK 387 942.4778 OK 387 942.4778 OK 200 942.4778 OK 389 942.4778 OK 388 942.4778 OK 196 942.4778 OK 391 942.4778 OK 387 942.4778 OK 189 942.4778 OK 385 942.4778 OK 408 942.4778 OK 324 942.4778 OK 594 942.4778 OK 984 942.4778 NOT OK 671 942.4778 OK 918 942.4778 OK 760 942.4778 OK 650 942.4778 OK 766 942.4778 OK 676 942.4778 OK 636 942.4778 OK 684 942.4778 OK 613 942.4778 OK 643 942.4778 OK 667 942.4778 OK 537 942.4778 OK 585 942.4778 OK 534 942.4778 OK 571 942.4778 OK 574 942.4778 OK 543 942.4778 OK 663 942.4778 OK 400 942.4778 OK 608 942.4778 OK 616 942.4778 OK 275 942.4778 OK 400 942.4778 OK 376 942.4778 OK 196 942.4778 OK 399 942.4778 OK 386 942.4778 OK 207 942.4778 OK Top Reinforcement(As) Story 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor Label B16 B17 B17 B17 B18 B18 B18 B19 B19 B19 B20 B20 B20 B21 B21 B21 B22 B22 B22 B23 B23 B23 B24 B24 B24 B25 B25 B25 B26 B26 B26 B27 B27 B27 B28 B28 B28 B29 B29 B29 B30 B30 B30 B31 B31 B31 B32 B32 Section B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 350x250 B 350x250 B 350x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 350x250 B 350x250 B 350x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 Location End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle Required mm² 723 723 181 715 712 178 703 760 214 855 1298 330 1302 942 236 941 879 220 877 847 212 850 800 210 839 816 214 855 1028 257 1029 853 213 796 741 185 724 738 184 726 734 184 736 741 185 734 783 217 35 Existing Remarks mm² 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK Bottom Reinforcement(As) Required Existing Remarks mm² mm² 401 942.4778 OK 401 942.4778 OK 210 942.4778 OK 405 942.4778 OK 409 942.4778 OK 200 942.4778 OK 406 942.4778 OK 428 942.4778 OK 262 942.4778 OK 611 942.4778 OK 1079 942.4778 NOT OK 325 942.4778 OK 1077 942.4778 NOT OK 727 942.4778 OK 236 942.4778 OK 727 942.4778 OK 672 942.4778 OK 220 942.4778 OK 673 942.4778 OK 657 942.4778 OK 212 942.4778 OK 655 942.4778 OK 651 942.4778 OK 210 942.4778 OK 628 942.4778 OK 665 942.4778 OK 214 942.4778 OK 642 942.4778 OK 956 942.4778 NOT OK 257 942.4778 OK 956 942.4778 NOT OK 616 942.4778 OK 276 942.4778 OK 401 942.4778 OK 377 942.4778 OK 196 942.4778 OK 400 942.4778 OK 387 942.4778 OK 204 942.4778 OK 399 942.4778 OK 392 942.4778 OK 204 942.4778 OK 388 942.4778 OK 386 942.4778 OK 203 942.4778 OK 382 942.4778 OK 410 942.4778 OK 259 942.4778 OK Top Reinforcement(As) Story Label 1st floor B32 1st floor B33 1st floor B33 1st floor B33 1st floor B34 1st floor B34 1st floor B34 1st floor B35 1st floor B35 1st floor B35 1st floor B36 1st floor B36 1st floor B36 1st floor B37 1st floor B37 1st floor B37 1st floor B38 1st floor B38 1st floor B38 1st floor B39 1st floor B39 1st floor B39 1st floor B40 1st floor B40 1st floor B40 1st floor B41 1st floor B41 1st floor B41 1st floor B42 1st floor B42 1st floor B42 1st floor B43 1st floor B43 1st floor B43 1st floor B44 1st floor B44 1st floor B44 1st floor B45 1st floor B45 1st floor B45 ground floor B1 ground floor B1 ground floor B1 ground floor B2 ground floor B2 ground floor B2 ground floor B3 ground floor B3 Section B 300x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 Location End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle Required mm² 868 1473 384 1536 1324 331 1316 1242 310 1232 1243 311 1187 1205 301 1190 1214 304 1194 969 256 1024 872 218 832 777 194 755 772 193 760 766 192 767 767 192 769 823 223 891 1290 323 1126 1035 259 1025 1052 263 36 Existing Remarks mm² 628.3185 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK Bottom Reinforcement(As) Required Existing Remarks mm² mm² 604 942.4778 OK 919 942.4778 OK 672 942.4778 OK 983 942.4778 NOT OK 767 942.4778 OK 651 942.4778 OK 759 942.4778 OK 684 942.4778 OK 635 942.4778 OK 673 942.4778 OK 685 942.4778 OK 634 942.4778 OK 628 942.4778 OK 646 942.4778 OK 637 942.4778 OK 631 942.4778 OK 656 942.4778 OK 627 942.4778 OK 635 942.4778 OK 599 942.4778 OK 410 942.4778 OK 657 942.4778 OK 606 942.4778 OK 337 942.4778 OK 416 942.4778 OK 388 942.4778 OK 195 942.4778 OK 389 942.4778 OK 386 942.4778 OK 198 942.4778 OK 391 942.4778 OK 386 942.4778 OK 196 942.4778 OK 388 942.4778 OK 384 942.4778 OK 196 942.4778 OK 384 942.4778 OK 411 942.4778 OK 326 942.4778 OK 591 942.4778 OK 1002 942.4778 NOT OK 490 942.4778 OK 767 942.4778 OK 721 942.4778 OK 292 942.4778 OK 727 942.4778 OK 734 942.4778 OK 300 942.4778 OK Top Reinforcement(As) Story Label ground floor B3 ground floor B4 ground floor B4 ground floor B4 ground floor B5 ground floor B5 ground floor B5 ground floor B6 ground floor B6 ground floor B6 ground floor B7 ground floor B7 ground floor B7 ground floor B8 ground floor B8 ground floor B8 ground floor B9 ground floor B9 ground floor B9 ground floor B10 ground floor B10 ground floor B10 ground floor B11 ground floor B11 ground floor B11 ground floor B12 ground floor B12 ground floor B12 ground floor B13 ground floor B13 ground floor B13 ground floor B14 ground floor B14 ground floor B14 ground floor B15 ground floor B15 ground floor B15 ground floor B16 ground floor B16 ground floor B16 ground floor B17 ground floor B17 ground floor B17 ground floor B18 ground floor B18 ground floor B18 ground floor B19 ground floor B19 Section B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 Location End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle Required mm² 1042 1042 264 1054 1032 260 1039 1125 325 1300 1810 453 1655 1621 405 1490 1505 376 1385 1515 379 1398 1425 356 1321 1440 360 1337 1244 340 1113 1228 307 1051 951 238 950 967 243 970 969 243 971 958 240 949 1040 308 37 Existing Remarks mm² 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK Bottom Reinforcement(As) Required Existing Remarks mm² mm² 732 942.4778 OK 733 942.4778 OK 300 942.4778 OK 733 942.4778 OK 722 942.4778 OK 294 942.4778 OK 719 942.4778 OK 768 942.4778 OK 489 942.4778 OK 997 942.4778 NOT OK 1261 942.4778 NOT OK 743 942.4778 OK 1103 942.4778 NOT OK 1069 942.4778 NOT OK 597 942.4778 OK 936 942.4778 OK 951 942.4778 NOT OK 581 942.4778 OK 829 942.4778 OK 961 942.4778 NOT OK 645 942.4778 OK 842 942.4778 OK 870 942.4778 OK 586 942.4778 OK 764 942.4778 OK 885 942.4778 OK 581 942.4778 OK 791 942.4778 OK 898 942.4778 OK 523 942.4778 OK 770 942.4778 OK 988 942.4778 NOT OK 358 942.4778 OK 713 942.4778 OK 663 942.4778 OK 238 942.4778 OK 683 942.4778 OK 680 942.4778 OK 243 942.4778 OK 678 942.4778 OK 679 942.4778 OK 243 942.4778 OK 677 942.4778 OK 678 942.4778 OK 240 942.4778 OK 664 942.4778 OK 720 942.4778 OK 345 942.4778 OK Top Reinforcement(As) Story ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor Label B19 B20 B20 B20 B21 B21 B21 B22 B22 B22 B23 B23 B23 B24 B24 B24 B25 B25 B25 B26 B26 B26 B27 B27 B27 B28 B28 B28 B29 B29 B29 B30 B30 B30 B31 B31 B31 B32 B32 B32 B33 B33 B33 B34 B34 B34 B35 B35 Section B 300x250 B 350x250 B 350x250 B 350x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 350x250 B 350x250 B 350x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 Location End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle Required mm² 1230 1658 414 1652 1246 311 1245 1148 287 1148 1053 263 1050 1099 275 1071 1126 281 1098 1331 333 1328 1229 307 1051 951 238 950 967 242 970 972 243 963 954 239 945 1033 309 1235 1647 451 1806 1491 405 1620 1386 376 38 Existing Remarks mm² 628.3185 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK Bottom Reinforcement(As) Required Existing Remarks mm² mm² 987 942.4778 NOT OK 1446 942.4778 NOT OK 414 942.4778 OK 1450 942.4778 NOT OK 1122 942.4778 NOT OK 311 942.4778 OK 1123 942.4778 NOT OK 1033 942.4778 NOT OK 287 942.4778 OK 1033 942.4778 NOT OK 907 942.4778 OK 263 942.4778 OK 909 942.4778 OK 954 942.4778 NOT OK 275 942.4778 OK 970 942.4778 NOT OK 976 942.4778 NOT OK 281 942.4778 OK 993 942.4778 NOT OK 1246 942.4778 NOT OK 333 942.4778 OK 1248 942.4778 NOT OK 988 942.4778 NOT OK 358 942.4778 OK 714 942.4778 OK 663 942.4778 OK 238 942.4778 OK 683 942.4778 OK 680 942.4778 OK 242 942.4778 OK 679 942.4778 OK 678 942.4778 OK 243 942.4778 OK 682 942.4778 OK 681 942.4778 OK 239 942.4778 OK 667 942.4778 OK 725 942.4778 OK 344 942.4778 OK 985 942.4778 NOT OK 1095 942.4778 NOT OK 743 942.4778 OK 1256 942.4778 NOT OK 936 942.4778 OK 597 942.4778 OK 1068 942.4778 NOT OK 830 942.4778 OK 581 942.4778 OK Top Reinforcement(As) Story Label ground floor B35 ground floor B36 ground floor B36 ground floor B36 ground floor B37 ground floor B37 ground floor B37 ground floor B38 ground floor B38 ground floor B38 ground floor B39 ground floor B39 ground floor B39 ground floor B40 ground floor B40 ground floor B40 ground floor B41 ground floor B41 ground floor B41 ground floor B42 ground floor B42 ground floor B42 ground floor B43 ground floor B43 ground floor B43 ground floor B44 ground floor B44 ground floor B44 ground floor B45 ground floor B45 ground floor B45 plinth level B1 plinth level B1 plinth level B1 plinth level B2 plinth level B2 plinth level B2 plinth level B3 plinth level B3 plinth level B3 plinth level B4 plinth level B4 plinth level B4 plinth level B5 plinth level B5 plinth level B5 plinth level B6 plinth level B6 Section B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 Location End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle Required mm² 1504 1399 379 1517 1323 360 1438 1339 363 1453 1113 340 1245 1293 323 1128 1037 259 1026 1054 263 1044 1046 263 1052 1032 260 1038 1122 326 1305 983 331 968 914 268 905 918 269 910 910 264 918 907 262 912 964 262 39 Existing Remarks mm² 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK Bottom Reinforcement(As) Required Existing Remarks mm² mm² 950 942.4778 NOT OK 843 942.4778 OK 644 942.4778 OK 963 942.4778 NOT OK 766 942.4778 OK 584 942.4778 OK 883 942.4778 OK 790 942.4778 OK 579 942.4778 OK 899 942.4778 OK 770 942.4778 OK 522 942.4778 OK 897 942.4778 OK 1004 942.4778 NOT OK 491 942.4778 OK 769 942.4778 OK 723 942.4778 OK 293 942.4778 OK 728 942.4778 OK 736 942.4778 OK 300 942.4778 OK 734 942.4778 OK 733 942.4778 OK 299 942.4778 OK 737 942.4778 OK 724 942.4778 OK 294 942.4778 OK 722 942.4778 OK 772 942.4778 OK 489 942.4778 OK 997 942.4778 NOT OK 678 942.4778 OK 460 942.4778 OK 540 942.4778 OK 480 942.4778 OK 334 942.4778 OK 496 942.4778 OK 492 942.4778 OK 344 942.4778 OK 498 942.4778 OK 497 942.4778 OK 349 942.4778 OK 492 942.4778 OK 495 942.4778 OK 350 942.4778 OK 482 942.4778 OK 543 942.4778 OK 358 942.4778 OK Top Reinforcement(As) Story Label plinth level B6 plinth level B7 plinth level B7 plinth level B7 plinth level B8 plinth level B8 plinth level B8 plinth level B9 plinth level B9 plinth level B9 plinth level B10 plinth level B10 plinth level B10 plinth level B11 plinth level B11 plinth level B11 plinth level B12 plinth level B12 plinth level B12 plinth level B13 plinth level B13 plinth level B13 plinth level B14 plinth level B14 plinth level B14 plinth level B15 plinth level B15 plinth level B15 plinth level B16 plinth level B16 plinth level B16 plinth level B17 plinth level B17 plinth level B17 plinth level B18 plinth level B18 plinth level B18 plinth level B19 plinth level B19 plinth level B19 plinth level B20 plinth level B20 plinth level B20 plinth level B21 plinth level B21 plinth level B21 plinth level B22 plinth level B22 Section B 300x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 Location End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle Required mm² 987 1349 337 1275 842 351 724 765 320 660 981 245 903 714 299 616 732 307 632 727 299 640 917 358 864 818 281 809 824 283 813 814 278 822 812 275 815 859 275 919 1370 711 1372 1201 567 1201 1111 513 40 Existing Remarks mm² 628.3185 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 NOT OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK Bottom Reinforcement(As) Required Existing Remarks mm² mm² 674 942.4778 OK 675 942.4778 OK 553 942.4778 OK 637 942.4778 OK 642 942.4778 OK 348 942.4778 OK 589 942.4778 OK 575 942.4778 OK 319 942.4778 OK 530 942.4778 OK 491 942.4778 OK 361 942.4778 OK 451 942.4778 OK 527 942.4778 OK 299 942.4778 OK 488 942.4778 OK 544 942.4778 OK 306 942.4778 OK 503 942.4778 OK 555 942.4778 OK 310 942.4778 OK 507 942.4778 OK 725 942.4778 OK 418 942.4778 OK 622 942.4778 OK 553 942.4778 OK 316 942.4778 OK 567 942.4778 OK 563 942.4778 OK 323 942.4778 OK 570 942.4778 OK 569 942.4778 OK 329 942.4778 OK 563 942.4778 OK 565 942.4778 OK 330 942.4778 OK 554 942.4778 OK 625 942.4778 OK 341 942.4778 OK 722 942.4778 OK 1204 942.4778 NOT OK 561 942.4778 OK 1202 942.4778 NOT OK 1186 942.4778 NOT OK 572 942.4778 OK 1186 942.4778 NOT OK 1096 942.4778 NOT OK 518 942.4778 OK Top Reinforcement(As) Story Label plinth level B22 plinth level B23 plinth level B23 plinth level B23 plinth level B24 plinth level B24 plinth level B24 plinth level B25 plinth level B25 plinth level B25 plinth level B26 plinth level B26 plinth level B26 plinth level B27 plinth level B27 plinth level B27 plinth level B28 plinth level B28 plinth level B28 plinth level B29 plinth level B29 plinth level B29 plinth level B30 plinth level B30 plinth level B30 plinth level B31 plinth level B31 plinth level B31 plinth level B32 plinth level B32 plinth level B32 plinth level B33 plinth level B33 plinth level B33 plinth level B34 plinth level B34 plinth level B34 plinth level B35 plinth level B35 plinth level B35 plinth level B36 plinth level B36 plinth level B36 plinth level B37 plinth level B37 plinth level B37 plinth level B38 plinth level B38 Section B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 B 350x250 Location End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle Required mm² 1112 1060 507 1060 1048 475 1043 1072 490 1068 1080 497 1082 917 358 864 818 281 810 824 283 814 816 278 822 812 275 815 858 275 921 1275 337 1349 724 351 842 659 320 765 902 245 981 614 298 713 629 306 41 Existing Remarks mm² 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 942.4778 NOT OK 942.4778 OK 942.4778 NOT OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 NOT OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK Bottom Reinforcement(As) Required Existing Remarks mm² mm² 1095 942.4778 NOT OK 979 942.4778 NOT OK 435 942.4778 OK 978 942.4778 NOT OK 1029 942.4778 NOT OK 478 942.4778 OK 1032 942.4778 NOT OK 1053 942.4778 NOT OK 492 942.4778 OK 1056 942.4778 NOT OK 1061 942.4778 NOT OK 494 942.4778 OK 1059 942.4778 NOT OK 725 942.4778 OK 418 942.4778 OK 622 942.4778 OK 553 942.4778 OK 316 942.4778 OK 568 942.4778 OK 563 942.4778 OK 323 942.4778 OK 570 942.4778 OK 569 942.4778 OK 329 942.4778 OK 564 942.4778 OK 566 942.4778 OK 330 942.4778 OK 555 942.4778 OK 626 942.4778 OK 341 942.4778 OK 722 942.4778 OK 637 942.4778 OK 553 942.4778 OK 674 942.4778 OK 589 942.4778 OK 348 942.4778 OK 642 942.4778 OK 530 942.4778 OK 319 942.4778 OK 574 942.4778 OK 451 942.4778 OK 361 942.4778 OK 491 942.4778 OK 488 942.4778 OK 298 942.4778 OK 527 942.4778 OK 503 942.4778 OK 305 942.4778 OK Top Reinforcement(As) Story Label plinth level B38 plinth level B39 plinth level B39 plinth level B39 plinth level B40 plinth level B40 plinth level B40 plinth level B41 plinth level B41 plinth level B41 plinth level B42 plinth level B42 plinth level B42 plinth level B43 plinth level B43 plinth level B43 plinth level B44 plinth level B44 plinth level B44 plinth level B45 plinth level B45 plinth level B45 Section B 350x250 B 350x250 B 350x250 B 350x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 B 300x250 Location End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J Required mm² 731 638 299 729 985 332 969 916 268 906 920 270 911 913 265 917 908 262 913 965 262 989 Existing Remarks mm² 942.4778 OK 942.4778 OK 942.4778 OK 942.4778 OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 628.3185 NOT OK 628.3185 OK 628.3185 NOT OK 42 Bottom Reinforcement(As) Required Existing Remarks mm² mm² 543 942.4778 OK 508 942.4778 OK 309 942.4778 OK 554 942.4778 OK 679 942.4778 OK 460 942.4778 OK 542 942.4778 OK 481 942.4778 OK 335 942.4778 OK 498 942.4778 OK 493 942.4778 OK 344 942.4778 OK 499 942.4778 OK 498 942.4778 OK 349 942.4778 OK 495 942.4778 OK 496 942.4778 OK 350 942.4778 OK 483 942.4778 OK 545 942.4778 OK 359 942.4778 OK 676 942.4778 OK COLUMN BEFORE RETROFITTING Story 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor Label C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15 C16 C17 C18 C19 C20 C21 C22 C23 C24 Section C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 P (KN) -102.3924 -50.7023 -54.4009 -53.0652 -53.9423 -55.801 -22.56 -108.4556 -64.4652 -62.9419 -66.0618 -64.2853 -65.3735 -75.4886 -108.8837 -64.3835 -62.9685 -65.9553 -62.7153 -65.5962 -75.4858 -102.3227 -50.7092 -54.3434 Mux Muy (kN-m) (kN-m) -24.9599 -67.2686 -64.5155 -64.1904 -64.0408 -66.1794 45.4341 -25.452 31.9422 -31.5298 -30.8006 -30.3598 -32.6138 26.0777 -25.4997 31.9333 -31.4947 -31.3068 -31.2271 -32.8158 26.8367 -24.9455 -67.3419 -64.4945 -99.3299 -32.1054 -29.8167 -28.7532 -24.0335 -23.6154 15.8711 171.2545 128.0687 118.9741 116.8898 105.2595 106.574 129.3123 -171.1666 -128.1641 -119.0324 -118.1075 -113.7596 -115.2376 -129.9131 99.2176 32.1576 29.744 43 Required Steel (mm2) 2739 1358 1350 1342 1298 1340 2638 4440 3740 3484 3387 3004 3183 3786 4440 3742 3484 3449 3320 3449 3809 2737 1304 1209 Steel available (mm2) Remarks 1608.5 r/f lagging 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 1608.5 not ok ok ok ok ok ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok ok ok Story 2nd floor 2nd floor 2nd floor 2nd floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor Label C25 C26 C27 C28 C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15 C16 C17 C18 C19 C20 C21 C22 C23 C24 Section C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 P (KN) -53.2442 -53.8117 -55.7102 -63.2397 -301.6527 -284.4814 -269.8662 -269.9157 -250.4682 -264.107 -118.9929 -291.5041 -320.7566 -289.1938 -290.4608 -276.4862 -291.8433 -114.6823 -292.2153 -320.7266 -288.5505 -294.9637 -295.7862 -293.6228 -117.7544 -301.4658 -284.5521 -269.5096 Mux Muy (kN-m) (kN-m) -64.3759 -64.6176 -66.7824 45.736 -57.4888 100.7538 -96.5061 -96.269 96.3437 -100.5381 -68.8265 -58.211 67.156 75.4455 78.187 62.7266 -65.9744 -35.9791 -58.2322 67.1592 75.5094 77.9416 78.091 78.7665 -35.5905 -57.5612 100.9497 -96.701 28.7093 29.695 29.293 37.2928 -118.6148 -62.7579 -59.2376 -62.2251 -57.1908 -58.3328 -30.5381 210.4286 163.7171 150.8124 144.2481 141.5501 144.1014 157.5 -210.1241 -163.7746 -150.878 -144.4461 -142.6508 -145.2129 -157.6224 118.3016 62.796 58.9692 44 Required Steel (mm2) 1521 1236 1398 2651 4764 5817 5547 5592 5500 5728 3453 O/S O/S O/S O/S 5593 5799 4591 O/S O/S O/S O/S O/S O/S 4573 4760 5826 5551 Steel available (mm2) Remarks 1608.5 1608.5 1608.5 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 1608.5 1608.5 1608.5 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging ok ok ok not ok not ok not ok not ok not ok not ok not ok not ok O/S O/S O/S O/S not ok not ok not ok O/S O/S O/S O/S O/S O/S not ok not ok not ok not ok Story 1st floor 1st floor 1st floor 1st floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor Label C25 C26 C27 C28 C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15 C16 C17 C18 C19 C20 C21 C22 C23 C24 Section C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 P (KN) -268.0211 -269.5305 -284.2204 -116.6208 -507.5502 -498.7003 -460.7039 -485.7672 -428.4529 -461.1618 -339.3945 -644.2678 -512.0238 -477.1778 -508.47 -441.1915 -467.3148 -348.6706 -637.4548 -511.9004 -476.3187 -512.7829 -481.4024 -470.0724 -350.8667 -507.0121 -498.8645 -460.0739 Mux Muy (kN-m) (kN-m) -96.6112 -96.3227 -100.5528 -69.1343 -117.6484 122.4488 117.6828 119.4651 -116.2133 -120.6429 109.8183 -56.8931 120.7296 -118.2196 119.33 116.1774 -118.6101 107.5413 -56.4686 120.7259 -118.2311 119.4849 118.1224 118.7386 107.7744 -117.804 122.5761 117.7602 62.0891 59.1438 60.6793 30.3902 -42.7043 -16.9116 -13.3639 -23.7176 -14.0468 -16.9917 6.7879 -163.704 18.1711 13.1332 19.7247 13.5646 18.1634 19.1019 163.6059 -17.7628 -13.2878 -19.5946 -13.569 -17.7028 -19.3636 42.1167 17.1661 13.5484 45 Required Steel (mm2) 5607 5338 5770 3471 O/S O/S 5959 O/S 5843 O/S 5216 O/S O/S O/S O/S 5981 O/S 5341 O/S O/S O/S O/S O/S O/S 5361 O/S O/S 5964 Steel available (mm2) Remarks 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 1608.5 1608.5 r/f lagging 1608.5 1608.5 r/f lagging 1608.5 1608.5 r/f lagging 1608.5 1608.5 1608.5 1608.5 1608.5 r/f lagging 1608.5 1608.5 r/f lagging 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 r/f lagging 1608.5 1608.5 1608.5 r/f lagging not ok not ok not ok not ok O/S O/S not ok O/S not ok O/S not ok O/S O/S O/S O/S not ok O/S not ok O/S O/S O/S O/S O/S O/S not ok O/S O/S not ok Story ground floor ground floor ground floor ground floor plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level Label C25 C26 C27 C28 C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15 C16 C17 C18 C19 C20 C21 C22 C23 C24 Section C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 P (KN) -487.8905 -462.3518 -495.8307 -340.3806 -632.2701 -591.6923 -547.4629 -605.086 -515.2861 -553.8552 -419.0328 -932.1016 -826.3685 -786.8432 -861.6581 -735.9364 -751.4713 -596.6138 -923.8225 -825.8834 -786.2116 -866.0185 -775.7584 -792.0153 -599.6705 -631.8224 -591.9102 -546.8696 Mux Muy (kN-m) (kN-m) 119.6312 -118.2682 -122.4944 110.0312 12.6454 66.9754 65.381 -65.2461 -65.4448 -66.9582 58.6467 200.5 16.5274 15.7369 -17.2332 -14.7187 -15.0294 11.9323 -18.4765 16.5177 15.7242 -17.3204 -15.5152 -15.8403 11.9934 12.6364 67.0476 65.453 23.7496 13.7571 16.8877 -6.8076 -136.9589 -11.8338 -10.9493 -12.1017 -10.3057 -11.0771 8.3807 -2.97 -142.4645 -130.7445 -112.1098 -122.5864 -125.5552 -124.6708 136.3114 142.4659 130.8222 112.18 122.2659 125.3022 124.9762 137.0128 11.8382 10.9374 46 Required Steel (mm2) O/S 5993 O/S 2612 3662 3908 3688 3411 3614 3833 2606 4814 4248 3891 3698 3643 3938 3205 4789 4247 3891 3708 3808 4006 3224 3662 3919 3695 Steel available (mm2) Remarks 1608.5 1608.5 r/f lagging 1608.5 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging O/S not ok O/S not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok not ok Story plinth level plinth level plinth level plinth level Label C25 C26 C27 C28 Section C 250x400 C 250x400 C 250x400 C 250x400 P (KN) -607.2677 -549.1811 -588.5651 -420.0687 Mux Muy (kN-m) (kN-m) -65.4337 -65.6331 -67.1186 58.7231 12.1454 10.9836 11.7713 -8.4014 Required Steel (mm2) 3429 3690 3913 2612 Steel available (mm2) Remarks 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging 1608.5 r/f lagging CONCLUSION AND RECOMMENDATION From above structural analysis it can be concluded that reinforcement provided in the column and beam of a building is not enough . Also some of the column of the building are overstressed. It is recommended to retrofit the building so as to ensure safety against earthquakes in future. Structural analysis is carried out by increasing the beam as well as column size : COLUMN= 450 * 600 BEAM = width of 450 mm and depth varying accordingly Only those beam and column in which rebar is insufficient and overstressed are retrofitted. 47 not ok not ok not ok not ok 4.RETROFITTING 4.1 Seismic Strengthening (Retrofitting): It is the method of strengthening of the already built damaged/undamaged old/new structures those are found to be weak in earthquake loadings that may occur in future. Generally, structures vulnerable to earthquakes are retrofitted by means of Steel jacketing, Concrete jacketing, Galvanized steel mesh reinforcement, Inclusion of new Supporting walls / Concrete shear walls, Steel bracings, Fiber Reinforced Polymer (FRP) sheets or by any other suitable means. Modifying existing equipment or structures with additional or new components or members is known as retrofitting. When the existing building is damaged by the unpredicted earthquake force (or seismic motion) such that the building is incapable of withstanding further forces, it requires to be re-strengthened for safety. It has been observed that majority of such earthquake damaged buildings may be safely reused, if they converted into seismically resistance structures by employing a few retrofitting measures. This proves to be a better option catering to the economic consideration an Immediate shelter problems rather than replacement of buildings. Therefore, seismic retrofitting of building structures is one of the most important aspects for mitigating seismic hazards especially in earthquake-prone countries. Retrofitting is undertaken to enhance the original strength to the current requirement so that the desired protection of lives can be graunted.it may include either component strength or structural system modification or both. 4.2 Material and Construction Techniques Material and construction techniques are often done after damaging earthquake for repair and strengthening of the structure. Even though cement and steel are most commonly used as repair and strengthening materials, some of the techniques and material might not be familiar to the designer. Material and construction are techniques often done after damaging earthquake for repair and strengthening of the structure. Even though cement and steel are most commonly used as repair and strengthening materials, some of the techniques and material might not be familiar to the designer. 4.2.1 Conventional Cast-in-Situ Concrete Conventional cast in situ concrete process is used in repair and strengthening works in the cases where due to the change in volume or shrinkage of the convection cement based concrete, causing unsatisfactory results. The change in 48 volume results in loss of good contact between the new concrete and the old element preventing sound transfer of stress at the contact surface. In order to improve bond characteristics and minimize the shrinkage, it is recommended to use higher strength concrete with low slumps and minimum water. In cases where super plasticizer are used to reduce shrinkage, a slump of about 20 cm is expected, while without super plasticizers the slump should not exceed 10 cm, using standard Abrams cone. Placement techniques are very important with cast in situ concrete to insure that the new con-crete will perform adequately with the older materials. Existing surfaces which will be in con-tact with new cast in situ concrete must be thoroughly roughened and cleaned for good bonding characteristics. After anchorages are installed forms are constructed to meet the desired surfaces. Special chutes or access hole are frequently required in the forms to allow the placement of concrete. Immediately before placement, a final cleaning of the form is essential to remove all sawdust, etc. and the existing concrete should be moistened. The concrete should be thoroughly vibrated to insure that it completely fills the forms and voids or rock pockets are avoided. Proper curing of the newly cast concrete is also important to prevent rapid drying of the surface. Figure : Anchors driven inside concrete after placing epoxy resin 4.2.2 Shotcrete Shotcrete is the method of repair and strengthening reinforced concrete member where mortar is forcefully sprayed through nozzle on the surface of the concrete member at high velocity with the help of compressed air. With shotcrete method a very good bond between new shotcrete and old concrete can be obtained while repair and strengthening process. This method can be applied vertically, inclined, and overhead surfaces with minimum or without reinforcement are welded fabric and deformed bars tacked onto surface. 49 Shotcrete process is carried out either by these two processes: a. Wet process b. Dry process a) Wet process: In the wet process mixture of cement and aggregate premixed with water and the pump pushes the mixture through the hose and nozzle. Compressed air is introduced at nozzle to increase the velocity of application. b) Dry process: In dry mix process, compressed air propels premixed mortar and damp aggregate and at the nozzle end water is added through a separate hose. The dry mix and water through the second hose are projected on to a prepared surface. 4.2.3 Grouts Grouts are frequently used in repair and strengthening work to fill voids or to close the space between adjacent portions of concrete. Many types of grouts are available and the proper grouts must be chosen for intended usage. Conventional grout consists of cement, sand and water and is proportional to provide a very fluid mix which can be poured into the space to be filled. Forms and closure necessary to contain the liquid grout until it has set. Conventional grout of this type has excessive shrinkage characteristics due to the high volume of water in the mix. Placing grout in a space of 2 cm to 5 cm wide will result in enough shrinkage to form a very visible crack at one side of the grouted space. Thus, conventional grouts should be used only when such cracking due to shrinkage will be acceptable. Non- shrink grouts are available for use when it is desirable to fill a void without the normal shrink-age cracks. The dry ingredients for non-shrink grout comes premixed in sacks from the manu-facturer and are mixed with water in accordance with manufacturer’s instruction. There are many types of non-shrink grouts available, but designers should be aware that the cost of these materials is considerably more than that of conventional grout. The properties of mixed with these materials should be known before specifying their use on a repair or strengthening project. 50 Figure : Grouting on weak column (Source: MRB & Associates) 4.2.4 Resin concretes In resin based concrete mixes, the cement is replaced by two component system , one component being based on liquid resin( epoxy, polyester, polyurethane, acrylic, etc.), which will react by cross linking with the second component, called hardener. Resin concrete can be useful in patching small spalled areas of concrete and are not in general used for large volumes of new concrete. Resin concretes require not only a special aggregate mix to produce the desired properties but also special working conditions, since all two component systems are sensitive to humidity and temperature. Resin has a pot life which must be strictly adhered to in use so that the work is com-plete before the resin hardens. For the resin types used for construction purposes, normal reaction cannot be reached at low temperature (below +10° c); in warm weather the heat developing during the reaction can be excessive and give rise to an excessive shrinkage of the mix. Although the direct bond of a resin compound on a clean and dry concrete surface is excellent, a resin concrete has generally poor direct bond on concrete, due to the fact that there can only be a point to point connection between the resin covered aggre-gates and the old concrete. Thus, to assure a good bond it is necessary to apply a first coating of pure liquid resin onto the existing concrete surface. 51 Resin concrete will commonly have a much higher strength but also a different elas-ticity than normal concrete; problems resulting from the different elasticity must be appropriately considered 4.2.5 Polymer Modified Concrete Polymer modified concrete is produced by replacing part of conventional cement with certain polymers which are used as cementations modifiers. The polymers that are normally supplied as dispersions in water, act in several ways. By functioning as water reducing plasticizer they can produce a concrete with better workability, lower water-cement ratio and lower shrinkage elements. They act as integral curing aids, reducing but not eliminating the need for effective curing. By introducing plastic links into the binding system of the concrete, they improved the strength of the hardened concrete. They can also increase the resistance of concrete to some chemical attacks. However, it must be cautioned that such polymer modified concretes are bound to lose all additional properties in case they come under fire. Their alkalinity and thus, the resistance against carbonating will be much inferior to normal concrete. The “Sign should use polymer modified concrete only after a thorough investigation of the properties for compatibility with the existing building materials.” 4.2.6 Fiber or Reinforced Polymers (FRP and CFRP) Fiber reinforced composite materials are blends of a high strength, high modulus fiber with a hardenable liquid matrix. In this form, both fiber and matrix retain their physical and chemical identities and gives combination properties that cannot be achieved with either of the constituents acting alone. The fibers are highly directional, resulting behavior much like steel reinforced concrete. This behavior of fiber gives designer freedom to tailor the strengthening system to reinforce specific stresses. FRP material properties includes low specific gravity, high strength to weight ratio, high modulus to weight ratio, low density, high fatigue strength, high wear resistance, vibration absorption, dimensional stability, high thermal and chemical stability. Also, FRP materials are very resistance to corrosion. Characteristic of FRP material is the almost linear to elastic stressstrain curve to failure. FRP materials are very much suitable for repair and strengthening process, especially for seismic loading. Wrapping FRP sheet with epoxy resin around the column upgrades its ductility due to increase in shear strength. Pre- treatment shall be made on the surface of the column to be wrapped with carbon fiber sheet. 52 The corner cross section of column shall be rounded with the corner radius of 20 mm or larger. This rounded portion must be straight and uncurved along the column height. While wrapping, the fiber direction shall be perpendicular to the column axis and column shall be securely and tightly wrapped with FRP sheet. Overlap of FRP sheet shall be long enough to ensure the rupture in ma-terial, lap length shall not be less than 200 mm. 4.3 Retrofit strategies It is a basic approach adopted to improve the probable seismic performance of a building or the planning made to reduce the risk to an acceptable limit. 4.3.1 Adding New Shear Walls: Frequently used for retrofitting of non-ductile reinforced concrete frame buildings. The added elements can be either cast-in-place or precast concrete elements. New elements preferably be placed at the exterior of the building. Not preferred in the interior of the structure to avoid interior mouldings. Figure: Additional Shear Wall 53 4.3.2 Adding Steel Bracings An effective solution when large openings are required. Potential advantages due to higher strength and stiffness, opening for natural light can be provided, amount of work is less since foundation cost may be minimized and adds much less weight to the existing structure. Fig 4: RC Building retrofitted by steel bracing 4.3.3 Jacketing (Local Retrofitting Technique): This is the most popular method for strengthening of building columns. Types of Jacketing: Steel jacket, Reinforced Concrete jacket, Fiber Reinforced Polymer Composite (FRPC) jacket Purpose for jacketing: To increase concrete confinement To increase shear strength To increase flexural strength 54 Fig 4: Column Jacketing Fig 5: Beam Jacketing 55 4.3.4 Base Isolation (or Seismic Isolation): Isolation of superstructure from the foundation is known as base isolation. It is the most powerful tool for passive structural vibration control technique. Figure Base isolation 4.3.4.1 Advantages of Base Isolation  Isolates Building from ground motion – Lesser seismic loads, hence lesser damage to the structure, -Minimal repair of superstructure.  Building can remain serviceable throughout construction.  Does not involve major intrusion upon existing superstructure 4.3.4.2 Disadvantages of Base Isolation  Expensive  Cannot be applied partially to structures unlike other retrofitting  Challenging to implement in an efficient manner 56 4.3.5 Mass Reduction and Energy Dissipation Technique of Retrofitting: This may be achieved, for instance, by removal of one or more story’s as shown in Figure. In this case it is evident that the removal of the mass will lead to a decrease in the period, which will lead to an increase in the required strength. figure: seismic Retrofitting by Mass reduction (removal of Storey) Figure : Energy dissipating structures 57 4.3.6 Wall Thickening Technique of Retrofitting: The existing walls of a building are added certain thickness by adding bricks, concrete and steel aligned at certain places as reinforcement, such that the weight of wall increases and it can bear more vertical and horizontal loads, and also its designed under special conditions that the transverse loads does not cause sudden failure of the wall. Strengthening of original structural elements 4.3.6.1 Strengthening column The damage of RCC column includes slight crack that may be horizontal or diagonal without crushing in concrete or damage in reinforcement, superficial damage , crushing , bulking of reinforcement , rupture of ties ,etc. based on the degree of damage , techniques such as injections , removal, and replaced or jacketing can be provided. The main purpose of column strengthening is to increase column flexure and shear strength improving ductility and rearrangement of stiffness. There are three major techniques for strengthening reinforced concrete columns which are discussed below: 4.3.6.2 Reinforced Concrete Jacketing It is one of the techniques used to improve or restore capacity of reinforced concrete column. The size of the jacket and the number and diameter of the steel bars used in the jacketing process depend on the structural analysis that was made to the column. Reinforced Concrete Jacketing Process  Initially, reduce or eliminate loads on columns temporarily if it is required. This is done by putting mechanical jacks and additional props between floors.  After that, if it is found out that reinforcements are corroded, the remove the concrete cover and clean the steel bars using a wire brush or sand compressor.  Then, coat the steel bars with an epoxy material that would prevent corrosion.  If reducing loads and cleaning reinforcement is not needed, the jacketing process begins by adding steel connectors into the existing column. 58  The steel connectors are added into the column by making holes 3-4mm larger than the diameter of the used steel connectors and 10-15cm depth.  The spacing of new stirrups of the jacket in both the vertical and horizontal directions should not be more than 50cm.  Filling the holes with an appropriate epoxy material then inserting the connectors into the holes.  Adding vertical steel connectors to fasten the vertical steel bars of the jacket following the same procedure in step 5 and 6.  Installing the new vertical steel bars and stirrups of the jacket according to the designed dimensions and diameters.  Coating the existing column with an appropriate epoxy material that would guarantee the bond between the old and new concrete.  Pouring the concrete of the jacket before the epoxy material dries. The concrete used should be of low shrinkage and consists of small aggregates, sand, cement and additional materials to prevent shrinkage. Steps of reinforced concrete jacketing are illustrated in Fig. 1. Fig. 1: Increasing the Cross-sectional Area of Column by RC Jacketing 59 4.3.6.3 Steel Jacketing This technique is chosen when the loads applied to the column will be increased, and at the same time, increasing the cross sectional area of the column is not permitted. Steel Jacketing Process Removing the concrete cover. Cleaning the reinforcement steel bars using a wire brush or a sand compressor. Coating the steel bars with an epoxy material that would prevent corrosion. Installing the steel jacket with the required size and thickness, according to the design, and making openings to pour through them the epoxy material that would guarantee the needed bond between the concrete column and the steel jacket. Filling the space between the concrete column and the steel jacket with an appropriate epoxy material. Fig. 2: Increasing the cross-sectional area of column by steel jacketing 60 In some cases, where the column is needed to carry bending moment and transfer it successfully through the floors, one should install a steel collar at the neck of the column by means of bolts or a suitable bonding material. 4.3.6.4 Fiber or reinforced polymers (FRP) FRP axial strengthening systems are used to improve or enhance the capacity of reinforced concrete columns. It can be used for both circular and rectangular shaped columns but it is more effective in the former shape. Increases the ultimate load carrying capacity of reinforced concrete member Improves shear capacity of reinforced concrete element Reinforcement bar lap splice capacity of the member is improved due to FRP axial strengthening system application The ductility of reinforced concrete column is improved considerably. 4.3.6.5 Strengthening of beam The aim of strengthening of beam is to provide adequate strength and stiffeness of damaged or undamaged beam which are deficit to resist gravity or seismic loads. Jacketing of beam is one of the major techniques adopted for retrofitting of beam. 61 4.3.6.6 Beam-column joints The most critical region of moment resisting frame for seismic loading,is beam column joint and is most difficult to strengthen because of the great number of elements assembled at the joint.under seismic load joint suffers shear as well ws bond failure.the retrofitting of such joints can be done by RC jacketing ,steel jacketing and CFRP method. Figure : Example of beam column joint 4.4 Foundation Retrofitting of foundation is often required when the strength of foundation is insufficient to resist the vertical load of the structure. Strengthening of foundations is difficult and expensive construction procedure. It should be performed in following cases: Excessive settlement of the foundation due to poor soil conditions. Damage in the foundation structure caused by seismic overloading. Increasing the dead load as a result of the strengthening operations. 62 Increasing the seismic loading due to changes in code provisions or the strengthening operations. Necessity of additional foundation structure for addded floors. Fig:Foundation Retrofit 4.5 Slabs Primarily, slabs of floor structures have to carry vertical loads. However, they must also provide diaphragm action and be compatible with all lateral resistant element of the structure. Therefore, slab must possess the necessary strength and stiffness. Damages in slabs generally occur due to large openings, insufficient strength and stiffness, poor detailing, etc. Strengthening of slab can be done by thickening of the slabs in case of insufficient strength or stiffness. For local repairs, injections should be applied for repair of cracks. Epoxy or cement grout can be used. 63 `Section-1 Fig:Increasing slab thickness Fig:Increasing slab thickeness 4.6 Infill Partition Wall Generally, infilled partition walls in concrete framed buildings are unreinforced although it is highly desirable to be reinforced in seismic region like Nepal. In filled partition walls in concrete framed buildings often sustain considerable damage in earthquake as they are relatively stiff and resist lateral forces, often they were not designed to resist, until they crack or fail. Damage may consist of small to large cracks, loose bricks or blocks or an infill leaning sideways. Damage may also result in the concrete frame members and joints which surrounds the in filled wall. The effect of strengthening an infilled wall must be considered by analysis on the surrounding elements of the structure. Infilled walls are extremely stiff and 64 effective in resisting lateral forces but all forces must be transferred through the concrete elements surrounding the infilled walls. 4.7.RC Jacketing of Column Reinforced concrete jacketing improves column flexure strength and ductility. Closely spaced transverse reinforcement provided in the jacket improves the shear strength and ductility of the column. The procedure for reinforce concrete jacketing are: The seismic demand on the columns in terms of axial load (P) and moment (M) is obtained. The column size and section details are estimated for P and M as determined above. The existing column size and amount of reinforcement is deducted to obtain the amount of concrete and steel to be provided in the jacket. Increase the amount of concrete and steel actually to be provided as follows to account for losses Ac = 1.5 Ac′ and As = 4 3 As′ Where, Ac and As = Actual concrete and steel to be provide in the jacket Ac′ and As′ = Concrete and steel values obtained for the jacket after deducting the existing concrete and steel from their respective required amount. The spacing of ties to be provided in the jacket in order to avoid flexure shear failure of column and provide adequate confinement to the longitudinal steel along the jacket is given as: = (𝑓𝑦 × 𝑑ℎ 2 )/(√𝑓𝑐𝑘 × 𝑡𝑗) Where, fy= yield strength of steel fck= cube strength of concrete dh= diameter of stirrup tj= thickness of jacket If the transfer of axial load to new longitudinal steel is not critical then friction present at the interface can be relied on for the shear transfer, which can be enhanced by roughening the old surface. Dowels which are epoxy grouted and bent into 90º hook can also be employed to improve the anchorage of new concrete jacket. The minimum specifications for jacketing of columns are: 65 Strength of the new materials must be equal or greater than those of the existing column. Concrete strength should be at least 5MPa greater than the strength of the existing concrete. For columns where extra longitudinal reinforcement is not required, a minimum of12φ bars in the four corners and ties of 8φ @ 100 c/c should be provided with135º bends and 10φ leg lengths. Minimum jacket thickness should be 100mm. Lateral support to all the longitudinal bars should be provided by ties with an included angle of not more than 135°. Minimum diameter of ties should be 8mm and not less than 1/3 of the longitudinal bar diameter. Vertical spacing of ties shall not exceed200 mm, whereas the spacing close to the joints within a length of ¼ of the clear height should not exceed 100 mm .Preferably, the spacing of ties should not exceed the thickness of the jacket or 200mm whichever is less. Option 1 Column jacketing with reinforced concrete- option 1 66 Option 2 Option 2 Column jacket with reinforced concrete column 67 BEAM AFTER RETROFITTING TOP REINFORCEMENT Story 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor Label B1 B1 B1 B2 B2 B2 B3 B3 B3 B4 B4 B4 B5 B5 B5 B6 B6 B6 B7 B7 B7 B13 B13 B13 B14 B14 B14 B15 B15 B15 B16 B16 B16 B17 Section B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 Location End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I REQUIRED mm² 385 100 341 315 100 308 320 100 307 313 100 310 310 100 304 348 102 398 772 222 890 677 211 740 398 150 398 376 134 396 330 100 323 327 EXISTING mm² 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 ADDED BARS DEFICIT DIAMETER NO OF BARS mm² 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68 BOTTOM REINFORCEMENT ADDED BARS REQUIRED EXISTING DEFICIT DIAMETER NO OF BARS mm² mm² mm² 274 402.1239 0 101 402.1239 0 260 402.1239 0 220 402.1239 0 100 402.1239 0 229 402.1239 0 231 402.1239 0 100 402.1239 0 236 402.1239 0 233 402.1239 0 100 402.1239 0 235 402.1239 0 230 402.1239 0 100 402.1239 0 226 402.1239 0 247 402.1239 0 118 402.1239 0 336 402.1239 0 413 942.4778 0 315 942.4778 0 445 942.4778 0 377 942.4778 0 301 942.4778 0 382 942.4778 0 398 402.1239 0 155 402.1239 0 398 402.1239 0 398 402.1239 0 145 402.1239 0 267 402.1239 0 182 402.1239 0 100 402.1239 0 195 402.1239 0 193 402.1239 0 TOP REINFORCEMENT Story 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor Label B17 B17 B18 B18 B18 B19 B19 B19 B20 B20 B20 B23 B23 B23 B26 B26 B26 B27 B27 B27 B28 B28 B28 B29 B29 B29 B30 B30 B30 B31 B31 B31 B32 B32 B32 B33 B33 Section B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B250x350 B250x350 Location Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle REQUIRED mm² 100 324 401 131 385 386 157 131 894 224 895 531 178 532 910 229 915 224 150 396 395 134 395 330 100 323 329 100 324 402 131 385 375 157 330 890 223 EXISTING mm² 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 942.4778 942.4778 ADDED BARS DEFICIT DIAMETER NO OF BARS mm² 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 69 BOTTOM REINFORCEMENT ADDED BARS REQUIRED EXISTING DEFICIT DIAMETER NO OF BARS mm² mm² mm² 100 402.1239 0 185 402.1239 0 264 402.1239 0 148 402.1239 0 401 402.1239 0 185 402.1239 0 157 402.1239 0 238 402.1239 0 853 942.4778 0 224 942.4778 0 852 942.4778 0 553 942.4778 0 178 942.4778 0 552 942.4778 0 868 942.4778 0 229 942.4778 0 865 942.4778 0 224 402.1239 0 155 402.1239 0 261 402.1239 0 392 402.1239 0 145 402.1239 0 267 402.1239 0 182 402.1239 0 100 402.1239 0 195 402.1239 0 192 402.1239 0 100 402.1239 0 185 402.1239 0 264 402.1239 0 148 402.1239 0 378 402.1239 0 384 402.1239 0 157 402.1239 0 330 402.1239 0 445 942.4778 0 315 942.4778 0 TOP REINFORCEMENT Story 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor Label B33 B39 B39 B39 B40 B40 B40 B41 B41 B41 B42 B42 B42 B43 B43 B43 B44 B44 B44 B45 B45 B45 B1 B1 B1 B2 B2 B2 B3 B3 B3 B4 B4 B4 B5 B5 B5 Section B250x350 B250x350 B250x350 B250x350 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 230x230 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 Location End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J REQUIRED mm² 772 736 184 681 386 100 341 316 100 308 321 100 307 315 100 309 311 100 304 348 102 309 551 254 561 569 232 571 568 233 570 570 231 569 570 230 571 EXISTING mm² 942.4778 942.4778 942.4778 942.4778 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 402.1239 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 ADDED BARS DEFICIT DIAMETER NO OF BARS mm² 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 70 BOTTOM REINFORCEMENT ADDED BARS REQUIRED EXISTING DEFICIT DIAMETER NO OF BARS mm² mm² mm² 413 942.4778 0 384 942.4778 0 287 942.4778 0 374 942.4778 0 273 402.1239 0 100 402.1239 0 260 402.1239 0 220 402.1239 0 100 402.1239 0 229 402.1239 0 231 402.1239 0 100 402.1239 0 237 402.1239 0 233 402.1239 0 100 402.1239 0 236 402.1239 0 230 402.1239 0 100 402.1239 0 226 402.1239 0 247 402.1239 0 118 402.1239 0 336 402.1239 0 715 942.4778 0 344 942.4778 0 648 942.4778 0 645 942.4778 0 271 942.4778 0 647 942.4778 0 643 942.4778 0 273 942.4778 0 647 942.4778 0 646 942.4778 0 271 942.4778 0 646 942.4778 0 645 942.4778 0 267 942.4778 0 649 942.4778 0 TOP REINFORCEMENT Story 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor Label B6 B6 B6 B7 B7 B7 B8 B8 B8 B9 B9 B9 B10 B10 B10 B11 B11 B11 B12 B12 B12 B13 B13 B13 B14 B14 B14 B15 B15 B15 B16 B16 B16 B17 B17 B17 B18 Section B 250x300 B 250x300 B 250x300 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B250x400 B250x400 B250x400 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 Location End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I REQUIRED mm² 562 255 551 2061 545 2148 1864 511 2045 1738 440 1759 1682 434 1734 1598 420 1613 1674 456 1825 1631 540 1621 1481 370 1441 971 243 945 937 235 940 940 235 927 944 EXISTING mm² 628.3185 628.3185 628.3185 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 ADDED BARS DEFICIT DIAMETER NO OF BARS mm² 0 0 0 1118.522 20 0 20 1205.522 20 921.5222 20 0 20 1102.522 20 795.5222 20 0 20 816.5222 20 739.5222 20 0 20 791.5222 20 655.5222 20 0 20 670.5222 20 731.5222 20 0 20 882.5222 20 688.5222 20 0 20 678.5222 20 852.6815 20 0 20 812.6815 20 342.6815 20 0 20 316.6815 20 308.6815 20 0 20 311.6815 20 311.6815 20 0 20 298.6815 20 315.6815 20 71 REQUIRED mm² 650 340 713 6 1224 6 940 6 1234 6 1022 6 810 6 1127 6 881 6 760 6 880 6 841 6 723 6 867 6 949 6 669 6 934 6 1050 6 696 6 1159 6 1269 6 706 6 1210 4 1245 4 499 4 1194 4 736 4 243 4 727 4 705 4 235 4 724 4 724 4 235 4 710 4 728 BOTTOM REINFORCEMENT ADDED BARS EXISTING DEFICIT DIAMETER NO OF BARS mm² mm² 942.4778 0 942.4778 0 942.4778 0 942.4778 281.5222 20 6 942.4778 0 20 6 942.4778 291.5222 20 6 942.4778 79.5222 20 6 942.4778 0 20 6 942.4778 184.5222 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 6.522204 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 107.5222 20 6 942.4778 0 20 6 942.4778 216.5222 20 6 942.4778 326.5222 20 6 942.4778 0 20 6 942.4778 267.5222 20 6 942.4778 302.5222 20 4 942.4778 0 20 4 942.4778 251.5222 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 TOP REINFORCEMENT Story 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor Label B18 B18 B19 B19 B19 B20 B20 B20 B21 B21 B21 B22 B22 B22 B23 B23 B23 B24 B24 B24 B25 B25 B25 B26 B26 B26 B27 B27 B27 B28 B28 B28 B29 B29 B29 B30 B30 Section B 250x300 B 250x300 B250x400 B250x400 B250x400 B450x450 B450x450 B450x450 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B450x450 B450x450 B450x450 B250x400 B250x400 B250x400 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 Location Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle REQUIRED mm² 239 954 1431 369 1476 2131 534 2135 746 186 746 629 157 628 605 151 605 602 156 622 697 178 711 1894 474 1898 1483 371 1441 972 243 946 937 235 939 945 236 EXISTING mm² 628.3185 628.3185 628.3185 628.3185 628.3185 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 ADDED BARS DEFICIT DIAMETER NO OF BARS mm² 0 20 325.6815 20 802.6815 20 0 20 847.6815 20 1188.522 20 0 20 1192.522 20 0 20 0 20 0 20 0 20 0 20 0 20 0 20 0 20 0 20 0 20 0 20 0 20 0 20 0 20 0 20 951.5222 20 0 20 955.5222 20 854.6815 20 0 20 812.6815 20 343.6815 20 0 20 317.6815 20 308.6815 20 0 20 310.6815 20 316.6815 20 0 20 72 REQUIRED mm² 4 239 4 745 4 1196 4 489 4 1240 6 1961 6 534 6 1959 6 663 6 186 6 663 6 517 6 157 6 517 6 499 6 151 6 498 6 519 6 156 6 506 6 634 6 178 6 626 6 1834 6 474 6 1832 4 1245 4 499 4 1195 4 736 4 243 4 727 4 705 4 235 4 724 4 721 4 236 BOTTOM REINFORCEMENT ADDED BARS EXISTING DEFICIT DIAMETER NO OF BARS mm² mm² 942.4778 0 20 4 942.4778 0 20 4 942.4778 253.5222 20 4 942.4778 0 20 4 942.4778 297.5222 20 4 942.4778 1018.522 20 6 942.4778 0 20 6 942.4778 1016.522 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 891.5222 20 6 942.4778 0 20 6 942.4778 889.5222 20 6 942.4778 302.5222 20 4 942.4778 0 20 4 942.4778 252.5222 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 TOP REINFORCEMENT Story 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor Label B30 B31 B31 B31 B32 B32 B32 B33 B33 B33 B34 B34 B34 B35 B35 B35 B36 B36 B36 B37 B37 B37 B38 B38 B38 B39 B39 B39 B40 B40 B40 B41 B41 B41 B42 B42 B42 Section B 250x300 B 250x300 B 250x300 B 250x300 B250x400 B250x400 B250x400 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 Location End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J REQUIRED mm² 933 955 242 966 1435 371 1484 2149 546 2060 2045 511 1864 1759 440 1737 1742 436 1688 1743 436 1719 1967 492 1793 1624 539 1635 551 254 561 569 232 570 568 233 570 EXISTING mm² 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 ADDED BARS DEFICIT DIAMETER NO OF BARS mm² 304.6815 20 326.6815 20 0 20 337.6815 20 806.6815 20 0 20 855.6815 20 1206.522 20 0 20 1117.522 20 1102.522 20 0 20 921.5222 20 816.5222 20 0 20 794.5222 20 799.5222 20 0 20 745.5222 20 800.5222 20 0 20 776.5222 20 1024.522 20 0 20 850.5222 20 681.5222 20 0 20 692.5222 20 0 0 0 0 0 0 0 0 0 73 REQUIRED mm² 4 707 4 722 4 242 4 738 4 1194 4 491 4 1236 6 1233 6 941 6 1225 6 1127 6 811 6 1022 6 879 6 760 6 882 6 871 6 729 6 844 6 871 6 751 6 859 6 1042 6 779 6 955 6 1208 6 709 6 1265 716 344 649 646 271 648 644 273 648 BOTTOM REINFORCEMENT ADDED BARS EXISTING DEFICIT DIAMETER NO OF BARS mm² mm² 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 251.5222 20 4 942.4778 0 20 4 942.4778 293.5222 20 4 942.4778 290.5222 20 6 942.4778 0 20 6 942.4778 282.5222 20 6 942.4778 184.5222 20 6 942.4778 0 20 6 942.4778 79.5222 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 99.5222 20 6 942.4778 0 20 6 942.4778 12.5222 20 6 942.4778 265.5222 20 6 942.4778 0 20 6 942.4778 322.5222 20 6 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 TOP REINFORCEMENT Story 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor Label B43 B43 B43 B44 B44 B44 B45 B45 B45 B1 B1 B1 B2 B2 B2 B3 B3 B3 B4 B4 B4 B5 B5 B5 B6 B6 B6 B7 B7 B7 B8 B8 B8 B9 B9 B9 B10 Section B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 Location End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I REQUIRED mm² 569 232 569 569 232 570 561 256 549 607 295 609 610 277 610 609 278 610 610 278 610 611 277 615 609 296 607 2116 642 1738 2092 566 2062 1982 528 1986 2015 EXISTING mm² 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 ADDED BARS DEFICIT DIAMETER NO OF BARS mm² 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1173.522 20 0 20 795.5222 20 1149.522 20 0 20 1119.522 20 1039.522 20 0 20 1043.522 20 1072.522 20 74 REQUIRED mm² 645 271 647 644 270 648 650 341 711 857 401 836 844 350 840 838 352 840 839 352 839 837 349 845 837 400 856 6 1247 6 1007 6 869 6 1451 6 843 6 1454 6 1376 6 785 6 1384 6 1168 BOTTOM REINFORCEMENT ADDED BARS EXISTING DEFICIT DIAMETER NO OF BARS mm² mm² 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 304.5222 20 6 942.4778 64.5222 20 6 942.4778 0 20 6 942.4778 508.5222 20 6 942.4778 0 20 6 942.4778 511.5222 20 6 942.4778 433.5222 20 6 942.4778 0 20 6 942.4778 441.5222 20 6 942.4778 225.5222 20 6 TOP REINFORCEMENT Story ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor Label B10 B10 B11 B11 B11 B12 B12 B12 B13 B13 B13 B14 B14 B14 B15 B15 B15 B16 B16 B16 B17 B17 B17 B18 B18 B18 B19 B19 B19 B20 B20 B20 B21 B21 B21 B22 B22 Section B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B250x500 B250x500 B250x500 B 250x300 B 250x300 B 250x300 B250x400 B250x400 B250x400 B250x400 B250x400 B250x400 B 250x300 B 250x300 B 250x300 B250x500 B250x500 B250x500 B600x800 B600x800 B600x800 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 Location Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle REQUIRED mm² 504 2013 1950 513 1958 2015 533 1991 1843 671 1688 1807 499 1775 907 243 972 1419 355 1357 1359 354 1418 977 244 906 1767 503 1813 2683 1031 2680 781 195 781 760 190 EXISTING mm² 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 ADDED BARS DEFICIT DIAMETER NO OF BARS mm² 0 20 1070.522 20 1007.522 20 0 20 1015.522 20 1072.522 20 0 20 1048.522 20 900.5222 20 0 20 745.5222 20 1178.681 20 0 20 1146.681 20 278.6815 20 0 20 343.6815 20 790.6815 20 0 20 728.6815 20 730.6815 20 0 20 789.6815 20 348.6815 20 0 20 277.6815 20 1138.681 20 0 20 1184.681 20 1740.522 20 88.5222 20 1737.522 20 0 20 0 20 0 20 0 20 0 20 75 REQUIRED mm² 6 801 6 1183 6 1356 6 781 6 1363 6 1404 6 811 6 1399 6 1481 6 832 6 1338 4 1622 4 686 4 1561 4 684 4 243 4 756 4 1208 4 431 4 1144 4 1144 4 432 4 1208 4 754 4 244 4 684 4 1566 4 682 4 1617 6 2343 6 1031 6 2345 6 731 6 195 6 731 6 712 6 190 BOTTOM REINFORCEMENT ADDED BARS EXISTING DEFICIT DIAMETER NO OF BARS mm² mm² 942.4778 0 20 6 942.4778 240.5222 20 6 942.4778 413.5222 20 6 942.4778 0 20 6 942.4778 420.5222 20 6 942.4778 461.5222 20 6 942.4778 0 20 6 942.4778 456.5222 20 6 942.4778 538.5222 20 6 942.4778 0 20 6 942.4778 395.5222 20 6 942.4778 679.5222 20 4 942.4778 0 20 4 942.4778 618.5222 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 265.5222 20 4 942.4778 0 20 4 942.4778 201.5222 20 4 942.4778 201.5222 20 4 942.4778 0 20 4 942.4778 265.5222 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 623.5222 20 4 942.4778 0 20 4 942.4778 674.5222 20 4 942.4778 1400.522 20 6 942.4778 88.5222 20 6 942.4778 1402.522 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 TOP REINFORCEMENT Story ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor Label B22 B23 B23 B23 B24 B24 B24 B25 B25 B25 B26 B26 B26 B27 B27 B27 B28 B28 B28 B29 B29 B29 B30 B30 B30 B31 B31 B31 B32 B32 B32 B33 B33 B33 B34 B34 B34 Section B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B450x450 B450x450 B450x450 B250x500 B250x500 B250x500 B 250x300 B 250x300 B 250x300 B250x400 B250x400 B250x400 B250x400 B250x400 B250x400 B 250x300 B 250x300 B 250x300 B250x500 B250x500 B250x500 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 Location End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J REQUIRED mm² 759 713 178 712 757 189 743 764 191 752 2048 512 2044 1808 499 1775 907 243 972 1419 355 1356 1361 353 1414 976 244 904 1763 504 1816 1734 642 2112 2063 565 2091 EXISTING mm² 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 ADDED BARS DEFICIT DIAMETER NO OF BARS mm² 0 20 0 20 0 20 0 20 0 20 0 20 0 20 0 20 0 20 0 20 1105.522 20 0 20 1101.522 20 1179.681 20 0 20 1146.681 20 278.6815 20 0 20 343.6815 20 790.6815 20 0 20 727.6815 20 732.6815 20 0 20 785.6815 20 347.6815 20 0 20 275.6815 20 1134.681 20 0 20 1187.681 20 791.5222 20 0 20 1169.522 20 1120.522 20 0 20 1148.522 20 76 REQUIRED mm² 6 712 6 661 6 178 6 662 6 695 6 189 6 704 6 702 6 191 6 709 6 1974 6 512 6 1976 4 1622 4 685 4 1562 4 684 4 243 4 757 4 1208 4 431 4 1145 4 1143 4 432 4 1211 4 755 4 244 4 685 4 1569 4 680 4 1615 6 867 6 1008 6 1250 6 1453 6 843 6 1452 BOTTOM REINFORCEMENT ADDED BARS EXISTING DEFICIT DIAMETER NO OF BARS mm² mm² 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 0 20 6 942.4778 1031.522 20 6 942.4778 0 20 6 942.4778 1033.522 20 6 942.4778 679.5222 20 4 942.4778 0 20 4 942.4778 619.5222 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 265.5222 20 4 942.4778 0 20 4 942.4778 202.5222 20 4 942.4778 200.5222 20 4 942.4778 0 20 4 942.4778 268.5222 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 0 20 4 942.4778 626.5222 20 4 942.4778 0 20 4 942.4778 672.5222 20 4 942.4778 0 20 6 942.4778 65.5222 20 6 942.4778 307.5222 20 6 942.4778 510.5222 20 6 942.4778 0 20 6 942.4778 509.5222 20 6 TOP REINFORCEMENT Story ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor plinth level plinth level plinth level plinth level Label B35 B35 B35 B36 B36 B36 B37 B37 B37 B38 B38 B38 B39 B39 B39 B40 B40 B40 B41 B41 B41 B42 B42 B42 B43 B43 B43 B44 B44 B44 B45 B45 B45 B1 B1 B1 B2 Section B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B450x450 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 Location End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I REQUIRED mm² 1987 528 1981 2014 504 2015 1964 517 1959 1994 537 2024 1689 670 1842 607 296 609 610 277 610 609 278 610 610 278 610 610 277 608 609 297 606 616 190 616 616 EXISTING mm² 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 ADDED BARS DEFICIT DIAMETER NO OF BARS mm² 1044.522 20 0 20 1038.522 20 1071.522 20 0 20 1072.522 20 1021.522 20 0 20 1016.522 20 1051.522 20 0 20 1081.522 20 746.5222 20 0 20 899.5222 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 77 REQUIRED mm² 6 1384 6 786 6 1376 6 1182 6 801 6 1168 6 1359 6 774 6 1351 6 1397 6 805 6 1398 6 1337 6 832 6 1482 859 401 837 846 350 842 839 353 842 840 352 841 839 350 847 839 400 857 399 288 385 383 BOTTOM REINFORCEMENT ADDED BARS EXISTING DEFICIT DIAMETER NO OF BARS mm² mm² 942.4778 441.5222 20 6 942.4778 0 20 6 942.4778 433.5222 20 6 942.4778 239.5222 20 6 942.4778 0 20 6 942.4778 225.5222 20 6 942.4778 416.5222 20 6 942.4778 0 20 6 942.4778 408.5222 20 6 942.4778 454.5222 20 6 942.4778 0 20 6 942.4778 455.5222 20 6 942.4778 394.5222 20 6 942.4778 0 20 6 942.4778 539.5222 20 6 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 942.4778 0 TOP REINFORCEMENT Story plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level Label B2 B2 B3 B3 B3 B4 B4 B4 B5 B5 B5 B6 B6 B6 B7 B7 B7 B8 B8 B8 B9 B9 B9 B10 B10 B10 B11 B11 B11 B12 B12 B12 B13 B13 B13 B14 B14 Section B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B 250x300 B 250x300 Location Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle REQUIRED mm² 189 616 616 190 616 616 190 616 616 189 616 616 190 616 941 284 924 460 178 448 433 178 413 679 178 663 428 178 408 442 178 429 441 178 478 618 208 EXISTING mm² 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 628.3185 628.3185 ADDED BARS DEFICIT DIAMETER NO OF BARS mm² 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 78 BOTTOM REINFORCEMENT ADDED BARS REQUIRED EXISTING DEFICIT DIAMETER NO OF BARS mm² mm² mm² 280 942.4778 0 384 942.4778 0 383 942.4778 0 281 942.4778 0 384 942.4778 0 384 942.4778 0 281 942.4778 0 383 942.4778 0 383 942.4778 0 280 942.4778 0 383 942.4778 0 386 942.4778 0 288 942.4778 0 398 942.4778 0 479 942.4778 0 487 942.4778 0 568 942.4778 0 332 942.4778 0 192 942.4778 0 326 942.4778 0 300 942.4778 0 179 942.4778 0 302 942.4778 0 339 942.4778 0 255 942.4778 0 331 942.4778 0 293 942.4778 0 179 942.4778 0 296 942.4778 0 312 942.4778 0 186 942.4778 0 309 942.4778 0 358 942.4778 0 215 942.4778 0 314 942.4778 0 495 942.4778 0 274 942.4778 0 TOP REINFORCEMENT Story plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level Label B14 B15 B15 B15 B16 B16 B16 B17 B17 B17 B18 B18 B18 B19 B19 B19 B20 B20 B20 B21 B21 B21 B22 B22 B22 B23 B23 B23 B24 B24 B24 B25 B25 B25 B26 B26 B26 Section B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 Location End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J REQUIRED mm² 620 619 213 623 622 192 621 621 192 622 623 213 619 620 208 618 939 439 939 800 346 800 730 321 730 688 309 688 710 313 709 750 327 748 800 348 801 EXISTING mm² 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 ADDED BARS DEFICIT DIAMETER NO OF BARS mm² 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 79 BOTTOM REINFORCEMENT ADDED BARS REQUIRED EXISTING DEFICIT DIAMETER NO OF BARS mm² mm² mm² 497 942.4778 0 466 942.4778 0 279 942.4778 0 492 942.4778 0 472 942.4778 0 261 942.4778 0 473 942.4778 0 472 942.4778 0 261 942.4778 0 472 942.4778 0 491 942.4778 0 279 942.4778 0 467 942.4778 0 497 942.4778 0 275 942.4778 0 493 942.4778 0 921 942.4778 0 422 942.4778 0 920 942.4778 0 792 942.4778 0 353 942.4778 0 792 942.4778 0 721 942.4778 0 327 942.4778 0 721 942.4778 0 660 942.4778 0 302 942.4778 0 660 942.4778 0 701 942.4778 0 319 942.4778 0 701 942.4778 0 742 942.4778 0 334 942.4778 0 743 942.4778 0 789 942.4778 0 354 942.4778 0 789 942.4778 0 TOP REINFORCEMENT Story plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level Label B27 B27 B27 B28 B28 B28 B29 B29 B29 B30 B30 B30 B31 B31 B31 B32 B32 B32 B33 B33 B33 B34 B34 B34 B35 B35 B35 B36 B36 B36 B37 B37 B37 B38 B38 B38 B39 Section B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 B250x350 Location End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I REQUIRED mm² 618 620 620 619 213 623 622 192 621 621 192 622 623 213 619 620 208 618 924 284 941 448 178 459 413 178 433 662 178 678 405 178 425 426 178 439 478 EXISTING mm² 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 942.4778 ADDED BARS DEFICIT DIAMETER NO OF BARS mm² 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 80 BOTTOM REINFORCEMENT ADDED BARS REQUIRED EXISTING DEFICIT DIAMETER NO OF BARS mm² mm² mm² 495 942.4778 0 275 942.4778 0 497 942.4778 0 466 942.4778 0 279 942.4778 0 493 942.4778 0 472 942.4778 0 261 942.4778 0 473 942.4778 0 472 942.4778 0 261 942.4778 0 473 942.4778 0 492 942.4778 0 279 942.4778 0 467 942.4778 0 498 942.4778 0 275 942.4778 0 493 942.4778 0 568 942.4778 0 487 942.4778 0 479 942.4778 0 326 942.4778 0 192 942.4778 0 332 942.4778 0 302 942.4778 0 179 942.4778 0 300 942.4778 0 331 942.4778 0 255 942.4778 0 339 942.4778 0 294 942.4778 0 178 942.4778 0 292 942.4778 0 307 942.4778 0 183 942.4778 0 311 942.4778 0 314 942.4778 0 TOP REINFORCEMENT Story plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level Label B39 B39 B40 B40 B40 B41 B41 B41 B42 B42 B42 B43 B43 B43 B44 B44 B44 B45 B45 B45 Section B250x350 B250x350 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 B 250x300 Location Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J End-I Middle End-J REQUIRED mm² 178 441 616 191 615 616 190 616 616 190 616 618 190 617 618 190 618 616 190 615 EXISTING mm² 942.4778 942.4778 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 628.3185 ADDED BARS DEFICIT DIAMETER NO OF BARS mm² 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 81 BOTTOM REINFORCEMENT ADDED BARS REQUIRED EXISTING DEFICIT DIAMETER NO OF BARS mm² mm² mm² 215 942.4778 0 358 942.4778 0 400 942.4778 0 289 942.4778 0 386 942.4778 0 383 942.4778 0 281 942.4778 0 385 942.4778 0 383 942.4778 0 282 942.4778 0 385 942.4778 0 385 942.4778 0 281 942.4778 0 384 942.4778 0 384 942.4778 0 280 942.4778 0 384 942.4778 0 387 942.4778 0 289 942.4778 0 399 942.4778 0 From the analysis it is found that the beam of ground and first floor only require jacketing. The arrangement of beams in first and ground floor are identical and the arrangement is shown as in figure. Fig: Arrangement of beams in ground and first floor. Not all the beams of ground and first floor require jacketing. From analysis it is found that beams of grid 1 and grid 4 do not require strengthening. Fig: Beams in ground and first floor that require strengthening. 82 From the above table, following additional reinforcements are required. For the jacketing of beam, “ Seismic Retrofitting Guidelines of Buildings in Nepal – 2016” is followed. For transverse beams requiring strengthening Maximum top reinforcement required= 1740.522 mm2 If 20 mm diameter bars are provided, 𝑅𝑒𝑞𝑢𝑖𝑟𝑒𝑑 𝑎𝑟𝑒𝑎 𝐷𝑖𝑎𝑚𝑒𝑡𝑒𝑟 𝑜𝑓 𝑜𝑛𝑒 𝑏𝑎𝑟 No of bars required= 1740.522 314.16 = =5.54 Provide 6 bars of 20 mm diameter. Maximum bottom reinforcement required= 1402.522 mm2 If 20 mm diameter bars are provided, 𝑅𝑒𝑞𝑢𝑖𝑟𝑒𝑑 𝑎𝑟𝑒𝑎 𝐷𝑖𝑎𝑚𝑒𝑡𝑒𝑟 𝑜𝑓 𝑜𝑛𝑒 𝑏𝑎𝑟 No of bars required= 1402.522 314.16 = = 4.46 Provide 6 bars of 20 mm diameter. For longitudinal beams requiring strengthening Maximum top reinforcement required= 1187.681 mm2 If 20 mm diameter bars are provided, 𝑅𝑒𝑞𝑢𝑖𝑟𝑒𝑑 𝑎𝑟𝑒𝑎 No of bars required=𝐷𝑖𝑎𝑚𝑒𝑡𝑒𝑟 𝑜𝑓 𝑜𝑛𝑒 𝑏𝑎𝑟 1187.681 314.16 = =3.78 Provide 4 bars of 20 mm diameter. Maximum bottom reinforcement required= 679.5222 mm2 If 20 mm diameter bars are provided, 83 𝑅𝑒𝑞𝑢𝑖𝑟𝑒𝑑 𝑎𝑟𝑒𝑎 No of bars required=𝐷𝑖𝑎𝑚𝑒𝑡𝑒𝑟 𝑜𝑓 𝑜𝑛𝑒 𝑏𝑎𝑟 679.5222 314.16 = = 2.163 Provide 4 bars of 20 mm diameter. Spacing of stirrups in jacketed beam Spacing of stirrups, Sv = (fy dh2 )/(t*√fck) Where , fy= yield strength of steel = 415 Mpa fck= cube strength of concrete = 15 Mpa dh = diameter of stirrups = 8 mm ( Providing 8 mm diameter stirrups) t = thickness of jacket = 100 mm Spacing of 8 mm stirrups = 68.57 mm Hence , provide 2 legged 8 mm stirrrups @ 65 mm c/c. The necessary drawings are provided in annex section. 84 COLUMN AFTER RETROFITING Story 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor 2nd floor Label C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15 C16 C17 C18 C19 C20 C21 C22 C23 C24 C25 C26 C27 Section C 450x600 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 250x400 C 250x400 C 250x400 C 250x400 C 250x400 P (KN) -113.814 -51.5756 -52.793 -52.208 -52.3354 -54.5728 -59.123 -167.684 -88.4756 -87.5483 -151.575 -87.517 -89.2112 -139.929 -167.972 -88.4942 -87.6539 -153.218 -86.8611 -88.5841 -140.851 -113.848 -51.5705 -52.7594 -52.2948 -52.2742 -54.5421 Mux Muy (kN-m) -154.017 -7.0098 -5.297 -4.9869 -2.7924 -3.2221 -45.7825 -182.596 -124.821 -116.457 -135.025 -125.924 -131.269 -187.424 182.9956 125.4245 117.5866 138.7804 117.154 122.8753 190.5359 154.16 7.0852 5.4289 4.9199 5.3135 5.7957 reinforcement to be added (mm2) reinforcement provided (kN-m) Required steel reinforcement (mm2) available (mm2) -10.0179 0.0133 -0.2184 -0.2677 -0.0379 -0.9591 3.5545 -8.0294 4.0937 0.6841 2.3616 -1.1998 -3.7416 12.2684 -8.1696 3.9524 0.649 -2.8278 -1.9633 -3.2217 12.9485 -10.4264 -0.06 -0.2813 -0.2945 -0.1942 -0.941 2429 1590 1489 1602 1600 1580 3593 5201 5369 5219 5136 5101 5313 5181 5196 5407 5209 5136 5192 5336 4018 2929 1601 1607 1598 1543 1498 820.5 not required not required not required not required not required 1984.5 3592.5 3760.5 3610.5 3527.5 3492.5 3704.5 3572.5 3587.5 3798.5 3600.5 3527.5 3583.5 3727.5 2409.5 1320.5 not required not required not required not required not required 8-12mm ø 85 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 12-16 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-16 mm ø 12-12 mm ø Column After Retrofiting Story 2nd floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor 1st floor Label C28 C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15 C16 C17 C18 C19 C20 C21 C22 C23 C24 C25 C26 Section C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 P (KN) -59.3091 -370.208 -368.238 -354.815 -350.351 -316.715 -326.398 -250.985 -553.102 -500.651 -482.371 -528.733 -436.692 -443.165 -444.545 -554.533 -500.739 -482.279 -531.691 -481.024 -488.037 -447.613 -380.974 -368.206 -354.568 -351.2 -351.194 Mux Muy (kN-m) 46.6472 -123.702 -180.407 -166.584 -166.88 -153.035 -158.131 -123.21 -254.796 -225.175 -203.48 -164.996 -192.043 -197.673 -188.562 255.7928 224.7845 202.9531 163.9031 184.7055 190.117 187.1199 139.8574 180.1515 166.1882 166.7626 159.0236 reinforcement to be added (mm2) reinforcement provided (kN-m) Required steel reinforcement (mm2) available (mm2) 3.5323 -13.9359 7.3714 3.404 -1.2339 -0.9061 -4.1145 17.0948 -15.5407 8.6882 3.1735 -2.3972 -1.0364 -4.1341 19.4255 -15.6115 8.635 3.2349 -2.9011 -1.5722 -3.5807 20.0858 -14.5665 7.4889 3.5537 -1.2737 -0.97 3617 2681 2510 2395 2363 2352 2371 2377 7026 7017 6812 6798 6795 7016 4410 7024 7025 6815 6809 6806 7029 4411 2772 2672 2396 2363 2368 2008.5 1072.5 901.5 786.5 754.5 743.5 762.5 768.5 5417.5 5408.5 5203.5 5189.5 5186.5 5407.5 2801.5 5415.5 5416.5 5206.5 5200.5 5197.5 5420.5 2802.5 1163.5 1063.5 787.5 754.5 759.5 12-16 mm ø 4-16 mm ø +4-12mm ø 8-12 mm ø 8-12 mm ø 8-12 mm ø 8-12 mm ø 8-12 mm ø 8-12 mm ø 8-25 mm ø +8-16mm ø 8-25 mm ø +8-16mm ø 8-25 mm ø +8-16mm ø 8-25 mm ø +8-16mm ø 8-25 mm ø +8-16mm ø 8-25 mm ø +8-16mm ø 4-20 mm ø +8-16mm ø 8-25 mm ø +8-16mm ø 8-25 mm ø +8-16mm ø 8-25 mm ø +8-16mm ø 8-25 mm ø +8-16mm ø 8-25 mm ø +8-16mm ø 8-25 mm ø +8-16mm ø 4-20 mm ø +8-16mm ø 4-16 mm ø +4-12mm ø 4-16 mm ø +4-12mm ø 8-12 mm ø 8-12 mm ø 8-12 mm ø 86 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 Column After Retrofiting Story 1st floor 1st floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor ground floor Label C27 C28 C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15 C16 C17 C18 C19 C20 C21 C22 C23 C24 C25 Section C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 P (KN) -361.167 -251.587 -670.072 -670.084 -640.466 -660.582 -597.143 -596.736 -436.756 -1018.66 -917.728 -876.384 -928.058 -824.903 -839.187 -704.936 -1010.93 -917.563 -876.192 -930.908 -861.598 -876.338 -706.925 -669.667 -670.009 -640.175 -661.544 Mux Muy (kN-m) 164.0759 122.5936 -260.818 -214.689 -197.905 -198.305 -188.118 -171.875 -166.142 -263.49 -265.188 -243.829 -207.797 -229.127 -236.056 -18.4854 263.6464 265.1975 243.9114 207.9596 229.6274 236.6341 17.8519 260.6418 214.6936 197.9757 198.41 reinforcement to be added (mm2) reinforcement provided (kN-m) Required steel reinforcement (mm2) available (mm2) -3.8224 17.3763 6.8321 20.6403 20.3196 -7.0624 -6.6772 7.1526 17.0747 -5.239 4.3254 3.1344 -1.4485 -1.2371 -1.9407 175.0889 -5.2613 4.3038 3.1294 -1.5216 -1.3126 -1.8947 175.172 6.7485 20.5679 20.2364 -7.1542 2392 2377 2915 2945 2917 2923 2962 2958 2756 5968 6808 6517 6540 6580 6829 4498 5917 6815 6575 6546 6566 6822 4487 2909 2962 2932 2934 783.5 768.5 1306.5 1336.5 1308.5 1314.5 1353.5 1349.5 1147.5 4359.5 5199.5 4908.5 4931.5 4971.5 5220.5 2889.5 4308.5 5206.5 4966.5 4937.5 4957.5 5213.5 2878.5 1300.5 1353.5 1323.5 1325.5 8-12 mm ø 8-12 mm ø 12-12 mm ø 12-12 mm ø 12-12 mm ø 12-12 mm ø 12-12 mm ø 12-12 mm ø 12-12 mm ø 4-25 mm ø +12-16mm ø 8-25 mm ø +8-16mm ø 16-20 mm ø 16-20 mm ø 16-20 mm ø 8-25 mm ø +8-16mm ø 16-16 mm ø 4-25 mm ø +12-16mm ø 8-25 mm ø +8-16mm ø 16-20 mm ø 16-20 mm ø 16-20 mm ø 8-25 mm ø +8-16mm ø 16-16 mm ø 12-12 mm ø 12-12 mm ø 12-12 mm ø 12-12 mm ø 87 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 Column After Retrofiting Story ground floor ground floor ground floor plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level plinth level Label C26 C27 C28 C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15 C16 C17 C18 C19 C20 C21 C22 C23 C24 Section C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 C 450x600 P (KN) -632.166 -632.068 -459.46 -807.449 -779.474 -748.462 -800.597 -704.461 -723.545 -529.989 -1215.55 -1053.91 -1007.03 -1086.04 -952.189 -968.194 -811.824 -1207.92 -1053.75 -1006.88 -1088.93 -988.646 -1005.12 -814.978 -807.055 -779.399 -748.177 Mux Muy (kN-m) 187.6458 171.4586 199.6156 -397.473 -360.969 -332.499 -308.887 -315.298 -324.94 -327.633 -113.25 -375.717 -345.912 -311.474 -327.356 -337.359 -339.537 396.9734 375.768 346.0941 311.7382 327.1459 337.2712 340.2138 397.4944 361.0191 332.6782 reinforcement to be added (mm2) reinforcement provided (kN-m) Required steel reinforcement (mm2) available (mm2) -6.7626 7.0862 4.8727 22.3052 27.216 26.3863 -8.912 -9.4879 -10.3207 -5.9629 4.08 5.3576 5.5898 -2.0528 -1.9447 -1.605 0.7362 2.9334 5.3177 5.5463 -2.0939 -1.9732 -1.6159 0.7417 22.1729 27.0791 26.2577 2928 2963 2640 4641 4372 4104 4025 4135 4178 4324 5356 5027 4951 4931 4968 5050 5368 5365 5041 4959 4932 4956 5040 5320 4642 4372 4234 1319.5 1354.5 1031.5 3032.5 2763.5 2495.5 2416.5 2526.5 2569.5 2715.5 3747.5 3418.5 3342.5 3322.5 3359.5 3441.5 3759.5 3756.5 3432.5 3350.5 3323.5 3347.5 3431.5 3711.5 3033.5 2763.5 2625.5 12-12 mm ø 12-12 mm ø 12-12 mm ø 4-25 mm ø +8-16mm ø 4-20 mm ø +8-16mm ø 4-20 mm ø +8-16mm ø 4-20 mm ø +8-16mm ø 4-20 mm ø +8-16mm ø 4-20 mm ø +8-16mm ø 4-20 mm ø +8-16mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 12-20 mm ø 4-25 mm ø +8-16mm ø 4-20 mm ø +8-16mm ø 4-20 mm ø +8-16mm ø 88 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 1608.5 Column After Retrofiting Story plinth level plinth level plinth level plinth level Label C25 C26 C27 C28 Section C 450x600 C 450x600 C 450x600 C 450x600 P (KN) -801.588 -739.46 -758.857 -530.707 Mux Muy (kN-m) 309.133 314.7915 324.5505 328.2797 reinforcement to be added (mm2) reinforcement provided (kN-m) Required steel reinforcement (mm2) available (mm2) -9.0465 -9.6244 -10.4437 -6.0862 4034 4116 4166 4338 2425.5 2507.5 2557.5 2729.5 4-20 mm ø +8-16mm ø 4-20 mm ø +8-16mm ø 4-20 mm ø +8-16mm ø 4-20 mm ø +8-16mm ø 1608.5 1608.5 1608.5 1608.5 After increasing the column size to 450 * 600 mm and Beam size accordingly , ETABS Analysis was done. The results show that required value of reinforcement in the column is higher than existing reinforcements. Hence the reinforcement to be provided for retrofitting design is calculated (increased 4/3 times ) and no. of bars and the bar size is adopted which is shown in above table . Monolithic casting with old concrete was performed. In each retrofitted column , before jacketing studs of 10 mm bars staggered @ 150 mm c/c are used to create the compact bond between old and new concrete. The bars are drilled and inserted at least 100 mm into concrete by applying bonding chemicals ( sika -Hibond ). The studs along with itself shall be suffient to adress the bonding requirement between old and new . 89 Design of Beam Jacketing Mu= 251.1292 KN-m Fck= 15 KN Fy= 415 KN RCC non jacketed section, Ast = 3 – 20 mm dia bars = 942.48 mm2 b= 250 mm d= 257 mm D= 300 mm RCC jacketed section, Extra Ast= 6 – 20 mm dia bars = 1884.96 mm2 b= 450 mm d= 457 mm D= 500 mm Check for moment for jacketed beam Moment capacity of existing section, Fy∗Ast Mu =0.87 ∗ Fy ∗ Ast ∗ d (𝟏 − 𝑏𝑑∗Fck) 415∗942.48 =0.87 ∗ 415 ∗ 942.48 ∗ 257 (𝟏 − 250∗257∗15) = 51.96 KN-m Moment capacity of jacketed section, Fy∗Ast Mu =0.87 ∗ Fy ∗ Ast ∗ d (𝟏 − 𝑏𝑑∗Fck) =0.87 ∗ 415 ∗ 1884.96 ∗ 457 (𝟏 − 415∗1884.96 450∗457∗15 ) = 232.147 KN-m Overall moment capacity = 284.107 KN-m > 251.1292 KN-m 90 Hence , safe. Check for shear for jacketed beam Vu= 321.456 KN Ast = 1884.96 mm2 Pt = 100∗Ast b∗d =0.91 % So, Ʈc = 0.5784 (From IS 456:2000, Table 19) Stirrups are 2- legged 8 mm ɸ @ 65 mm c/c Vus=(0.87*fy*Ast*d)/Sv 0.87∗415∗100.53∗457 = 65 =255.191 KN Shear capacity of section = Ʈc * b*d + Vus = 374.138 KN > 321.456 KN Hence, Safe 91 Design of column jacketing 250 mm Checking whether retrofit required or not ? we have size of existing column = 250*400 mm unsupported length of column = 3.5 m 400 mm before retrofit , ultimate axial load ( Pu ) = 932.82 KN corresponding moments : fig. existing column along major axis = 200.5 KNm along minor axis = -2.97 KNm existing main reinforcement in column (Asc)= 8-16 mm ø= 1608.5 mm2 concrete grade by NDT = M15 i.e. fck =15 MPa grade of steel = Fe415 i.e. fy =415 MPa assume effective cover d’ =60 mm as per IS 456: 2000 , the capacity of column (Pc) = 0.4fck* (Agross – Asc ) + 0.67 fy *Asc = 0.4* 15 * (250*400 – 1608.5)+ 0.67*415*1608.5 = 590.4 KN i.e. load carrying capacity of column (Pc) < ultimate axial load (Pu) hence retrofitiing is reuired . on increasing column section by 100 mm ( minimum ) on either side of existing column , column size after retrofitting will be 450 mm * 600 mm After increasing section , ultimate axial load on column (Pu) = 1215.55 KN and corresponding moments 92 along major axis(Mux) = 397KNm along minor axis(Muy) = -4.37 KNm therefore ultimate moment for design purpose =Mu = 1.15 *√𝑀𝑢𝑥 2 + 𝑀𝑢𝑦 2 = 1.15 *√3972 + 4.372 = 456.56 KNm check for eccentricities , effective length of column(Le) =0.65*3.5 = 2.275 m 𝐿𝑒 slenderness ratio (S.R) = 𝑙𝑒𝑎𝑠𝑡 𝑙𝑎𝑡𝑒𝑟𝑎𝑙 𝑑𝑖𝑚𝑒𝑛𝑠𝑖𝑜𝑛 (𝐵) = 2.275 0.45 = 5.06 <12 so column is short column 𝐿 𝐷 minimum eccentricity along major axis,ex = 500 + 30 mm 3500 = 500 + 𝐿 600 30 = 27 mm 𝐵 minimum eccentricity along major axis,ex = 500 + 30 mm 3500 = 500 + 450 30 = 22 mm Also , 0.05D =0.05 *600 =30 mm > emin ok assuming effective cover (d’) = 60 mm on either direction 𝑑′ 60 = 600 =0.1 𝐷 and 1215.55∗103 𝑃𝑢 = 𝑓𝑐𝑘∗𝐵∗𝐷 15∗450∗600 456.56∗106 𝑀𝑢 = 𝑓𝑐𝑘∗𝐵∗𝐷 2 = 0.3 15∗450∗6002 = 0.19 using P-M interaction chart for rectangular column section i.e. from chart 44 (SP 16) corresponding to we get , 𝑝 𝑓𝑐𝑘 𝑑′ 𝐷 =0.1 and Fe 415 steel grade =0.15 93 % of reinforcement required = p = 0.15 *fck = 2.25 % > 0.8% (minmum required ) < 6 % ( maximum value) , ok thus, Asc = 2.25 100 *450*600 =6075 mm2 now checking biaxial bending , Along major axis, 𝑝 𝑓𝑐𝑘 𝑑′ 𝐷 =0.15 =0.1 fy =415 MPa 𝑃𝑢 and = 𝑓𝑐𝑘∗𝐵∗𝐷 from chart 44, we have, 1215.55∗103 15∗450∗600 𝑀𝑢𝑥1 𝑓𝑐𝑘∗𝐵∗𝐷 2 = 0.3 =0.195 or, Mux1= 461.7 KNm Along minor axis, 𝑝 𝑓𝑐𝑘 𝑑′ 𝐵 =0.15 =0.14 ≈ 0.15 fy =415 MPa and 𝑃𝑢 = 𝑓𝑐𝑘∗𝐵∗𝐷 from chart 44, we have, 1215.55∗103 15∗450∗600 𝑀𝑢𝑦1 𝑓𝑐𝑘∗𝐷∗𝐵2 = 0.3 =0.18 or, Muy1= 328 KNm again Puz =0.45fck*Ac+ 0.75*fy*Asc = 0.45*15*(450*600 – 6075)+ 0.75*415*6075 = 3672 KN thus , 𝑃𝑢 𝑃𝑢𝑧 =0.33 > 0.2 94 < 0.8 , ok 𝑃𝑢 now , αn =0.667+1.667* 𝑃𝑢𝑧 = 1.22 𝑀𝑢𝑥 𝑀𝑢𝑦 397 4.37 and (𝑀𝑢𝑥1)αn + (𝑀𝑢𝑦1)αn = (461.7)1.22 + ( 328 )1.22 = 0.84 < 1.0 ,ok thus provide 2.25 % of Asc 4 but for jacketing , area of steel required = 3 *( Ast requied – Asc existing ) = 4 3 *( 6075– 1608.5 ) = 5955.33 mm2 hence provide 8-20 mm ø + 8-25 mm ø bars as longitudinal reinforcement and 8mm ø bars as lateral reinforcements ( stirrups ) with spacing =150 mm c/c 95 Design of slab a.) 2-way slab on ground floor and first floor roof 2 2 2 3 4 4 4 4 3 1 2 2 2 2 1 1 1 2 fig. plan view of slab i.) design of slab 1 type of panel = slab with 2 adjacent edges discontinuous ( panel no. 4) Ly= 5.925 m Lx=3.7 m 96 bearing of support = 250 mm width 𝐿𝑦 since , 𝐿𝑥 =1.56 < 2 so the slab is 2-way 1.) depth and effective span of slab total depth of slab (D) =150 mm Assume ø= 10 mm Effective cover = 20 mm then , Effective depth Along X , dx = 130 mm Along Y , dy = 120 mm (lx)eff = minimum of { 3.7 + 0.25 = 3.95 or 3.7 + 0.13 = 3.83 } = 3.83 m (ly)eff = minimum of { 5.925 + 0.25 or 5.925 + 0.12 } = 6.045 m 2.) load calculatons ( design loads ) considering the strip of a 1 m width in each direction Dead load Self weight of slab = 25 *1 * 0.15 = 3.75 KN/m Floor finish = 1.1 KN/m2 *1 = 1.1 KN/m Live load = 4 KN/m2 *1 = 4 KN/m Total factored load (Wu) = 1.5 * (3.75+1.1+4) = 13.275 KN/m 3. Bending moment and depth check from IS 456:2000 table 26 97 𝐿𝑦 for r=𝐿𝑥 =1.54 and panel 4 coefficients of moments : 𝛼𝑥+ = 0.05712 𝛼𝑥− = 0.07644 𝛼𝑦+ = 0.035 𝛼𝑦− = 0.047 Design Moments : i. Along shorter span 𝑀𝑥+ = 𝛼𝑥+ * Wu * {(lx)eff}2 = 11.68 KNm 𝑀𝑥− = 𝛼𝑥− * Wu * {(lx)eff}2 = 14.8 KNm ii. Along longer span 𝑀𝑦+ = 𝛼𝑦+ * Wu * {(lx)eff}2 = 7.8 KNm 𝑀𝑦− = 𝛼𝑦− * Wu * {(lx)eff}2 = 9.73 KNm Thus, maximum moment (Mu ) = 14.8 KNm For Fe415 , Mu,lim = 0.138 * fck * bd2 14.8∗106 dreq = √0.138∗15∗1000 = 80 mm < dprovided = 130 mm OK. 4. Design of Reinforcement a. Reinforcement in mid strips i. Along short span  Bottom reinforcement 98 4.6∗𝑀+ f𝑐𝑘 𝑥 𝐴𝑠𝑡𝑥+ = 0.5 fy { 1- √1 − 𝑓𝑐𝑘∗ bd2 } bd 4.6∗11.68∗106 15 = 0.5415{ 1- √1 − 15∗ 1000∗1302 } *1000*130 = 280.76 mm2 Astmin = 0.12 % bD = 180 mm2 < 𝐴𝑠𝑡𝑥+ , OK. Using 10 mm bar, Spacing = 1000 ∗ 𝜋∗ 102 ∗0.25 280.76 = 279.7mm <300mm OK. Provide 10mm ø @ 250 mm c/c  Top Reinforcement 4.6∗14.8∗106 15 𝐴𝑠𝑡𝑥− = 0.5415{ 1- √1 − 15∗ 1000∗1302 } *1000*130 = 300.6 mm2 Using 10 mm bar, Spacing = 1000 ∗ 𝜋∗ 102 ∗0.25 300.6 = 258.3 mm <300mm OK. Provide 10mm ø @ 240 mm c/c ii.  Along longer span Bottom reinforcement f𝑐𝑘 4.6∗𝑀𝑦+ 𝐴𝑠𝑡𝑦+ = 0.5 fy { 1- √1 − 𝑓𝑐𝑘∗ bd2 } bd 15 4.6∗7.8∗106 = 0.5415{ 1- √1 − 15∗ 1000∗1202 } *1000*120 = 194.52 mm2 Astmin = 0.12 % bD = 180 mm2 < 𝐴𝑠𝑡𝑦+ , OK. 99 Using 10 mm bar, Spacing = 1000 ∗ 𝜋∗ 102 ∗0.25 194.52 = 376.6mm >300mm not OK. Provide 10mm ø @ 275 mm c/c  Top Reinforcement 4.6∗9.73∗106 15 𝐴𝑠𝑡𝑦− = 0.5415{ 1- √1 − 15∗ 1000∗1202 } *1000*120 = 236.4 mm2 Using 10 mm bar, Spacing = 1000 ∗ 𝜋∗ 102 ∗0.25 236.4 = 288.15 <300mm OK. Provide 10mm ø @ 275 mm c/c b. Reinforcement in edge strip along both direction: Provide minimum reinforcement (nominal value) = 0.12 % bD = 180 mm2 Using 8 mm bar, Spacing = 1000 ∗ 𝜋∗ 82 ∗0.25 180 = 279 <300mm OK. Provide 8mm ø @ 250 mm c/c 5. Torsional reinforcement design No torsional reinforcement provided at the corner with bot edges continuous. a. Torsional reinforcement at corner when both edges discontinuous Provide torsion reinforcement in both direction in bases @ top end bottom 100 in 4 layers with area of reinforcement in each layer = 75% of 𝐴𝑠𝑡𝑋− = 236 mm2 i.e Provide 8mm ø @ 250 mm c/c b. Torsional reinforcement at corner when one edge discontinuous Provide torsion reinforcement in both direction in bases @ top end bottom in 4 layers with area of reinforcement in each layer = 37.5% of 𝐴𝑠𝑡𝑋− = 120 mm2 6. Check for Shear Vu = Wu∗lx 2 = 24.56 KN. Nominal shear (τv) = Vu 𝑏𝑑 = 0.18 MPa % of reinforcement provided (Pt) = 100 𝐴𝑠𝑡𝑥+ 𝑏𝑑 = 0.19 % From Table 19 IS 456 For M25 grade of concrete and 0.19% of reinforcement Design shear ( τc ) = 0.308 MPa and, For Slab thickness 150 mm , k = 1.3 Thus, k* τc = 0.4 > τv, OK. Design is safe in shear. 6. Check for deflection control % reinforcement at support (Pt) = 0.25% 101 From IS 456, Pg.38 300.6 fs = 0.58 *415 *327.25 = 221.1 MPa From graph , Modification factor corresponding to fs = 221.1 MPa and Pt = 0.25% M.F = 1.7 𝐿 (𝐷)allowable = M.F * basic value = 1.7 * 20 = 34 𝐿 𝐿 (𝐷)provided = 3700/150 = 24.6 < (𝐷)allowable, OK 7. Check for development length (Ld) at continuous end of longer span Ld= 1.3 M1/V + Lo ------------ (i) where, Lo = 100mm Ld = 0.87𝑓𝑦∗ø 4𝜏𝑏𝑑 = 47 ø M1 = Moment of Resistance 𝐴𝑠𝑡 = Mu,lim = 0.87fy Ast (d - fy𝑓𝑐𝑘∗𝑏 ) where, Ast =50% of Ast+ =167.08 mm2 M1 = 8.13 KNm v = vu = 24.56 KN 102 Thus, from eqn (i) 47 ø ≤ 1.3 * 8.13∗106 24.56∗1000 + 100 or, ø ≤ 10.3 actually provided , ø = 10mm ≤ 10.3, OK. ii.) design of slab 2 type of panel = slab with one short edge discontinuous ( panel no. 2) Ly= 5.925 m Lx=3.7 m bearing of support = 250 mm width 𝐿𝑦 since , 𝐿𝑥 =1.56 < 2 so the slab is 2-way 1.) depth and effective span of slab total depth of slab (D) =150 mm Assume ø= 10 mm Effective cover = 20 mm then , Effective depth Along X , dx = 130 mm Along Y , dy = 120 mm (lx)eff = minimum of { 3.7 + 0.25 = 3.95 or 3.7 + 0.13 = 3.83 } = 3.83 m 103 (ly)eff = minimum of { 5.925 + 0.25 or 5.925 + 0.12 } = 6.045 m 2.) load calculatons ( design loads ) considering the strip of a 1 m width in each direction Dead load Self weight of slab = 25 *1 * 0.15 = 3.75 KN/m Floor finish = 1.1 KN/m2 *1 = 1.1 KN/m Live load = 4 KN/m2 *1 = 4 KN/m Total factored load (Wu) = 1.5 * (3.75+1.1+4) = 13.275 KN/m 3. Bending moment and depth check from IS 456:2000 table 26 𝐿𝑦 for r=𝐿𝑥 =1.54 and panel 2 coefficients of moments : 𝛼𝑥+ = 0.0446 𝛼𝑥− = 0.05812 𝛼𝑦+ = 0.037 𝛼𝑦− = 0.028 Design Moments : iii. Along shorter span 𝑀𝑥+ = 𝛼𝑥+ * Wu * {(lx)eff}2 = 8.76 KNm 𝑀𝑥− = 𝛼𝑥− * Wu * {(lx)eff}2 = 11.68 KNm 104 iv. Along longer span 𝑀𝑦+ = 𝛼𝑦+ * Wu * {(lx)eff}2 = 5.84 KNm 𝑀𝑦− = 𝛼𝑦− * Wu * {(lx)eff}2 = 7.78 KNm Thus, maximum moment (Mu ) = 11.68 KNm For Fe415 , Mu,lim = 0.138 * fck * bd2 11.8∗106 dreq = √0.138∗15∗1000 = 75 mm < dprovided = 130 mm OK. 4. Design of Reinforcement a. Reinforcement in mid strips i. Along short span  Bottom reinforcement 4.6∗𝑀+ f𝑐𝑘 𝑥 𝐴𝑠𝑡𝑥+ = 0.5 fy { 1- √1 − 𝑓𝑐𝑘∗ bd2 } bd = 268.4 mm2 Astmin = 0.12 % bD = 180 mm2 < 𝐴𝑠𝑡𝑥+ , OK. Using 10 mm bar, Spacing = 1000 ∗ 𝜋∗ 102 ∗0.25 268.4 = 292.7mm <300mm OK. Provide 10mm ø @ 250 mm c/c  Top Reinforcement 15 4.6∗11.8∗106 𝐴𝑠𝑡𝑥− = 0.5415{ 1- √1 − 15∗ 1000∗1302 } *1000*130 105 = 280.76 mm2 Using 10 mm bar, Spacing = 1000 ∗ 𝜋∗ 102 ∗0.25 280.76 = 279.6 mm <300mm OK. Provide 10mm ø @ 240 mm c/c iii.  Along longer span Bottom reinforcement 4.6∗𝑀𝑦+ f𝑐𝑘 𝐴𝑠𝑡𝑦+ = 0.5 fy { 1- √1 − 𝑓𝑐𝑘∗ bd2 } bd = 174.52 mm2 Astmin = 0.12 % bD = 180 mm2 > 𝐴𝑠𝑡𝑦+ , not OK. Using 10 mm bar, Spacing = 1000 ∗ 𝜋∗ 102 ∗0.25 174.52 = 404 mm >300mm not OK. Provide 10mm ø @ 300 mm c/c  Top Reinforcement 4.6∗7.78∗106 15 𝐴𝑠𝑡𝑦− = 0.5415 { 1- √1 − 15∗ 1000∗1202 } *1000*120 = 194.25 mm2 > Astmin ok Using 10 mm bar, Spacing = 1000 ∗ 𝜋∗ 102 ∗0.25 194.25 = 376.6>300mm not OK. thus, Provide 10mm ø @ 300 mm c/c b. Reinforcement in edge strip along both direction: 106 Provide minimum reinforcement (nominal value) = 0.12 % bD = 180 mm2 Using 8 mm bar, Spacing = 1000 ∗ 𝜋∗ 82 ∗0.25 180 = 279 <300mm OK. Provide 8mm ø @ 250 mm c/c 5. Torsional reinforcement design No torsional reinforcement provided at the corner with bot edges continuous. c. Torsional reinforcement at corner when both edges discontinuous Provide torsion reinforcement in both direction in bases @ top end bottom in 4 layers with area of reinforcement in each layer = 75% of 𝐴𝑠𝑡𝑋− = 236 mm2 i.e Provide 8mm ø @ 250 mm c/c d. Torsional reinforcement at corner when one edge discontinuous Provide torsion reinforcement in both direction in bases @ top end bottom in 4 layers with area of reinforcement in each layer = 37.5% of 𝐴𝑠𝑡𝑋− = 120 mm2 6. Check for Shear Vu = Wu∗lx 2 = 24.56 KN. Nominal shear (τv) = Vu 𝑏𝑑 = 0.18 MPa % of reinforcement provided (Pt) = 100 𝐴𝑠𝑡𝑥+ 𝑏𝑑 = 0.19 % From Table 19 IS 456 For M25 grade of concrete and 0.19% of reinforcement Design shear ( τc ) = 0.308 MPa and, 107 For Slab thickness 150 mm , k = 1.3 Thus, k* τc = 0.4 > τv, OK. Design is safe in shear. 6. Check for deflection control % reinforcement at support (Pt) = 0.25% From IS 456, Pg.38 300.6 fs = 0.58 *415 *327.25 = 221.1 MPa From graph , Modification factor corresponding to fs = 221.1 MPa and Pt = 0.25% M.F = 1.7 𝐿 (𝐷)allowable = M.F * basic value = 1.7 *20 = 34 𝐿 𝐿 (𝐷)provided = 3700/150 = 24.6 < (𝐷)allowable, OK. 7. Check for development length (Ld) at continuous end of longer span Ld= 1.3 M1/V + Lo ------------ (i) where, Lo = 100mm Ld = 0.87𝑓𝑦∗ø 4𝜏𝑏𝑑 108 = 47 ø M1 = Moment of Resistance 𝐴𝑠𝑡 = Mu,lim = 0.87fy Ast (d - fy𝑓𝑐𝑘∗𝑏 ) where, Ast =50% of Ast+ =167.08 mm2 M1 = 8.13 KNm v = vu = 24.56 KN Thus, from eqn (i) 47 ø ≤ 1.3 * 8.13∗106 24.56∗1000 + 100 or, ø ≤ 10.3 actually provided , ø = 10mm ≤ 10.3, OK. iii.) design of slab 3 type of panel = slab with one short edge discontinuous ( panel no. 2) Ly= 3.7 m Lx=1.95 m bearing of support = 250 mm width 𝐿𝑦 since , 𝐿𝑥 =1.89 < 2 so the slab is 2-way 109 3.) depth and effective span of slab total depth of slab (D) =150 mm Assume ø= 10 mm Effective cover = 20 mm then , Effective depth Along X , dx = 130 mm Along Y , dy = 120 mm (ly)eff = minimum of { 3.7 + 0.25 = 3.95 or 3.7 + 0.12 = 3.82} = 3.82 m (lx)eff = minimum of { 1.95 + 0.25 or 1.95 + 0.12 } = 2.08 m 4.) load calculatons ( design loads ) considering the strip of a 1 m width in each direction Dead load Self weight of slab = 25 *1 * 0.15 = 3.75 KN/m Floor finish = 1.1 KN/m2 *1 = 1.1 KN/m Live load = 4.5 KN/m2 *1 = 4.5 KN/m Total factored load (Wu) = 1.5 * (3.75+1.1+4.5) = 14.025 KN/m 3. Bending moment and depth check from IS 456:2000 table 26 𝐿𝑦 for r=𝐿𝑥 =1.89 and panel 2 coefficients of moments : 𝛼𝑥+ = 0.0494 110 𝛼𝑥− = 0.06544 𝛼𝑦+ = 0.037 𝛼𝑦− = 0.028 Design Moments : v. Along shorter span 𝑀𝑥+ = 𝛼𝑥+ * Wu * {(lx)eff}2 = 3.03 KNm 𝑀𝑥− = 𝛼𝑥− * Wu * {(lx)eff}2 = 3.97 KNm vi. Along longer span 𝑀𝑦+ = 𝛼𝑦+ * Wu * {(lx)eff}2 = 1.84 KNm 𝑀𝑦− = 𝛼𝑦− * Wu * {(lx)eff}2 =2.43 KNm Thus, maximum moment (Mu ) = 3.97 KNm For Fe415 , Mu,lim = 0.138 * fck * bd2 3.97∗106 dreq = √0.138∗15∗1000 = 45 mm < dprovided = 130 mm OK. 4. Design of Reinforcement a. Reinforcement in mid strips f𝑐𝑘 calculate value as similar above cases using formula Ast = 0.5 fy { 14.6∗𝑀 √1 − 𝑓𝑐𝑘∗ bd2 } bd i. Along short span  Bottom reinforcement 111 Provide 10mm ø @ 250 mm c/c  Top Reinforcement Provide 10mm ø @ 240 mm c/c ii.  Along longer span Bottom reinforcement Provide 10mm ø @ 300 mm c/c  Top Reinforcement Provide 10mm ø @ 300 mm c/c b. Reinforcement in edge strip along both direction: Provide minimum reinforcement (nominal value) = 0.12 % bD = 180 mm2 Using 8 mm bar, c.Spacing = 1000 ∗ 𝜋∗ 82 ∗0.25 180 = 279 <300mm OK. Provide 8mm ø @ 250 mm c/c 5. Torsional reinforcement design No torsional reinforcement provided at the corner with bot edges continuous. a.Torsional reinforcement at corner when both edges discontinuous Provide torsion reinforcement in both direction in bases @ top end bottom in 4 layers with area of reinforcement in each layer = 75% of 𝐴𝑠𝑡𝑋− = 236 mm2 i.e Provide 8mm ø @ 250 mm c/c b.Torsional reinforcement at corner when one edge discontinuous Provide torsion reinforcement in both direction in bases @ top end bottom in 4 layers with area of reinforcement in each layer = 37.5% of 𝐴𝑠𝑡𝑋− = 120 mm2 6. Check for Shear 112 Vu = Wu∗lx 2 = 13.67 KN. Nominal shear (τv) = Vu 𝑏𝑑 = 0.105 MPa % of reinforcement provided (Pt) = 100 𝐴𝑠𝑡𝑥+ 𝑏𝑑 = 0.19 % From Table 19 IS 456 For M25 grade of concrete and 0.19% of reinforcement Design shear ( τc ) = 0.308 MPa and, For Slab thickness 150 mm , k = 1.3 Thus, k* τc = 0.4 > τv, OK. Design is safe in shear. 6. Check for deflection control % reinforcement at support (Pt) = 0.25% From IS 456, Pg.38 300.6 fs = 0.58 *415 *327.25 = 221.1 MPa From graph , Modification factor corresponding to fs = 221.1 MPa and Pt = 0.25% M.F = 1.7 𝐿 (𝐷)allowable = M.F * basic value 113 = 1.7 *20 = 34 𝐿 𝐿 (𝐷)provided = 1950/150 = 13 < (𝐷)allowable, OK. 7. Check for development length (Ld) at continuous end of longer span Ld= 1.3 M1/V + Lo ------------ (i) where, Lo = 100mm Ld = 0.87𝑓𝑦∗ø 4𝜏𝑏𝑑 = 47 ø M1 = Moment of Resistance = Mu,lim = 0.87fy Ast (d - fy 𝐴𝑠𝑡 𝑓𝑐𝑘∗𝑏 ) where, Ast =50% of Ast+ =167.08 mm2 M1 = 8.13 KNm v = vu = 13.67 KN Thus, from eqn (i) 47 ø ≤ 1.3 * 8.13∗106 13.67∗1000 + 100 or, ø ≤ 18.6 actually provided , ø = 10mm ≤ 18.6 OK. iv.) design of slab 4 type of panel = slab with one short edge discontinuous ( panel no. 1) 114 Ly= 3.7 m Lx=1.95 m bearing of support = 250 mm width 𝐿𝑦 since , 𝐿𝑥 =1.89 < 2 so the slab is 2-way 5.) depth and effective span of slab total depth of slab (D) =150 mm Assume ø= 10 mm Effective cover = 20 mm then , Effective depth Along X , dx = 130 mm Along Y , dy = 120 mm (ly)eff = minimum of { 3.7 + 0.25 = 3.95 or 3.7 + 0.12 = 3.82} = 3.82 m (lx)eff = minimum of { 1.95 + 0.25 or 1.95 + 0.12 } = 2.08 m 6.) load calculatons ( design loads ) considering the strip of a 1 m width in each direction Dead load Self weight of slab = 25 *1 * 0.15 = 3.75 KN/m Floor finish = 1.1 KN/m2 *1 115 = 1.1 KN/m Live load = 4.5 KN/m2 *1 = 4.5 KN/m Total factored load (Wu) = 1.5 * (3.75+1.1+4.5) = 14.025 KN/m 3. Bending moment and depth check from IS 456:2000 table 26 𝐿𝑦 for r=𝐿𝑥 =1.89 and panel 2 coefficients of moments : 𝛼𝑥+ = 0.04644 𝛼𝑥− = 0.062 𝛼𝑦+ = 0.032 𝛼𝑦− = 0.024 Design Moments : vii. Along shorter span 𝑀𝑥+ = 𝛼𝑥+ * Wu * {(lx)eff}2 = 2.80 KNm 𝑀𝑥− = 𝛼𝑥− * Wu * {(lx)eff}2 = 3.76 KNm viii. Along longer span 𝑀𝑦+ = 𝛼𝑦+ * Wu * {(lx)eff}2 = 1.47 KNm 𝑀𝑦− = 𝛼𝑦− * Wu * {(lx)eff}2 =1.94 KNm Thus, maximum moment (Mu ) = 3.76 KNm For Fe415 , Mu,lim = 0.138 * fck * bd2 3.76∗106 dreq = √0.138∗15∗1000 116 = 45 mm < dprovided = 130 mm OK. 4. Design of Reinforcement a. Reinforcement in mid strips f𝑐𝑘 calculate value as similar above cases using formula Ast = 0.5 fy { 14.6∗𝑀 √1 − 𝑓𝑐𝑘∗ bd2 } bd i. Along short span  Bottom reinforcement Provide 10mm ø @ 250 mm c/c  Top Reinforcement Provide 10mm ø @ 240 mm c/c iii.  Along longer span Bottom reinforcement Provide 10mm ø @ 300 mm c/c  Top Reinforcement Provide 10mm ø @ 300 mm c/c b. Reinforcement in edge strip along both direction: Provide minimum reinforcement (nominal value) = 0.12 % bD = 180 mm2 Using 8 mm bar, Spacing = 1000 ∗ 𝜋∗ 82 ∗0.25 180 = 279 <300mm OK. Provide 8mm ø @ 250 mm c/c 5. Torsional reinforcement design No torsional reinforcement provided at the corner with bot edges continuous. e. Torsional reinforcement at corner when both edges discontinuous Provide torsion reinforcement in both direction in bases @ top end bottom 117 in 4 layers with area of reinforcement in each layer = 75% of 𝐴𝑠𝑡𝑋− = 236 mm2 i.e Provide 8mm ø @ 250 mm c/c f. Torsional reinforcement at corner when one edge discontinuous Provide torsion reinforcement in both direction in bases @ top end bottom in 4 layers with area of reinforcement in each layer = 37.5% of 𝐴𝑠𝑡𝑋− = 120 mm2 6. Check for Shear Vu = Wu∗lx 2 = 13.67 KN. Nominal shear (τv) = Vu 𝑏𝑑 = 0.105 MPa % of reinforcement provided (Pt) = 100 𝐴𝑠𝑡𝑥+ 𝑏𝑑 = 0.19 % From Table 19 IS 456 For M25 grade of concrete and 0.19% of reinforcement Design shear ( τc ) = 0.308 MPa and, For Slab thickness 150 mm , k = 1.3 Thus, k* τc = 0.4 > τv, OK. Design is safe in shear. 6. Check for deflection control % reinforcement at support (Pt) = 0.25% From IS 456, Pg.38 118 300.6 fs = 0.58 *415 *327.25 = 221.1 MPa From graph , Modification factor corresponding to fs = 221.1 MPa and Pt = 0.25% M.F = 1.7 𝐿 (𝐷)allowable = M.F * basic value = 1.7 *20 = 34 𝐿 𝐿 (𝐷)provided = 1950/150 = 13 < (𝐷)allowable, OK. 7. Check for development length (Ld) at continuous end of longer span Ld= 1.3 M1/V + Lo ------------ (i) where, Lo = 100mm Ld = 0.87𝑓𝑦∗ø 4𝜏𝑏𝑑 = 47 ø M1 = Moment of Resistance 𝐴𝑠𝑡 = Mu,lim = 0.87fy Ast (d - fy𝑓𝑐𝑘∗𝑏 ) where, Ast =50% of Ast+ =167.08 mm2 M1 = 8.13 KNm v = vu = 13.67 KN Thus, from eqn (i) 119 47 ø ≤ 1.3 * 8.13∗106 24.56∗1000 + 100 or, ø ≤ 18.6 actually provided , ø = 10mm ≤ 18.6, OK. Design of One-Way Slab (Second Storey) Reference IS 875: Part II Steps Calculations 1 Load Considerations Super Imposed load = 1.75 KN/m2 Finishing load = 1 KN/m2 Self-Weight of Slab = D X Unit Weight of RCC = 0.15 x 25 = 3.75 KN/m2 IS 456:2000 Clause 23.2.1 2 Total Dead load (DL) = 3.75 + 1 = 4.75 KN/m2 Analysis of Slab 3 Length of slab (ly) = 23.7 m Width of slab (lx) = 2.35 m Spacing of beams = 11.85 m Width of beam (bearing) = b’ = 230mm Grade of the concrete = M15 Yield strength of steel reinforcement (fy) = 415 N/mm2 Since, ly/lx = 23.7/2.35 > 2 ∴ 𝐼𝑡 𝑖𝑠 𝑎 𝑜𝑛𝑒 𝑤𝑎𝑦 𝑠𝑙𝑎𝑏. Calculation of Depth of Slab Span/Depth = 26 (say) Depth = 2.35x1000/26 = 90.40 mm 4 IS 456:2000 Clause 22.2(b) Take, d = 125 mm Provide effective cover = 25 mm ∴ Overall depth of slab (D) = 125 + 25 = 150 mm Calculation of Effective Span Clear span = 2.35 x 1000 – b’/2 – b’/2 = 2350 – 230 /2 *2 = 2120 mm For continuous slab, 1/12*clear span = 1/12 * 2120 = 176.67 mm < width of support(b’) ∴ effective span = clear span = 2120 mm 120 Remarks 5 IS 456:2000 table 12 = 2.12 m Design Bending Moment Calculation (For 1m wide Slab) Maximum moment occurs at support next to the end support and is given by, 4.75×2.122 Mu = 1.5 ( 10 + = 4.513 KN-m 6 IS 456:2000 table 12 1.75×2.122 9 ) Shear Force Calculation Maximum shear force occurs at outer side of the support next to end support and is given by, Vu = 1.5 (0.6 x 4.75 x 2.12 + 0.6 x 1.75 x 2.12) = 12.402 KN 121 7 IS 456:2000 clause 38.1 Design of Main Reinforcement 𝑥 For Fy = 415 N/mm2 , 𝑢,𝑚𝑎𝑥 = 0.48 𝑑 ∴ 𝑥_(𝑢, 𝑚𝑎𝑥) = 0.48 × 125 = 60 𝑚𝑚 Mu,lim = 0.36 𝑥𝑢,𝑚𝑎𝑥 (1 − 0.42 IS 456:2000 Annex G 𝑥𝑢,𝑚𝑎𝑥 𝑑 ) 𝑏𝑑 2 𝑓𝑐𝑘 For Fe 415, Mu,lim = 0.138 fck bd2 = 0.138 x 15 x 1000 x 1252 = 32.34 kN-m Here, Mu,lim > Mu, Hence singly reinforced section can be designed. 𝐴𝑠𝑡 𝑓𝑦 ) 𝑏𝑑𝑓𝑐𝑘 𝑜𝑟, 4.513 × 106 = 0.87 × 415 × 𝐴𝑠𝑡 × 125(1 − 𝐴𝑠𝑡 ×415 ) 1000×125×15 𝑀𝑢 = 0.87𝑓𝑦 𝐴𝑠𝑡 𝑑 (1 − IS 456:2000 Annex G ∴ 𝐴𝑠𝑡 = 102.314 𝑚𝑚2 Provide 8mm 𝜙 bars, then 𝜋 1000 Spacing of bars , 𝑠 = 4 × 82 × 102.314 = 491.3mm But maximum spacing permitted = 3d or 300 mm whichever is less = 3x100 or 300 mm = 300 mm ∴ Provide spacing (s) = 250 mm 𝜋 1000 ∴ 𝐴𝑠𝑡 , 𝑝𝑟𝑜𝑣𝑖𝑑𝑒𝑑 = × 82 × = 201 𝑚𝑚2 4 250 Hence, provide 8mm 𝜙 main bars @ 250 mm c/c. 122 8 IS 456:2000 Clause 26.5.2.1 Design of Distribution Steel (Ast)distribution = 0.12% of bD = 0.12/100 x 1000 x 125 = 150 mm2 Provide 8mm 𝜙 bars; 𝜋 1000 Spacing(s) = 4 × 82 × 150 = 335.10 𝑚𝑚 ∴ provide spacing = 250 mm 𝜋 1000 ∴ (𝐴𝑠𝑡 )𝑑𝑖𝑠𝑡𝑟𝑖𝑏𝑢𝑡𝑖𝑜𝑛 , 𝑝𝑟𝑜𝑣𝑖𝑑𝑒𝑑 = × 82 × 4 250 = 201.06 𝑚𝑚2 Hence, provide 8mm 𝜙 distribution bars at 250 mm c/c spacing 123 9 IS 456:2000 Table 19 Check for Shear 𝐴 Percentage of steel (Pt) = 𝑠𝑡,𝑝𝑟𝑜𝑣𝑖𝑑𝑒𝑑 × 100% 𝑏𝑑 = 315/1000x100% = 0.252 % For M15 concrete, At Pt = 0.25, 𝜏 = 0.35 At Pt = 0.50, 𝜏 = 0.46 ∴ 𝐵𝑦 𝑢𝑠𝑖𝑛𝑔 𝑙𝑖𝑛𝑒𝑎𝑟 𝑖𝑛𝑡𝑒𝑟𝑝𝑜𝑙𝑎𝑡𝑖𝑜𝑛 0.46 − 0.35 𝜏𝑐 = 0.35 + (0.252 − 0.25) = 0.35 0.50 − 0.25 For slab thickness less than 150 mm, Enhance factor(ks) = 1.30 ∴ 𝜏𝑐′ = 𝑘𝑠 𝜏𝑐 = 1.30 × 0.35 = 0.45 𝑁/𝑚𝑚2 IS 456:2000 Clause 40.2.1.1 𝑉 ∴ 𝜏𝑣 = 𝑏𝑑𝑢 = (12.402×103 ) 1000×125 = 0.0992 𝑁/𝑚𝑚2 Also, 𝜏𝑐,𝑚𝑎𝑥 = 0.5 × 2.5 = 1.25 𝑁/𝑚𝑚2 IS 456:2000 Table 20 Here, 𝜏𝑣 < 𝜏𝑐′ < 𝜏𝑐,max ; ℎ𝑒𝑛𝑐𝑒, 𝑠ℎ𝑒𝑎𝑟 𝑟𝑒𝑖𝑛𝑓𝑜𝑟𝑐𝑒𝑚𝑒𝑛𝑡 𝑖𝑠 𝑛𝑜𝑡 𝑟𝑒𝑞𝑢𝑖𝑟𝑒𝑑. 10 Check for Deflection 𝑙 (𝑑 ) 𝑝𝑟𝑜𝑣𝑖𝑑𝑒𝑑 IS 456:2000 Clause 2.3.2.1 IS 456:2000 = 2.12×1000 125 =16.96 For continuous slab, Basis l/d = 26 𝐴 For Pt = 0.252, and 𝑓𝑠 = 0.58 × 𝑓𝑦 × 𝐴𝑠𝑡,𝑟𝑒𝑞𝑢𝑖𝑟𝑒𝑑 𝑠𝑡,𝑝𝑟𝑜𝑣𝑖𝑑𝑒𝑑 102.314 = 0.58 × 415 × 315 = 78.18 𝑁/𝑚𝑚2 Modification factor = 2 124 Fig 4 𝑙 Here, (𝑑) 𝑙 ∴( ) = 2 × 26 = 52 𝑑 𝑚𝑎𝑥𝑖𝑚𝑢𝑚 𝑙 < (𝑑) ; 𝑝𝑟𝑜𝑣𝑖𝑑𝑒𝑑 𝑚𝑎𝑥𝑖𝑚𝑢𝑚 Hence, deflection is under control. 125 Footing Design Isolated footing is designed based on IS 456:2000 Clause 34. The load taken in sizing is the Service load while for the structural design the ultimate loads are taken. soil pressure is taken 150 KN/m2 under consideration. The design steps can be listed as: Design data : F1 = 5.50 KN F2 = 142.4 KN F3 = 1215.55 KN M1 = -113.25 KNm M2 = 4.08 KNm M3 = 1.43 KNm Safe bearing capacity (SBC) of soil (qc) = 150 KN/m2 Unit weight of soil (γ) = 17 KN/m3 , Angle of internal friction (Ф) = 30o grade of concrete = M20 ( minimum M20 provided for footing) and Steel = Fe 415 taking 15 % axial compression as self weght of footing and backfill , total design load (Pu) = 1.15 *F1 =1.15*1215.55 = 1397.88 KN total service load (p) = 1397.88/1.5 =932.92 KN 1. Depth of foundation from Rankine’s formula Depth of foundation = 𝑞c γ 1−SinФ ( 1+SinФ )2 =0.98m Adopt depth of foundation = 1m 2. Design moments Along x -axis, Mux = M2+ F1*Df =4.08 + 5.50 *1= 9.58 KNm Mx = 𝑀𝑢𝑥 1.5 = 6.38 KNm Along y-axis , Muy= M1+ F2*Df =- 113.25 + 142.5 *1= 29.15 KNm My = 𝑀𝑢𝑦 1.5 = 19.43 KNm 3. size of footing 𝑝 area of footing required = 𝑞𝑐 = 932.92 == 150 6.213 m2 126 for rectangular footing with rectangular column ,taking 𝐿 𝑎 = = 𝐵 𝑏 600 450 = 1.33 thus, A = L * B =6.213 OR, 1.33 B2 = 6.213 on solving , B= 2.16 , Adopt B= 2.2 m and L = 1.33 * B =2.93m , adopt L = 3.0 m ,thus provide A = L * B = 3 * 2.2 = 6.6 m2 4. ECCENTRICITIES ex = ey= 𝑀𝑢𝑥 𝑃𝑢 𝑀𝑢𝑌 𝑃𝑢 = 0.007 m < L/6 OK = 0.021 m < B/6 OK thus no tesnsion ocuurs at base of footing also , 𝑃 𝑀𝑥 qmax/min = 𝐴 ± 𝑍𝑥 𝑀𝑦 ± 𝑍𝑦 where section modulas 𝑍𝑥 = LB2 / 6 = 2.42 𝑍𝑌 =B L2 / 6 = 3.3 𝑃 qmax = 𝐴 + 𝑀𝑥 𝑃 𝑀𝑦 + = 𝑍𝑥 𝑍𝑦 𝑀𝑥 𝑀𝑦 932.92 + 6.6 932.92 and qmin = 𝐴 - 𝑍𝑥 - 𝑍𝑦 = 6.6 6.38 + 2.42 - 19.43 6.38 2.42 3.3 − = 149.3 < qc 19.43 3.3 5. finding pressure intensities wu = net upward pressure under footing = thus Along X- axis , Pressure intensity at any distance “x” m is given as 127 ok = 129.06 > 0 oK 𝑃𝑢 𝐴 =211.7 KN/m2 Wux = 207.85 + (215.75 – 207.85 ) 3 * x …………………………(i) Along y - axis , Pressure intensity at any distance “y” m is given as Wuy = 202.97 + (220.63– 202.97 ) 2.2 * y ………………(ii) 6. bending moment and depth of footing calculation for maximum B.M critical section is face of column at face of column , 1 𝐿 𝑎 along y-y direction, Myy = 2* Wux*B*(2 –2 + ex)2 1 3 =2*212.59*2.2*(2 – 0.6 2 + 0.007)2 =340.68 KNm 1 𝐵 𝑏 along X-X direction, Mxx = 2* Wuy*L*( 2 –2 + ey)2 1 3 =2*212.59*2.2*(2 – 0.45 2 + 0.021)2 = 257.23 KNm thus , maximum B.M = Mu = Myy=340.68 KNm for Fe 415 grade of steel, Mu lim = 0.138*fck*b*d2 𝑀𝑢 thus , depth of footing required d=√(0.138∗𝑓𝑐𝑘∗𝑏) 340.68∗10^6 = √(0.138∗20∗2200) = 336.4 mm adopt total depth of footing , D = 750 mm and effective cover = 50 mm thus effective depth of footing, d= 700 mm 7. area of reinforcement calculations a.) along shorter side (y-y axis) 128 Ast 𝑓𝑐𝑘 = 0.5 𝑓𝑦 4.6∗𝑀𝑦𝑦 √1 − (𝑓𝑐𝑘∗𝑏∗𝑑2 ) ) b *d (1- taking b= 1 m i.e. per m width 4.6∗340.68∗106 20 = 0.5 415 (1- √1 − ( ) ) 1000*700 20∗1000∗7002 = 1401.2 mm2 per m width adopting 20 mm diameter of bar spacing = = 1000∗𝜋∗ø2 4∗ Ast 1000∗𝜋∗202 4∗ 1401.2 =204.24 mm adopt spacing = 180 mm c/c thus provide 20 mm ø @ 180 mm c/c along shorter span area of steel provide = 1000∗𝜋∗202 4∗ 180 =1744 mm2 per m width percentage of reinforcement =Pt= 100 Ast bd =0.249 % b.) along longer side (X-X axis) Ast 𝑓𝑐𝑘 = 0.5 𝑓𝑦 = 0.5 4.6∗𝑀𝑥𝑥 (1- √1 − (𝑓𝑐𝑘∗𝑏∗𝑑2 ) ) b *d 4.6∗257.23∗106 20 415 (1- √1 − ( ) ) 1000*700 20∗1000∗7002 = 1075.4 mm2 per m width adopting 16 mm diameter of bar spacing = = 1000∗𝜋∗ø2 4∗ Ast 1000∗𝜋∗162 4∗ 1075.4 =188.4 mm adopt spacing = 180 mm c/c thus provide 16 mm ø @ 180 mm c/c along longer span 129 8. One way shear check one way shear is critical at d istance from the face of column shear is maximum along shorter span i.e along y-y direction from equition (ii) , the factored pressure intensity at section where shear is critical i.e at d=700 mm from face of column along shrter span ,Wuy = 219.23 kn/m2 thus maximum shear , Vu = Vyy = Wuy * area of footing beyond section at which shear is critical = 219.23 * 0.5* 2.2= 241.15 KN from is 456:2000 provision40.1.1 for footing with varying depth , nominal shear (τv)= 𝑀𝑢∗𝑡𝑎𝑛𝛽 𝑦 𝑏 ′ ∗𝑦 𝑉𝑢+ where , y= depth of resisting section = 530 mm b’=width of resisting section= b+2d = 450 +2*700 = 1850 mm Mu =B.M at critical section of shear = 219.23 * tan𝛽 = 400/1125 thus, (τv)= 𝑀𝑢∗𝑡𝑎𝑛𝛽 𝑦 𝑏 ′ ∗𝑦 𝑉𝑢+ = 27.40∗106∗400 530∗1125 241.15∗103 + 1850∗530 =0.23 Mpa Pt= % of main reinforcement = 0.249 % 130 0.52 2 =27.40 KNm from table no. 19 IS 456 , corresponding to Pt =0.249 % and M20 design shear stress (τv) = 0.36 Mpa > τv ok design is safe in oneway shear effect 9. two way shear check the critical section for punching shear is at d/2 = 350 mm distance around face of column, thus pressure intensity at d/2 distance from face of column = 215.90 KN/m2 shear stress due to punching action ,τvp = 𝑃𝑢−𝑊𝑢∗(𝑎+𝑑)∗(𝑏+𝑑) 2∗(𝑎+𝑑+𝑏+𝑑)∗𝑦 1397.88−215.9∗(0.6+0.7)∗(0.45+0.7) = 2∗(0.6+0.7+0.45+0.7)∗0.602 =364.50 KN/m2 = 0.365 MPa (τvp )permissible = Kb *0.25 √𝑓𝑐𝑘 where Kb = 0.5 +βC ≤ 1 = 0.5 + 450/600 = 1.5 > 1.0 thus Kb= 1.0 (τvp) permissible = 1* 0.25 *√20 = 1.12 MPa > τvp ok design is safe in punching effect 10. check for bearing capacity 𝐴1 allowable bearing stress = 0.45 *fck*√𝐴2 BUT , √ 𝐴1 𝐴2 ≥ 2.0 minimum allowable bearing stress ( fa) = 0.45 * 20 * 2 =18 MPa 𝑃𝑢 (1397.88∗103 ) bearing stress developed (fb) = 𝑎∗𝑏 = (600∗450) = 5.13 MPa < fa ok safe 11. check for development length (Ld) Ld required = 0.87∗𝑓𝑦∗ø 4∗𝜏𝑏𝑑 where 𝜏𝑏𝑑 = 1.2 for M20 concrete and is increased by 60 % for deformed bars =( 0.87* 415 * 20 )/ (4*1.2*1.6 ) = 940 mm 3000−600 Ld available = − 50 =1140 mm > Ld required , ok 2 131 5. DISCUSSION AND CONCLUSION The project has mainly been directed towards the structural analysis and retrofitting design. Attempts have been made in architectural planning and for the presentation of the analysis and design result in tabular form with necessary drawings and details. The fundamental principle and methodology applied while analyzing and designing the multistory structure in our project is universally valid for any type of the framed structural buildings. Various problems were encountered regarding retrofitting design and analysis of structure. Consistent endeavors of ours along with the valuable suggestion of our advisor made it possible to overcome those problems, thereby imparting an opportunity to us to learn a lot regarding the analysis of existing building for safety against earthquake. Here, few important problems and experience gained during this project work, which the project group feels worthwhile to mention, are attempted to present briefly. At the outset of this project work, a list of work to be done had been prepared and distribution of work among the project group had been carried out which is necessary part of working within a group. This project report is the result of continuous effort of group members and also invaluable guidance of our project advisor. The design approach adopted in seismic consideration is to ensure that the structures possess sufficient strength to withstand minor earthquakes, which occur frequently without damage,resist moderate earthquake without significant structural damage though some non-structural damage may occur and withstand a major earthquake without collapse. ETABS is a finite element based structural program for the analysis and design of civil structures. It offers an intuitive , yet powerful user interface with many tools to aid in the quick and accurate construction of models, along with the sophicasted analytical techniques needed to do the most complex projects. 132 6. RECOMMENDATIONS Design and analysis are two important tasks for the success of the project. Each part should be done with great care and wisely to minimize the error. For multistoried building the use of computer aided design and analysis is to be used realizing the complexities that may occur while doing the computations manually. ETABS and AutoCAD provide utmost accuracy and time saving in the analysis of the structure. The design and analysis should be practically possible in construction material and method. Economic consideration should be made while performing the analysis. During our project, there were certain limitations and constraints which are enumerated herein along with appropriate recommendations.       Manual calculations can be done and compared with the results obtained from the ETABS results to check the accuracy of analysis. All the works should be done under the constant supervision of experts. All the size and standards should be adopted as prescribed in the design. The analysis and design of steel fire escape is not incorporated in this project. So , its detailed analysis and design should be carried out separately. The codes must be strictly followed as recommended by the supervisors. Everyone should have high social conduct and should be polite and courteous when dealing with the locals and fellow engineers. 133 7.REFERENCES IS: 456-2000, Code of Practice for Plain and Reinforced Concrete IS: 875, Code of Practice for design loads (other than earthquake) for building and structures (second revision) Part 1 – Dead loads Part 2 – Imposed loads NBC 105: 1994, Seismic Design of Buildings in Nepal IS: 1893 – 2002, Criteria for Earthquake Resistant Design of Structures IS: 13920 – 1993, Ductile Detailing of Reinforced Concrete Structures subjected to Seismic forces – Code of Practice IS: 13311 – 1992, Non-Destructive Testing of Concrete -Methods of Test (Part-2 Rebound Hammer) SP: 16 – 1980, Design Aids for Reinforced Concrete to IS:456 – 1978 SP: 34 – 1987, Handbook on Concrete Reinforcement Detailing ERRRP, DUDBC Nepal, Seismic Vulnerability Evaluation Guideline for Public and Private buildings of Nepal Guideline for Seismic Retrofit of Existing Reinforced Concrete Buildings, 2001, The Japan Building Disaster Prevention Association Manual On Vulnerability Assessment and Retrofitting of Existing School Buildings, Hari Darshan Shrestha et all, Prevention web Seismic Evaluation and Retrofit of Concrete Buildings, Volume 1 and 2, ATC 40 Standard for Seismic Evaluation of Existing Reinforced Concrete Buildings, 2001, The Japan Building Disaster Prevention Association Federal Emergency Management Agency, (FEMA 356), Pre-standard and Commentary for the Seismic Rehabilitation of Buildings, Building Seismic Safety Council, Washington D.C.,2000 EMS, 1998, European Macro-seismic Scale 134 ANNEX A NONDESTRUCTIVE TEST NON-DESTRUCTIVE TEST NON-DESTRUCTIVE TEST Schmidt Hammer It consists of a spring controlled mass that slides on a plunger within a tabular housing. Objective The rebound hammer method could be used for: i. ii. iii. iv. Assessing the likely compressive strength of concrete with the help of suitable correlations between rebound index and compressive strength, Assessing the uniformity of concrete, Assessing the quality of the concrete in relation to standard requirements, and Assessing the quality of one element of concrete in relation to another. NOTE – The rebound hammer method can be used with greater confidence for differentiating between the questionable and acceptable parts of a structure or for relative comparison between two different structures. Principle of Test When the plunger of rebound hammer is pressed against the surface of the concrete, the springcontrolled mass rebounds and the extent of such rebound depends upon the surface hardness of concrete. The surface hardness and therefore the rebound is taken to be related to the compressive strength of the concrete. The rebound is read off along a graduated scale and is designated as the rebound number or rebound index. Procedure 1. For testing, smooth, clean and dry surface is to be selected. If loosely adhering scale is present, this should be rubbed off with a grinding wheel or stone. Rough surfaces resulting from incomplete compaction, loss of grout, spalled or tooled surfaces do not give reliable results and should be avoided. 2. The point of impact should be at least 20 mm away from any edge or shape discontinuity. 3. For taking a measurement, the rebound hammer should be held at right angles to the surface of the concrete member. The rest can- thus be conducted horizontally on vertical surfaces or vertically upwards or downwards on horizontal surfaces. If the situation demands, the rebound hammer can be held at intermediate angles also, but in each case, the rebound number will be different for the same concrete. 4. Rebound hammer test is conducted around all the points of observation on all accessible faces of the structural element. Concrete surfaces ‘ are thoroughly cleaned before taking any measurement. Around each point of observation, six readings of rebound indices are taken 2nd average of these readings after deleting outliers as per IS 8900: 1978 becomes the rebound index for the point of observation. 5. The 15 readings of a face are noted in the table. Fig: Rebound Hammer positions for testing concrete structures Interpretation of Result The rebound hammer method provides a convenient and rapid indication of the compressive strength of concrete by means of establishing a suitable correlation between the rebound index and the compressive strength of concrete. In general, the rebound number increases as the strength increases but it is also affected by a number of parameters. It is also pointed out that rebound indices are indicative of compressive strength of concrete to a limited depth from the surface. If the concrete in a particular member has internal micro cracking, flaws or heterogeneity across the cross-section , rebound hammer indices will not indicate the same. As such, the estimation of strength of concrete by rebound hammer cannot be held to be very accurate and probable accuracy of prediction of concrete strength in a structure is & 25 percent. If the relationship between rebound index and compressive strength can be checked by tests on core samples obtained from the structure or standard specimens made with the same concrete materials and mix proportion, then the accuracy of results and confidence thereon are greatly increased. Average Rebound Value = ( Sum of rebound value excluding max and min) / (Total no. of rebound value excluding max and min) Compressive Strength = Average rebound value * Calibrated Value (0.73) * Codal correction value according to IS 15988 clause 5.5 table 1 The highest and the lowest reading are excluded and average of the 13 of the fata is taken. The calibration factor .73 is multiplied to the average value and this value is plotted against the graph given below to obtain the value of strength of material. As codal correction of value according to the IS code 15988 clause 5.5 table 1 is taken and multiplied with the values obtained. This is the required strength of the material. Compressive Strength Calculation of concrete This test was carried out using Schmidt Hammer. The test results are shown in the following table. Test Surface S.N 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Beam Rebound Number Reading 39 35 34 35 37 35 34 32 34 37 29 40 36 36 32 Mean Value Compressive Strength (Mpa) Remarks 35.23 17.54 M15 Sum= 527 Mean value = (527-40-29)/13 = 35.23 (IS code 8900:1978) Compressive strength = 35.23*0.83*0.6 = 17.54 Mpa ( IS code 13311(part 2): 1992) Here, 0.83 is correlation between rebound index and compressive strength 0.6 is the correction factor obtained for experiment. Test Surface S.N 1 2 3 4 5 6 7 8 9 Column Rebound Number Reading 32 40 36 37 36 34 39 38 34 Mean Value Compressive Strength (Mpa) Remarks 35.667 17.928 M15 10 11 12 13 14 15 34 40 35 34 36 35 Sum= 540 Mean value = (540-40-32)/13 = 36 (IS code 8900:1978) Compressive strength = 36*0.83*0.6 = 17.928 Mpa ( IS code 13311(part 2): 1992) Here, 0.83 is correlation between rebound index and compressive strength 0.6 is the correction factor obtained for experiment. Test Surface S.N 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Slab Rebound Number Reading 34 38 28 36 32 32 35 36 40 39 35 35 31 30 30 Mean Value Compressive Strength (Mpa) Remarks 34.08 16.97 M15 Sum= 511 Mean value = (511-40-28)/13 = 34.08 (IS code 8900:1978) Compressive strength = 34.08*0.83*0.6 = 16.97 Mpa ( IS code 13311(part 2): 1992) Here, 0.83 is correlation between rebound index and compressive strength 0.6 is the correction factor obtained for experiment. Profometer Test Profometer is a small versatile instrument for detecting location, size of reinforcement and concrete cover. This instrument is also known as rebar location. This is a portable and handy instrument which is normally used to locate the reinforcement on LCD display. Objective Adequate cover to reinforcement is required in any reinforced concrete structure to prevent corrosion and to improve durability of structure. To calculate actual strength of concrete structures, the number of reinforcing bars , their condition of corrosion , cover to reinforcement, and grade of concrete is required. In the case of old structures, when the detailed drawings are not available, it becomes very difficult to compute the strength of the structure which is required for the strengthening of the structure. Sometimes, the strength of concrete structure is to be checked to permit higher load and in absence of reinforcement details it becomes very difficult to take a decision. 1) Locating rebars and stirrups 2) Assessing the size of rebars and stirrups 3) Assessing the concrete cover in structural elements Principle of Profometer Test: The instrument is based upon measurement of change of an electromagnetic field caused by steel embedded in the concrete. Procedure 1) First the rebar detector is connected to the scan car. 2) The instrument is switched on and the scan car is moved along the horizontal direction of the element in order to find out the size of the rebar and cover. 3) The cover is shown in the screen at the bottom portion of the screen while the detection of a rebar is indicated by a beep produced by the instrument. When the beep is heard the size should be noted immediately which is present at the bottom left side of the screen and marked with a pencil ( this is to mark the position of the rebars ) and then the upward bottom should be pressed. 4) Then the scan car must be proceeded to locate other bars. 5) The process from step 3 and 4 must be repeated in the same face from an opposite direction. 6) After completion of the face the reset button must be pressed and then the same process ( step 3 to 5 ) is carried out in the face adjacent to the first place. 7) In order to know the position and diameter of the rebar the scan car must be moved from the bottom to upward direction. Then process 3 to 6 must be repeated. Then the distance between two positions of the stirrups is measured to know the spacing. ANNEX B LOAD CALCULATIONS LOAD CALCULATIONS LOAD CALCULATIONS Ground Floor Components of Building Nos Intensity 28 Unit Weight 25 KN/m3 Weight Unit 2.5 Intensity Unit KN/m Column 245 KN Beam 250*300 21 25 KN/m3 1.875 KN/m 173.25 KN Beam 250*350 24 25 KN/m3 2.188 KN/m 194.25 KN Slab 1 25 KN/m3 3.75 KN/m 1329.335 KN Floor Finish Walls 230 mm thick after deduction for openings 1 1 20 KN/m3 0.8 4.6 KN/m2 KN/m 283.568 410.53 KN KN Walls 110 mm thick after deduction for openings 1 20 KN/m3 2.2 KN/m 301.05 KN Classroom Live Load 0.25 - 3 KN/m2 214.189 KN Corridor Live Load 0.5 - 4 KN/m2 111.39 KN Components of Building Nos Intensity Unit 28 2.5 Intensity Unit KN/m Weight Column Unit Weight 25 KN/m3 245 KN Beam 250*300 21 25 KN/m3 1.875 KN/m 173.25 KN Beam 250*350 24 25 KN/m3 2.188 KN/m 194.25 KN Slab 1 25 KN/m3 3.75 KN/m 1329.335 KN Floor Finish Walls 230 mm thick after deduction for openings 1 1 20 KN/m3 0.8 4.6 KN/m2 KN/m 283.568 410.25 KN KN Walls 110 mm thick after deduction for openings 1 20 KN/m3 2.2 KN/m 332.81 KN First Floor Classroom Live Load 0.25 - 3 KN/m2 214.189 KN Corridor Live Load 0.5 - 4 KN/m2 111.39 KN Components of Building Nos Intensity Unit 28 2.5 Intensity Unit KN/m Weight Column Unit Weight 25 KN/m3 262.5 KN Beam 230*230 24 25 KN/m3 1.323 KN/m 125.373 KN Beam 250*350 1 25 KN/m3 2.188 KN/m 4.266 KN Beam 250*550 4 25 KN/m3 3.438 KN/m 77.344 Slab 1 25 KN/m3 3.75 KN/m 649.123 KN Floor Finish Walls 230 mm thick after deduction for openings 1 1 20 KN/m3 0.8 4.6 KN/m2 KN/m 103.992 356.36 KN KN Walls 110 mm thick after deduction for openings 1 20 KN/m3 2.2 KN/m 371.25 KN Classroom Live Load - - - - - KN Corridor Live Load - - - - - KN Second Floor ANNEX C ARCHITECTURAL DRAWINGS ARCHITECTURAL DRAWINGS ANNEX D STRUCTURAL DRAWINGS STRUCTURAL DRAWINGS

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