TU BCE 4th Year Project Report on Structural Analysis and Design of Multi-Storied Building - Bigyan Upadhayay

TRIBHUVAN UNIVERSITY INSTITUTE OF ENGINEERING

KHWOPA COLLEGE OF ENGINEERING DEPARTMENT OF CIVIL ENGINEERING

A FINAL YEAR PROJECT ON

STRUCTURAL ANALYSIS AND DESIGN OF MULTISTOREY BUILDING

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ACKNOWLEDGEMENT We would like to express our heartfelt gratitude towards our Project Supervisor, Er. Bigyan Upadhayay, for his extraordinary guidance during the project duration. The project wouldn’t have been successful without his kind support, untiring effort and encouragement in each and every task. We are greatly indebted to Er. Chandra Kiran Kawan, the Principal of Khwopa College of Engineering, and the Head of Department, Er. Rameshwor Shrestha for providing us valuable guidance and encouragement encouragement throughout the project work to prepare this project. We express a great sense of gratitude towards Er. Anand Kumar Mishra, Assistant Lecturer at Khwopa College of Engineering, for the critical remarks and the valuable guidance that he provided us regarding this project. We extend our sincere gratitude to our teachers and colleagues for their valuable suggestion and information during the preparation of this report. Finally, we want to thank all our family and friends for supporting us directly and indirectly in bringing out this project report report to its completion.


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ABSTRACT Tribhuvan University, Institute of Engineering (IOE) offers a four year course on Bachelors’ Degree in Civil Engineering and at the final semester, students have to do a project work to implement theoretical knowledge acquired during study into the practical field. We have chosen to undertake the project work on “Structural Analysis and Design of Multistorey Building”. The main objective of the project work is to

achieve the level of knowledge and practical understanding required to analyze and design high rise structures. The project is intended for the structural analysis and design of multistorey buildings. The project incorporates all the stages of structural analysis and design through determination of loading parameters, preliminary design of the structural members, structural analysis and detailed design. Loads on the building have been determined using respective IS Codes and they have been distributed accordingly. Preliminary design consists of assessment of the dimensions of structural members such as beams, slabs, and columns.


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LIST OF SYMBOLS AND ABBREVIATIONS NOTATIONS 

Diameter of Bar

ik

Mode Shape Factor

τc

Shear Stress

γm

Partial Safety Factor

Ah

Horizontal Seismic Coefficient

Asc

Area of Steel in Compression

Ast

Area of Steel

Asv

Area of Stirrups

bf

Width of Flange

bw

Width of Web

B

Width

d

Effective Depth

d′

Effective Cover

D

Overall Depth


M

Bending Moment



Modal mass

Pc

Percentage of Compression Reinforcement



Modal Participation Factor

Pt

Percentage of Tension Reinforcement

Q

Design Lateral Force



Design Lateral Force at each floor in each Mode

R

Response Reduction Factor



Peak Response Quantity

Sa/g

Average Response Acceleration Coefficient

Sv

Spacing of Each Bar

T

Torsional Moment due to Lateral Force

Ta

Fundamental Natural Period of Vibrations

V′

Additional Shear

V b

Design Seismic Base Shear (Dynamic)

V b

Design Seismic Base Shear (Static)



Storey Shear Forces due to All Modes Considered



Storey Shear Force in each Mode

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SDOF

Single Degree Of Freedom

SRSS

Square Root of Sum of Squares

SP

Special Publication

TS

Transverse Section

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LIST OF FIGURES Number

Page

Fig 2.1

Regularity and Separation……………………………………..6

Fig 2.2

Vertical Configuration ………………………………………...7

Fig 2.3

Structural Ductility …………………………………………....7

Fig 2.4

Isolation of Structure ………………………………………….8

Fig 5.1

Stress-Strain Curve for Concrete …………………………….25

Fig 5.2

Stress Block Parameters ……………………………………..24

Fig 5.3

Design response spectra curve as per IS1893:2002 …………31

Fig 6.1

3D Model …………………………………………………….44

Fig 6.2

Model Plan Showing Separate blocks ……………………….45

Fig 6.3

Load Assign Wall Load Block S1 …………………………...46

Fig 6.4

Axial Force P Block S1 ……………………………………...47

Fig 6.5

Shear Force V2-2 Block S1 ………………………………….48

Fig 6.6

Bending Moment M3-3 Block S1 …………………………...49

Fig 6.7

Load Assign Wall Load Block S2 …………………………...50

Fig 6.8

Axial Force P Block S2 ……………………………………...51


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LIST OF TABLES Number

Page

Table 1.1

Project Building Description…………………………………...4

Table 5.1

Zone Factor, Z………………………………………...............30


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TABLE OF CONTENT Acknowledgement ………………………………………………………………..i Abstract ……………………………………………………………………….....ii List of Symbols and Abbreviations ……………………………………………iii List of Figures …………………………………………………………………..vi List of Tables ………………………………………………………………...…vii

Chapter 1 Introduction ………………………………………………………….1

1.1.

Description of the project ……………………………..………….1

1.2.

Objectives of the project …………………………….....………….1

1.3.

Scope of the project ……………………………………...………..2

1.4.

Limitations of the project ………………………….…..………….3

1.5.

Project Building Description ………………………….…………..4

Chapter 2 Aspects of Seismic Performance and Building Description ………5

2.1.

Seismic Performance of Buildings …………………..……………5

2.2.

Configuration Issues in Building …………………………………5 2.2.1.

Plan of Building ………………………………………..…5


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Chapter 4 Preliminary Design and Loading ….………………………………17

4.1.

Need of Preliminary Design …………...……………………...…17

4.2.

Load Calculation ……………………………………………..…17 4.2.1. Dead load ……………………………………….….…....17 4.2.2. Live Load ………………………………………......……17 4.2.3. Seismic Load …………………….………………………17 4.2.4. Vertical Load Calculation ……………………….………18 4.2.5. Slab Load Distribution ……………………..……………18 4.2.6. Lateral Load Calculation ……………………………...…18 4.2.7. Other loads ……………………..……………………..…19

4.3.

Load Combination …………………………………………….…19

4.4.

Preliminary Design ………………………………………………20

Chapter 5 Understanding and Design Philosophy ……..……………...…..…23

5.1.

Background ……………………………………………………...23 5.1.1. Design philosophies …………………………………..…23

5.2.

Assumptions for Limit State for Flexure Member (IS456:2000, Cl.38.1) …………………………………………....24

5.3.

Assumptions for Compression Members


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5.4.3.5. Errors in Evaluation of Response Spectrum ……35 5.4.3.6. General Codal Provisions ………………………36 5.4.3.7. Modes to be Considered ………………………...36 5.4.3.8. Computation of Dynamic Quantities ……………36 5.4.4. Shear Wall ………………………………………………...38 5.5. Codes of Practices …………………………………………………..38 Chapter 6 Structural Analysis ………………………………………………...40

6.1. Salient features of SAP2000 ………………………………………..40 6.2. Analysis Features …………………………………………………...41 6.3. Inputs and Outputs ………………………………………………….42 Chapter 7 Structural Design and Detailing ………………………………......54

7.1. Requirements of Good Detailing ……………………………...……54 7.2. Design of Slab ………………………………………………………55 7.3. Design of Beam ……………………………………………………..63 7.4. Design of Column …………………………………………………124 7.5. Design of Staircase ………………………………………………...134 7.6. Design of Lift Wall ………………………………………………..143 7.7. Design of Basement Wall ……….…………………………………152


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Load Transfer from Partition Walls to Slab Panels …………………………….229 Calculation of Center of Stiffness ……………………………………………...235 Calculation of Center of Mass …….…………………………………………....242 Calculation of Eccentricity ……………………………………………………..243 Lateral Load Calculation using Seismic Coefficient M ethod ………………….244 Lateral Load Calculation using Response Spectrum Method ……… ………….248

Annex II – Drawings


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CHAPTER 1 INTRODUCTION 1.1. Description of the project This project work has been undertaken as a partial fulfillment for the award of the degree of ‘Bachelor’s Degree in Civil Engineering’ . The project work contains structural analysis, design and detailing of a building located in Kathmandu valley. The building selected by our group is a multi-storey RCC framed structure. According to IS 1893:2002, Kathmandu lies on earthquake zone V, the severest one, hence the effect of earthquake is predominant in comparison to wind load. So the building is analyzed for earthquake as lateral load. The response spectrum design method as stipulated in IS 1893:2002 is applied to analyze the building for earthquake. The three dimensional moment resisting frame is considered as the main structural system of the building. Structural Analysis deals with analyzing the internal force in the members of the




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Learn the functions of software for analysis as well as codes for vertical and lateral loading.



Identification of structural arrangement of plan.



Modeling of the building for structural analysis.



Detail structural analysis using structural analysis program.



Sectional design of structural components.



Structural detailing of members and the system.

1.3. Scope of the project 

Linear static analysis and dynamic analysis.



Lateral load is considered only for earthquake load and calculated by response spectra method.



Design and detailing of typical elements of following structural members is performed: 1. Slab 2. Beam 3. Column


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1.4. Limitations of the project Due to various constrictions prevailing in the course of the project work, the study is limited in following notable aspects: 

As the project is meant for learning every possible circumstance that may appear in the field, so the work includes every possible architectural difficulty. However, every possible effort is made for a real work scenario.



Early feasibility of the project is assumed to be done.



Building is not modified architecturally.



Data manipulation is checked manually with underlying concepts but some similar sections are relied solely on software due to time limitations.


1.5. Project Building Description Table 1.1 Project Building Description

Building Type

MULTISTOREY APARTMENT BUILDING

Structural System

RCC Framed Structure

Purpose of Building

Apartment

Plinth Area

579.956 m²

Foundation Type

Mat Foundation

No. of Storey

Basement + Ground Floor + 10 storey

Floor Height

2.868 m

Seismic Zone

V

Width of Walls

Types of loads

i.

Main Walls - 230 mm

ii.

Partition Walls - 100 mm

i.

Dead Load

ii.

Live load as per IS875 part II

iii.

Earthquake induced load as per IS1893

Analysis Tools

SAP2000

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CHAPTER 2 ASPECTS OF SEISMIC PERFORMANCE AND BUILDING DESCRIPTION 2.1. Seismic Performance of Buildings Level of Performance of a building in an earthquake depends upon its overall configuration. Generally it is common that an architect fixes the configuration, i.e. shape size and geometry of a building and the structural engineer adds the structural design. Contribution of building configuration in seismic performance of building is rarely considered. It is a frequent mistake that earthquake load consideration in structural design guarantees earthquake resistance of a building regardless of the configuration. In this context the emphasis of Henry Degenkolv, a prominent American structural engineer may be noteworthy. He stressed that: “If we have a poor configuration to start with, all the engineer can do is to provide a band aid improve a basically poor solution as best as he can. Conversely, if we start up with a good configuration and a reasonable framing scheme, even a poor engineer can’t harm its ultimate performance too much.”


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Symmetry: The building as a whole or its various blocks should be kept

symmetrical about both the axes. Asymmetry leads to torsion during earthquakes and is dangerous. Symmetry is also desirable in the placing and sizing of door and window openings, as far as possible. 

Regularity: Simple rectangular shapes behave better in an earthquake than

shapes with many projections. Torsional effects of ground motion are seen in long narrow rectangular blocks. Therefore, it is desirable to restrict the length of a block to three times its width.

If

longer

lengths

are

required two separate blocks with sufficient separation in between should be provided. 

Separation of Blocks: Separation

of a large building into several blocks may be required so as to obtain symmetry and regularity of


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structurally it will be advisable to have separately enclosed rooms rather than one long room. 

Separate Buildings for Different Functions: in view of the difference in

importance of buildings, it may be economical to plan separate blocks for different functions so as to affect economy in strengthening costs. 2.2.2 Vertical Configuration

The earthquake forces developed at different floor levels in a building need to be brought down along the height to the ground by the shortest path. Any deviation or discontinuity in this load transfer path results in poor performance of the building. In In addition, all sections in load paths should

be

detailed

as

ductile

elements. Fig 2.2 Vertical Configuration


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i.e. they break suddenly without warning. Brittle materials can be made ductile, usually by the addition of modest amounts of ductile materials such as steel reinforcing in masonry and concrete constructions. For these ductile materials to achieve a ductile effect in the overall behavior of the component, they must be proportional and placed so that they come in tension and are subjected to yielding. Thus, a necessary requirement for good earthquake resistant design is to have sufficient ductile materials at points of tensile stresses.

2.3. Structural Layout When creating a frame building, structural member in regard to their stiffness are to be uniformly distributed and these should be well framed up in both orthogonal directions with nearly uniform spans. It is advisable to provide stiffer elements such as walls along the perimeter of the building rather than concentrating them in the center of the building, whatever is the structural system. It results in enhanced torsion resistance of the building giving it additional earthquake protection. It helps to maintain similar stiffness in both the directions. An additional force viz, torsion emerges when the center of gravity doesn’t coincide with the center of stiffness.


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above. The main feature of the base isolation technology is that it introduces flexibility in the structure.

2.5. General Principles for the design On starting at the overview of structural action, mechanism of damage and modes of failure of buildings, we can come up with following considerations:

Structures should not be brittle or collapse suddenly. Rather, they should be tough, able to deflect or deform deform a considerable amount.



Resisting elements, such as bracing or shear walls, must be provided evenly throughout the building in both directions side to side, as well as top to bottom.



All elements such as walls and roof should be tied together so as to act as an integrated unit during earthquake shaking, transferring forces across connections and preventing separation.



The building must be well connected to a good foundation and the earth. Wet, soft soils should be avoided and the foundation must be well tied


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number of stories, etc. At this stage, site and foundation aspects should also be considered. 

Lay out and general design of the structural framing system with special attention to furnishing lateral resis tance should be considered.



Consideration of highly loaded and critical sections with provision of reinforcement as required.


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IRREGULARITY CHECK REF. SN CALCULATION 1893 1893::2002 002 1 Heigh ight Ir Irregul gularity ity For Block S2 and S3, H = 31.548 m > 40 m Cl.7.8.1(a) Table 4 fig 3 b

Table 5 fig 4 c

RESULT

Regular

2 Plan Irregularity Projection length, A = 5.169 m Building Dimension parallel to A, L = 12.567 m A/L = 0.411 > 0.2

Irregular

3 Vertical Irregularity Projection length at top,L1 = 5.169 m Projection length at bottom,L2 =12. 567 m L2/L1 = 2.431 > 1.5

Irregular

4 Mass Mass Irre Irregu gula lari rity ty Seismic Wt at Floor level l evel F9 = 1957.887 kN


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CHAPTER 3 METHODOLOGY 3.1. Literature Review 3.1.1. History of Earthquake in Nepal and its effects 1310BS/1255AD

The first recorded earthquake in history of Nepal took place on June 7, 1255 AD. One third of the total population of Kathmandu were killed including Abahya Malla , the King of Kathmandu valley , numerous buildings and temples of the valley were entirely destroyed while many of them were severely damaged, the magnitude of the earthquake is said to be around 7.7 in Richter scale. 1316BS/1260AD

Next recorded big earthquake after 1255 AD was during the reign of King Jayadev Malla, many buildings and temples collapsed and many more were


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1767AD

In months of June and July another significant earthquake seemed to have hit Nepal. Twenty one shocks and aftershocks of this particular earthquake is said to have occurred in a span of twenty four hours. No written writ ten or verbal records survive to indicate any human loss or the magnitude of sufferings and damages caused. 1866BS/1810AD

During the reign of King Girban Yudha Bikram Shah in the months of May or June twenty one shocks of earthquakes in total were felt in Nepal. Although the loss in human lives and cattle were limited, many houses, building and some temples were either destroyed or damaged. 1880BS/1823AD

Seventeen earthquake tremors of various magnitudes were felt in the region of Katmandu valley but these shocks probably were smaller relative to the past earthquakes as there was no report of loss of human lives or livestock. 1890BS/1833AD


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the banks of the rivers were also swept away. There are no records of human or livestock casualties. 1990BS/1934AD

Magh (January- February) Earthquake, Known as Great Nepal Bihar Earthquake struck the Kingdom of Nepal and its surrounding areas around 2 pm on the 16th of January. The magnitude of the earthquake was 8.4 on the Richter scale. Casualty figures were highest for any recorded earthquake in the history of Nepal. In total 8519 people lost their lives in Nepal, A total of 126355 houses were severely damaged and around 80893 buildings were completely destroyed. Total money spent from the earthquake relief fund was NRs 206500 inside Kathmandu valley only. Earthquake relief fund was established by the king, loans were provided for earthquake effected people and earthquake volunteers groups were formed. 2031BS/1974AD

One building destroyed in Central region Nuwakot. 2037BS/1980AD


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2052BS/1995AD

Mid-Western Region- Dailekh affected, 18 people affected, 4 houses destroyed, loss of 1.02 million rupees.

3.2. Data collection The data for the preliminary design is taken according to the deflection criterion specified by the code. Generally, for beam, preliminary design can be done according to deflection criteria. And for slab, preliminary design is done according to minimum section criteria (min. section should not be less than 100mm) and slab thickness should be equal to (effective length/32) for tor steel, whichever is maximum. Preliminary design of column is done considering an interior column. The rectangular section is generally preferred in the building structure. The bearing capacity of the soil assumed. The following data are used for this project work: Concrete grade: M20 for beams; M25 for columns


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3.4. Preliminary design Preliminary design of the beam and slab is done by considering depth of beam as per the control of vertical deflection criteria as stated by IS 456-2000. The preliminary design of column is done by b y considering the factored axial load on the column as stated in IS 456:2000 Clause 39.3.

3.5. Loading pattern The loading is applied to the slab which then is transferred from slab to beam, 0

obtained by drawing 45 offset lines from each corners. The total load (Dead load and live load) on staircase is distributed on the beam considering the staircase as slab and the load is converted to UDL. The load thus obtained is extended throughout the length. The load on slab is taken as per the requirement stated in IS875:1987(Part IS875:1987(Part 1 and 2). 2).

3.6. Design of Structure Members


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CHAPTER 4 PRELIMINARY DESIGN AND LOADING 4.1. Need of Preliminary Design It is necessary to know the approximate section of the structure for the detail analysis as the section should be provided initially while analyzing in almost all software. Only dead loads and live loads are considered during preliminary design. Preliminary design is carried out to estimate approximate size of the structural members before analysis of structure.

4.2. Load Calculation 4.2.1. Dead load

The dead load of each member has been separately calculated as per IS 875 (part 1): 1987 for for obtaining seismic weight and compute design base shear and compare

it with the actual base shear obtained from SAP2000 .The dead load of slab have


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distributed to the floors above and below the storey. The seismic weight of the building is the sum of the seismic weight of each floor. It has been calculated according to IS 1893 (Part I ):2002, which states that for the calculation of the design seismic forces of the structure the imposed load on roof need not to be considered. 4.2.4. Vertical Load Calculation

Loads on beams due to slab are calculated according to clause 24.5 of IS 456:2000. Loads on columns are calculated by adding reactions in the beam in

both directions (transverse and longitudinal), and self-weights of column. Factored loads are obtained by multiplying the loads by load factor 1.5. The thickness of wall is taken about 9” and the deduction is done according to its location, i.e. interior 30% deduction and exterior 60% deduction. 4.2.5. Slab Load Distribution

Triangular load UDL= qL x /3


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4.2.7. Other loads

Other loads such as earth pressure, surcharge pressure and uplift pressure if exists are also loaded.

4.3. Load Combination Different load cases and load combinations are considered to obtain the most critical element stress in the structure in the course of analysis. There are all together four load cases considered for the structural analysis and are mentioned as below: i) Dead Load (DL) ii) Live Load (LL) iii) Earthquake load in X- direction (EQx) iv) Earthquake load in Y- direction (EQy) Following Load Combinations are adopted as per IS 1893 (Part I): 2002


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4.4. Preliminary Design Preliminary sizes of the flexural members of the structural system i.e. slab and beams are worked out as per the limit state of serviceability (deflection) consideration by conforming to IS456:2000 IS456:2000 Cl.23.2.1. Similarly, for the compression member, i.e. columns, the cross sectional area of the column is worked out from the net vertical axial load on the column lying in the ground floor assuming suitable percentage of steel. The net vertical axial load on each column is worked out from the factored dead load load

and live load on the

contributing area, which is taken as half of the slab areas adjacent to the column under consideration. consideration. The load is increased by 25% 25% for the earthquake load to give the net vertical load.


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Preliminary Design REFER

SN CALCULATION 1 BEAM a Main Beam Maximum span of main beam in X-direction, L = 5.169 m Depth of beam = L/15 ; Thumb Rule = 5169/15 = 344.6 mm Clear cover = 40 mm Overall depth = 394.6 mm Provide overall depth, D = 400 mm Width of beam, b = 300 mm b Seco Second ndar ary y Beam Beam Depth of beam = 0.75*D = 300 mm Provide overall depth, Ds = 300 mm Width of sec. beam,bs=D/1.5=200 mm Provide width of sec beam,bs=230 mm 2 SLAB Dimensions of the biggest room = 4.3688 m x 3.048 m Shorter span,l = 4.604 m ; Column c/c

RESULT

D = 400 mm b = 300 mm

Ds = 300 mm bs = 230 mm


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For Block S1 Total Dead Load : Slab = 882.220 kN Beam = 508.795 kN Wall = 1041.216 kN

Total Live Load : Live Load = 581.825 kN Total Load = 3014.056 kN Factored Load = 1.5*3014.056 = 4521.084 kN

IS 456:2000 Cl.39.3

Assuming axially loaded short column, Pu = 0.4*f ck *Ac + 0.67*f y*Asc Assuming 4% Steel, 4521084=0.4*25*A c+0.67*415*0.04*A c Ac = 214046.208 mm

2

Adopt column size of 500 mm X 500 mm IS 456:2000 Cl. 25.1.2

For Short Column, l/Dmin = 1865.5/500 = 3.731 < 12

Adopt column size of 500 X 500 mm


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CHAPTER 5 UNDERSTANDING AND DESIGN PHILPSOPHY 5.1. Background The aim of design is the achievement of an acceptable probability that structure being designed will perform satisfactorily during their intended life. We are mainly dealing with seismic analysis and structural design of RCC framed concrete structure. Structure and structural element shall normally be designed by limit state method.

5.1.1. Design philosophies There are three philosophies for the design of reinforced concrete. i.

Working stress method

ii.

Ultimate load method


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method, removing the drawback of both of these methods but retaining their good points. In the method of design based on the limit state concept, the structure shall be designed to withstand safely all loads liable to act on it throughout its life; it shall also satisfied the serviceability requirements, such as limitation on deflection and cracking should be based on characteristic value for materials strength and applied load .The designed value are derived from characteristics value through, the use of partial factor of safety for load and strength.

5.2.

Assumptions

for

Limit

State

for

Flexure

Member

IS456:2000, Cl. 38.1) ( IS456:2000, Design for the limit state of collapse in flexure shall be based on the assumptions given below: a) Plane sections normal to the axis remain plane after bending. b) The maximum strain in concrete at the outermost compression


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Es = modulus of elasticity of steel.

Fig 5.1 Stress-Strain Curve for Concrete

Fig 5.2 Stress Block Parameters

5.3. Assumptions for Compression Members ( IS456:2000, IS456:2000, Cl. 39.1) In addition to the assumptions given for flexure above, the following shall be


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use for checking members in which magnitude of deformation may limit t he use of the structure or its component. This state may correspond to: a. Deflection b. Cracking c. Vibration a. Control of deflection The deflection of a structure or part there of shall not adversely affect the appearance or efficiency of the structure or finishes or partitions. The deflection shall generally be limited by span to depth ratio given in clause 23.2.1, IS 456: 2000 .

b. Control of cracking Cracking of concrete should not adversely affect the appearance or durability of the structure. Design consideration for crack control would require the following:


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response i.e. resulting stresses or deflection is also time-varying of dynamic and is express in terms of displacement.

5.4. Earthquake Resistant Design of Structures 5.4.1. Assumptions

a. Earthquake causes impulsive ground motions, which are complex and irregular in character, changing in period and amplitude is lasting for a small duration. Therefore resonance of the type as visualized under steady state sinusoidal excitations will not occur as it would need time to built up such amplitudes. b. Earthquake is not likely to occur simultaneously with wind or maximum flood or maximum sea waves. c. The value of elastic modulus of materials, wherever required, may be taken as for static analysis unless a more definite value is available for use in such condition.


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degrees of freedom: three translations and three rotations, the wind loads and earthquake loads are assumed not to act simultaneously. A building is designed for the worst of the two loads. The fact that the design forces for the wind are greater than the seismic design forces does not obviate the need for seismic detailing. 5.4.2.1. Design of Earthquake Resistant Structure Based on Codal Provisions

General principles and design philosophy for design of earthquake-resistant structure are as follows: a. The characteristics of seismic ground vibrations at any location depends upon the magnitude of earth quake, its depth of focus, distance from epicenter, characteristic of the path through which the waves travel, and the soil strata on which the structure stands. Ground motions are predominant in horizontal direction. b. Earthquake generated generated vertical forces, if significant, as in large spans where differential settlement is not allowed, must be considered.


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g. The soil structure interaction refers to the effect of the supporting foundation medium on the motion of structure. The structure interaction may not be considered in the seismic analysis for structures supporting on the rocks. h. The design lateral forces shall be considered in two orthogonal horizontal directions of the structures. For structures, which have lateral force resisting elements in two orthogonal directions only, design lateral force must be considered in one direction at a time. Structures having lateral resisting elements in two directions other than orthogonal shall be analyzed according to Cl.2.3.2, IS 1893 (part 1): 2002 . Where both horizontal and vertical forces are taken into account, load combinations must be according to Cl.2.3.3, IS 1893 (part 1): 2002 . i.

When a change in occupancy results in a structure being re-classified to a higher importance factor (I), the structure shall be confirm to the seismic requirements of the new structure with high importance factor.


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TABLE 5.1: ZONE FACTOR, Z

SEISMIC

II

III

IV

LOW

MODERATE SEVERE

V

ZONE SEISMIC INTENSITY Z

VERY SEVERE

0.1

0.16

0.24

S a /g = average response acceleration coefficient.

For rocky, or hard soil sites;

( (0. 0 . 0 0 ≤  ≤ 0. 1 0) �  1+15 2.1.050/0 (0(0.1.400≤≤≤≤0.4.400)0)   1+15 ((0.0.00 ≤  ≤ 0.10)

For medium soil sites

0.36


Figure 5.3 Design response spectra curve as per IS1893:2002

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Any weight supported in between the storey shall be distributed to the floors above and below in inverse proportion to its distance from the floors. IS 1893(Part 1893(Part I) : 2002 states that for the calculation of the design seismic forces

of the structure the imposed load on roof need not be considered. 5.4.2.5. Fundamental Natural Period

The fundamental natural time period as mentioned in clause 7.6 IS 1893 (part 1): 2002 for moment resisting RC frame building without brick infill is given by T a = 0.075 h0.75

where, h = height of the building in ‘m’ excluding basement storey, if it is connected with the ground floor decks or fitted in between the building column. If there is brick filling, then the fundamental natural period of vibration, may be taken as

 � 0.0√ √ �ℎ


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In case of buildings whose floors are capable of providing rigid horizontal diaphragm action, the total shear in any horizontal plane shall be distributed to the various vertical elements of lateral force resisting system, assuming the floors to be infinitely rigid in the horizontal plane. In case of building whose floor diaphragms cannot be treated infinitely rigid in their own plane , the lateral shear at each floor shall be distributed to the vertical elements resisting the lateral forces, considering the in plane flexibility of the diaphragms. 5.4.3. Dynamic Analysis

In order to perform the seismic analysis and design of a structure to be built at a particular location, the actual time history record is required. However, it is not possible to have such records at each and every location. Further, the seismic analysis of structures cannot be carried out simply based on the peak value of the ground acceleration as the response of the structure depend upon the frequency


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Usually response of a SDOF system is determined by time domain or frequency domain analysis, and for a given time period of system, maximum response is picked. This process is continued for all range of possible time periods of SDOF system. Final plot with system time period on x-axis and response quantity on yaxis is the required response spectra pertaining to specified damping ratio and input ground motion. Same process is carried out with different damping ratios to obtain overall response spectra. 5.4.3.2. Factor Influencing Response Spectra

The response spectral values depend upon the following parameters: I. Energy release mechanism II. Epicentral distance III. Focal depth IV. Soil condition V. Richter magnitude VI. Damping in the system


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combined to compute the total response. Modal analysis leads to the response history of the structure to a specified ground motion. Response-spectrum analysis is useful for design decision-making because it relates structural type-selection to dynamic performance. Structures of shorter period experience greater acceleration, whereas those of longer period experience greater displacement. Structural performance objectives should be taken into account during preliminary design and response-spectrum response-spectrum analysis. Response-spectrum analysis provides insight into how damping affects structural response. A family of response curves may be developed with variable levels of damping. As damping increases, response spectrum shifts downward. 5.4.3.4. Modal Combination Rule

The commonly used method for obtaining the peak response quantity of interest for a MDOF system is the Square Root of Sum of Squares (SRSS) method. In the SRSS method, the maximum response is obtained by square root of sum of square


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3. All response quantities are positive, therefore RSA is not suitable for torsional irregularity. A static lateral-load procedure is best for measuring accidental torsion. The same applies when considering uplift and compression during foundation design. 4. SRSS is suitable only when periods differ by more than 10%. 5.4.3.6. General Codal Provisions

Dynamic analysis should be performed to obtain the design seismic force, and its distribution to different levels along the height of the building and to various lateral load resisting elements, for the following buildings: • Regular buildings- Those are greater than 40 m in height in zone IV, V and those are greater than 90 m height in zones II,III, and • Irregular buildings-All framed buildings higher than 12 m in zone IV and V, and those are greater than 40 m in height in zone II and III. Dynamic analysis may be performed either by time history method or by the


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degree of freedom, that of lateral displacement displacement in the direction of consideration. In such a case, the following expressions shall hold in computations of various quantities. a) Modal mass

where,

 �

   ∑           �  ∑()

g = acceleration due to gravity

mode shape of floor, i in mode, k , and

W i = seismic weight of floor, i

b) Modal Participation Factor

� ∑∑()


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roof = roof F roof = V roof , and

F i = V i – V i+1 i+1

When using this method it is important to be aware that it is wrong to compute the combined peak value of a response quantity from the combined peak values of other response quantities. The correct procedure is to combine the peak modal values, and then calculate the combined peak of this. t his. Response spectrum finds the maximum response for each mode and combines it with SRSS. 0.05 damping is also used. 5.4.4. Shear Wall

A shear wall is a structural system providing stability against wind, earthquake and blast deriving its stiffness from inherent structural forms. The shear wall can be planar, open section or closed sections around elevators or stair cores. These systems either can be constructed in steel or concrete or either is solid or perforated. The shear walls behave as deep and slender cantilevers. Structurally,


iv.

(To assess live loads) IS 875(Part 875(Part II):1987 (To

v.

SP16 (Design (Design Aid for Reinforced Concrete)

vi.

IS 13920:1993 13920:1993 (Code for Ductile Detailing)

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CHAPTER 6 STRUCTURAL ANALYSIS 6.1. Salient features of SAP2000 SAP2000 represents the most sophisticated and user friendly fri endly release of SAP series

of computer programs. Creation and modification of model, execution of the analysis, and checking and optimization of the design are all done through this single interface. Graphical displays of the results, including real time display of time-history displacements are easily obtained. The finite element library consists of different elements out of which the three dimensional, beam – column formulation which includes the effects of biaxial bending, torsion, axial deformation, and biaxial shear deformations. Structures that can be modeled with this element include: •

Three – dimensional frames


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can be in the form of a base acceleration response spectrum, or varying loads and base accelerations.

6.2. Analysis Features The CSI analysis engine offers the following features: 1. Static and Dynamic analysis 2. Linear and Non – linear 3. Dynamic seismic analysis static push over analysis 4. Vehicle live load analysis for bridge 5. Geometric non linearity, including P- delta and large – displacement effects 6. Staged (incremental) construction 7. Creep, shrinkage and aging effects 8. Buckling analysis 9. Steady state and power-spectral-density analysis


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Constraints

Constraints are used to enforce certain types of rigid-body behavior, to connect together the different parts of the model, and to impose certain types of symmetrical conditions. A constraint consists of a set of two or more constraints joints. The displacement displacement of each pair of joints in the constraint is related by constraints equations. The types of behavior that can be forced by constraints are: 1. Rigid body behavior, in which the constraints joints translate and join together as if connected by links. The types of rigid behavior that can be modeled are: a. Rigid Body : fully rigid for f or all displacements b. Rigid Diaphragm: rigid for membrane behavior in plane c. Rigid Plate: rigid of plate bending in plane d. Rigid Rod: rigid for extension along an axis e. Rigid Beam: rigid for beam bending on an axis 2. Equal displacement behavior, in which the translation and the rotations are


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For the purpose of seismic analysis of our building, we used the structural analysis program SAP2000. SAP2000 has a special option for modeling horizontal rigid floor diaphragm system. This type of modeling is very useful in the lateral dynamic analysis of the building. The base shear and response spectra are calculated as per code IS 1893 (Part I):2002 and response spectra is implemented in SAP2000 for analysis and

design.


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CHAPTER 7 STRUCTURAL DESIGN AND DETAILING The main aim of the structural design part is to design the structure so that it fulfills its intended purpose during its intended life time with adequate safety, serviceability, and economy. The design of each element has been done by the principles of Limit State method. The detailed design of the structural elements is explained in the following sections.

7.1. Requirements of Good Detailing The ductile detailing is the major part to improve for improving seismic resistance. 1. To improve the seismic performance of the joints. •

Provide full anchorage to beam bars in i n column.

•

Provide confinements at the joints also.


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7.2. Design of Slab Slab is rigid plate which acts as roof or floor during the construction of building in which all the points are equally displaced when the load is applied on a point on a slab. Slab is a flexural element and there are mainly two types t ypes of slab based on the ratio of longer to shorter span of room. They are as follows: i.

One way slab

It is a slab with the ratio of longer to shorter span greater than 2 and the coefficient for it can be used from Table 26.b (IS 456:2000). ii.

Two way slab

It is a slab with the ratio of longer to shorter span less than or equal to 2 and the coefficient for it can be used from Table 26.a (IS 456:2000). There are ten types of two way continuous slab depending upon the length and the discontinuous edge. The conditions to be satisfied for use of these conditions are: a) The loading of the adjacent span should be the same.


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Flowchart of slab design

Determine factored load W=1.5(DL+LL) WD=1.5DL WL=1.5LL

Determine ratio ly /lx

No One way slab

If ly /lx<2

Yes Two way slab

Determine moment coefficient IS code 456:2000,table 12


DESIGN OF SLABS One way slab Grade of concrete = M20 Grade of steel = Fe 415 REF. SN CALCULATION 1 Effec fective ive length gth along longer span, lx=2.74m along shorter span, ly=7.455m 2

RESULT lx=2.794m ly=7.455m

Calc Calcul ulat atio ion n of dept depth h of sla slab b from from deflection control criteria (l/d)<(l/d)basic*α (l/d)<(l/d)basic*α*β*γ (l/d)basic=26 α*β*γ=1.4

Taking shorter direction, i.e. ly d> Providing d= 100mm effective cover= 25mm Total depth of slab,D=125mm 3

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76.758 mm D= 125mm

Load Calculat lation ion

5

�


5

6

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For chec checki kin ng dpr dprov ovid ided ed Mumax<=Mulim = 0.362*fc 0.362*fck*xu k*xulim*b* lim*b*(d-0. (d-0.416x 416xulim) ulim) For Fe415, xulim=0.479d Mumax= �� kN-m d= �� mm OK

d= ��

mm

Calc Calcul ulat atio ion n of of are area a of of ste steel el Mumax=0.87fy*Ast*(d-0.416xu) Providing dia. reinforcement of 10mm, Providing distribution bar: Ast dist =

��

Providing 8mm dia distribution bars,

spacing=300.00mm 7

Check for shear Shear force in slab

�

��

300.00mm


IS456:2000 fig. 4

For α fs= Pt= Thus,

117.2 N/mm� 0.209 %

α= 2 β= 1 γ= 1

Thus, (ly/d)provided<(ly/d)basic*α (ly/d)provided<(ly/d)basic* α*β*γ 27.9 27.94 4 <52 <52 OK a

10mm @ 300mm c/c

b

10mm @ 300mm c/c

c

10mm @ 300mm c/c

d

10mm @ 300mm c/c

e

10mm @ 600mm c/c

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DESIGN OF SLABS Two way slab Grade of concrete = M20 Grade of steel = Fe 415 REF. S.N CALCULATION RESULT 1 Effe Effect ctiv ivee leng length th lx=4.6m along longer span, lx=4.6m ly=3.73m along shorter span, ly=3.73m 2

Calcu Calcula latio tion n of dept depth h of slab slab from from deflection control criteria (l/d)<(l/d)basic*α (l/d)<(l/d)basic*α*β*γ (l/d)basic=26 α*β*γ=1.4

Taking shorter direction, i.e. ly d> 102.47 mm Providing d= 100mm effective cover= 25mm Total depth of slab,D= 125mm 3

D= 125mm

Load Load Calcu alcula lati tion on

5

�


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(one short edge discontinuous)

α BM kNm Ast req. mm� spacing req .(mm) spacing prov.(mm) Ast prov. mm� 5

shor shorte terr span pan, ly lon longer ger span, lx mid midspan pan suppor pportt mids midspa pan n suppo upport rt 0.037 0.04899 0.028 0.037 4.7282

6.262

3.579

4.7295

134.65 180.050 113.04 150.69 583.27

436.21

694.81

521.2

300

300

300

300

261.8

261.799

261.8

261.8

For For che check ckin ing g dpr dprov ovid ided ed Mumax<=Mulim = 0.362*fc 0.362*fck*xu k*xulim*b* lim*b*(d-0. (d-0.416x 416xulim) ulim) For Fe415, xulim=0.479d Mumax= 6.2621 kN-m

d= 47.488


IS456:2000 Cl.40.2.1.1

Tc mod= 0.468

N/mm �

also, Tv
(ly/d)<(ly/d)basic*α (ly/d)<(ly/d)basic* α*β*γ (ly/d)basic=26 IS456:2000 (fig. 4)

For α fs= 123.802 Pt= 0.20944 % Thus,

α= 2 β= 1 γ= 1

Thus, (ly/d)provided<(ly/d)basic*α (ly/d)provided<(ly/d)basic* α*β*γ 37.3 37.3 <52

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7.3. Design of Beam The beam is flexural member which distributes the vertical load to the t he column and resists the bending moment. The design of the beam deals with the determination of the beam section and the steel required. Here, we have considered different sizes of beams at different points, so we have computed the steel requirement with respect to the beam section. For convenience, we have considered all the sections as under-reinforced ones. The singly reinforced and doubly reinforced sections are designed as per the requirement, i.e. comparison with the limiting moment, M u,

lim.

IS 456:2000

(Annex G, Cl.38.1) is referred for the t he calculation of the required steel in the beam.

Mu = 0.87*f y*Ast*d*[1- Ast * f y /(b*D*f ck ck )] Limiting moment of the resistance is given by the equation: 2

Mu, lim = 0.36xu,max /d *(1-0.42 xu,max /d)bd f ck ck


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Asc = area of compression reinforcement Total area of tension reinforcement in the doubly reinforced beam sections shall be obtained by Ast = Ast1 - Ast2 where, Ast = total tension reinforcement Ast1= area of tensile reinforcement for singly reinforced section for Mu,lim Ast2= Asc* f sc /0.87f y sc /0.87f


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Flow chart of beam design (Moment Bars)

Take moment of each beam

Calculate Mlim 2 Mlim=10.133f ck ck nd

No If Mu< Mux

Over reinforced section

Yes Calculate M=Mu-Mlim Under reinforced section

Calculate Ast from

Calculate Ast1 from Mlim by Ast1=Mulim/(0.87*f y*(d-


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Flowchart of beam design (Shear Reinforcement)

Take maximum shear force force Vu

Calculate % of steel by p=A st / (bd)*100

Calculate τv by τv=Vu/(bd)

From code, find τc and τmax

If τc<τv<τmax

No

Provide minimum shear reinforcement as per IS


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DESIGN OF MAIN BEAM Beam size : 300x400 Grade of concrete concret e = M20

Grade of steel = Fe415

REFERENCE SN CALCULATION 1

Known Data

Overall depth of beam, beam, D = 400 mm Width of beam, b = 300 mm Assuming Assuming 20 mm dia. Reinforcement, Clear cover = 20 mm Effective cover, d' = 30 mm Effective depth, d = 370 mm

2 IS 13920:1993 (Cl. 6.1.1)

RESULT

Chec Check k for for memb member er str stress ess

Factored Axial stress = 0 Axial Stress < 0.1fck Hence, Design as flexural member. member.

D = 400 mm b = 300 mm

d = 370 mm


2

= 287.079 mm

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Astmin = 2

287.079 mm IS 13920:1993 (Cl. 6.2.2)

Max. reinforcement, Astmax = 0.025*b*d = 0.025*300*370 0.025*300* 370 2

= 2775.000 mm

5 SP 16 (Table D)

Astmax = 2

2775.000 mm

Desig esign n of Flexur exuree

For beam 2-D-F @ Z=11.472, 2

Mulim = 2.76*b*d = 113353200 N-mm = 113.353 kN-m At left end For hogging moment (-ve moment) Mu = 186.5174 kN-m (From SAP2000) Mu > Mulim Hence, Doubly reinforced beam.

Mulim = 113.353 kN-m


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For Asc, Provide 25 mm dia. Reinforcement bars. 2

No. of rods = Ast/( π*Φ /4) = 624.930*4/(π*25*25) = 1.273 ≈ 2 Provide 2-25 mm dia. Rods at bottom. At midspan For sagging moment (+ve moment) Mu = 79.9795 kN-m (From SAP2000) Mu < Mulim Hence, Singly reinforced beam.

d'/d = 0.0811 ≈ 0.1 2

Mu/(b*d ) = 1.9 SP 16 (Table 2)

Pt = 0.602% Ast = 0.602% * b *d

Pt = 0.602%


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= 0.681 ≈ 1 Provide 2-25 mm dia. Rods at top. At right end For hogging moment (-ve moment) Mu = 188.7385 kN-m (From SAP2000) Mu > Mulim Hence, Doubly reinforced beam.

d'/d = 0.0811 ≈ 0.1 2

Mu/(b*d ) = 4.6 SP 16 (Table 50)

Pt = 1.522% Pc = 0.595%

Pt = 1.522% Pc = 0.595% Ast = 1.522% * b *d 2

= 1689.420 mm > Astmin Asc = 0.595% * b *d 2

= 660.450 mm

Ast = 2

1689.420 mm Asc =

2

660.450 mm


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6 Check for Shear i. Desi Design gn She Shear ar Str Stren ength gth of of conc concre rete te Tensile reinforcement provided a. At Left end Pt = (4*π*25*25)/(4*300*370)*100 = 1.7689% IS 456:2000 (Table 19)

Pt = 1.7689%

Permissible shear strength of concrete,

τc = 0.753 N/mm

2

τc = 2

0.753 N/mm

Design shear stress of concrete, Vc = τc * b* d = 0.753*300*370 0.753*300*3 70 = 83583 N = 83.583 kN

Vc = 83.583 kN

b. At mi midspan Pt = (2*π*25*25/(4*300*370)*100 = 0.8845%

Pt = 0.8845%


ii. Shear Shear Force Force due due to Plas Plastic tic Hinge Hinge at End of beam The additional shear due to formation of plastic hinges at both ends of the beam. Vsway to right D+L

Vu,a = Va

- 1.4 ((Mu

D+L

Vu,b = Vb

+ 1.4 ((Mu

As

+ Mu

Bh

)/LAB)

As

Bh

Ah

Bs

+ Mu

)/LAB)

Vsway to left D+L

Vu,a = Va

+ 1.4 ((Mu

D+L

Vu,b = Vb

- 1.4 ((Mu

+ Mu

Ah

+ Mu

)/LAB)

Bs

)/LAB)

where, Mu

As

= Sagging moment of resistance at left end

Bh

Mu = hogging moment of resistance at right end Ah

Mu = hogging moment of resistance at left end

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= 107080874.126 107080874. 126 N-mm = 107.081 kN-m < Mulim So, Ah

Mu = 163.023 kN-m Bh

Mu = 163.023 kN-m Mu

As

Bs

= Mu = Mulim = 113.353 kN-m

Va = 1.2(DL+LL)/2 Vb = 1.2(DL+LL)/2 From SAP2000, Va = -100.549 kN Vb = 94.534 kN IS 13920 (Cl. 6.3.3)

Va

D+L

= 1.2(DL+LL)/2 = (-100.549/2) = -50.275 kN

D+L

Vb

= 1.2(DL+LL)/2

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= -11.505 kN Calculated Shear Force as per analysis: SF at left end = -125.686 kN SF at midspan = -22.303 kN SF at right end = 118.292 kN The design shear force to be resisted shall be maximum of shear force obtained from analysis and shear force obtained from the formation of plastic hinges at both ends of the beam plus factored load on the span. Hence, design shear forces are: At Left end, Vu = -125.686 - 125.686 kN At midspan, Vu = -22.303 kN At Right end, Vu = 118.292 kN

7 IS 456:2000

Desi Design gn of of She Shear ar rein reinfo forc rcem emen entt

Providing 2 legged 8 mm dia. Stirrups.

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IS 456:2000 (Cl. 40.4.a)

Spacing required at left end Sv = (0.87fy*Asv*d)/(Vus) = (0.87*415*100.531*370)/42103 (0.87*415*100.531*370)/42103 = 318.974 mm > Svmax = 250 mm Provide Sv = 250 mm c/c Provide 2 legged 8 mm dia. Stirrups @ 250 mm c/c

IS 13920:1993 (Cl.6.3.5)

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Sv = 250 mm c/c

Spacing of stirrups over a length of 2d at either end of beam shall be lesser of : d/4= 370/4 = 92.5 mm 8*dia. Of smallest longitudinal bar = 8*25 = 200 mm Provide 2 - legged 8 mm dia. Stirrups @ 90mm c/c upto length of 2*370 = 740 mm from the inner face of the column. b. At mi midspan

At support Sv = 90mm up to 740mm length


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c. At Ri Right een nd

IS 456:2000 (Cl. 40.4)

IS 456:2000 (Cl. 40.4.a)

Vu = 118.292 kN Required capacity of shear reinforcement at right end Vus = Vu - τc *b *d = 118.292*1000-0.753*300*370 118.292*1000-0.753*300*370 = 34709 N = 34.709 kN Spacing required at right end Sv = (0.87fy*Asv*d)/(Vus) = (0.87*415*100.531*370)/34709 (0.87*415*100.531*370)/34709 = 386.925 mm > Svmax = 250 mm Provide Sv = 250 mm c/c Provide 2 legged 8 mm dia. Stirrups @ 250 mm c/c

IS 13920:1993 (Cl.6.3.5)

Vus = 34.709 kN

Spacing of stirrups over a length of 2d at either end of beam shall be lesser of : d/4= 370/4 = 92.5 mm

Sv = 250 mm c/c


V = 125.686 kN Lo = 12Φ 12 Φ or d ;12Φ ;12Φ = 12*25 = 300 mm < d = 370 mm Thus, Lo = 370 mm Now, Ld' < 2087.216 mm Ld < Ld' OK Hence, the design is safe.

IS 13 13920: 920:1 1993 993 (Cl.6.2.5)

Anchorage of of be beam bars in in ex exter ternal joints Anchorage length = Ld + 10Φ 10 Φ o

allowance for 90 bend = 1175.293+10*25-8*25 1175.293+10*25-8*25 = 1225.290 mm

9

Lap Splice The longitudinal bars shall be spliced. a) Not more than 50% of the bars shall be

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Ld = 1175.293 mm


2

981.748 mm . We have, Astreq/Astprov Astreq/Astprov = 981.748/981.748 = 1.0 fs = 0.58*fy*Astreq/Astprov = 0.58*415*1.0 2

= 240.700 N/mm

IS 456:2000 (Cl.23.2.1.a) (Fig. 4)

Pt = Astprov/(b*D) = 981.748/(300*400)*10 981.748/(300*400)*100 0 = 0.818% α = 1.02 β = 1 ϒ = 1 M.F.= 1.02 Allowable (span/depth) = 26 * M.F. = 26*1.02 = 26.52

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Beam size : 600x600 Grade of concrete concret e = M20



IS 13920:1993 (Cl. 6.1.1)

RESULT

Known Data


2

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D = 600 mm b = 600 mm

d = 570 mm


IS 13920:1993 (Cl. 6.2.2)


= 8550.000 mm

5 SP 16 (Table D)

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Astmax = 2

8550.000 mm


For beam 3-D-E @ Z = 14.340, 2


d'/d = 0.05



2

= 2729.160 mm >Astmin 2

So, Ast = 2729.160 mm

Asc must be at least 50% of Ast. Asc = 50% *Ast

2

2729.160 mm

Asc = 1364.580 mm

At left end

Asc = 560.880 mm

Ast =

2

2

= 1364.580 mm

Ast = 3806.460 mm

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2

2

For Ast, Provide 25 mm dia. Reinforcement bars. 2

No. of rods = Ast/( π*Φ /4) = 3806.460*4/(π*25*25) = 7.754 ≈ 8 Provide 8-25 mm dia. Rods at top. For Asc, Provide 25 mm dia. Reinforcement bars.


2

= 442.257 mm At midspan

Ast = 884.513 mm

2

Asc = 442.257 mm

2

For Ast, Provide 25 mm dia. Reinforcement bars. 2

No. of rods = Ast/( π*Φ /4) = 884.513*4/(π*25*25) = 1.802 ≈ 2 Provide 2-25 mm dia. Rods at bottom. For Asc, Provide 25 mm dia. Reinforcement bars. 2

No. of rods = Ast/( π*Φ /4) = 442.257*4/(π*25*25) = 0.901 ≈ 1 Provide 2-25 mm dia. Rods at top.

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Hence, Singly reinforced beam. d'/d = 0.05 2

Mu/(b*d ) = 2.4 SP 16 (Table 2)

Pt = 0.798%

Pt = 0.798% Ast = 0.798% * b *d 2

= 2729.160 mm >Astmin 2

So, Ast = 2729.160 mm

Ast = 2

2729.160 mm

Asc must be at least 50% of Ast. Asc = 50% *Ast 2

= 1364.580 mm At right end

Ast = 3608.100 mm Asc = 352.260 mm For Ast,

2

2

Asc = 2

1364.580 mm


IS 456:2000 (Table 19)

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Permissible shear strength of concrete, 2

τc =

τc = 0.65 N/mm

2

0.65 N/mm

Design shear stress of concrete, Vc = τc * b* d = 0.65*600*570 = 222300 N = 222.300 kN b. At mi midspan Pt = (2*π*25*25)/(4*600*570)*100 = 0.2871% IS 456:2000 (Table 19)

Vc = 222.300 kN

Pt = 0.2871%


τc = 0.378 N/mm

2

τc = 2

0.378 N/mm


Vc = 129.276 kN


Vsway to left D+L

Vu,a = Va

+ 1.4 ((Mu

D+L

Vu,b = Vb

- 1.4 ((Mu

Ah

+ Mu

Ah

+ Mu

Bs

)/LAB)

Bs

)/LAB)

where, Mu

As


Bh


Mu = hogging moment of resistance at left end Bs

Mu = Sagging moment of resistance at right end 2

Mu = 0.87fy*Pt*bd (1-Pt*fy/fck) Now, Ah

Mu = (0.87*415*(1.1482/100 (0.87*415*(1.1482/100)*600* )*600* 570^2(1-(1.1482/100)*(415/20))) = 615614187.144 615614187. 144 N-mm

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Vb = 1.2(DL+LL)/2 From SAP2000, Va = -112.691 kN Vb = 76.472 kN IS 13920 (Cl. 6.3.3)

Va

D+L

= 1.2(DL+LL)/2 = (-112.691/2) = -56.346 kN

D+L

Vb

= 1.2(DL+LL)/2 = (76.472/2) = 38.236 kN

Vsway to right D+L

Vu,a = Va

- 1.4 ((Mu

As

+ Mu

Bh

)/LAB)

= -56.346-1.4*((538.034+615.614 -56.346-1.4*((538.034+615.614)/ )/ 4.521)

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The design shear force to be resisted shall be maximum of shear force obtained from analysis and shear force obtained from the formation of plastic hinges at both ends of the beam plus factored load on the span. Hence, design shear forces are: At Left end, Vu = -413.591 - 413.591 kN At midspan, Vu = 207.882 kN At Right end, Vu = 395.482 kN

7 IS 456:2000 (Cl. 26.5.1.6)


Providing 2 legged 8 mm dia. Stirrups. Sv = (0.87fy*Asv)/(0.4b) = (0.87*415*100.531)/(0.4*600) (0.87*415*100.531)/(0.4*600) = 151.236 mm

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Provide Sv = 100 mm c/c Provide 2 legged 8 mm dia. Stirrups @ 100 mm c/c IS 13920:1993 (Cl.6.3.5)

Sv = 100 mm c/c

Spacing of stirrups over a length of 2d at either end of beam shall be lesser of : d/4= 570/4 = 142.5 mm 8*dia. Of smallest longitudinal bar = 8*25 = 200 mm Provide 2 - legged 8 mm dia. Stirrups @ 90mm c/c upto length of 2*570=1140mm from the inner face of the column. b. At mi midspan

IS 456:2000 (Cl. 40.4)

067BATCH

Vu = 207.882 kN Required capacity of shear reinforcement at midspan Vus = Vu - τc *b *d 207.882*1000-0.378*600*570 207.882*1000-0.378*600*570



= 395.482*1000-0.65*600*570 395.482*1000-0.65*600*570 = 173181.747 N = 173.182 kN IS 456:2000 (Cl. 40.4.a)

Vus = 173.181 kN

Spacing required at right end Sv = (0.87fy*Asv*d)/(Vus) = (0.87*415*100.531*570)/173182 (0.87*415*100.531*570)/173182 = 119.465 mm < Svmax = 150 mm Provide Sv = 110 mm c/c Provide 2 legged 8 mm dia. Stirrups @ 110 mm c/c

IS 13920:1993 (Cl.6.3.5)

067BATCH

Sv = 110 mm c/c

Spacing of stirrups over a length of 2d at either end of beam shall be lesser of : d/4= 570/4 = 142.5 mm 8*dia. Of smallest longitudinal bar = 8*25 = 200 mm Provide 2 - legged 8 mm dia. Stirrups @ 90mm c/c upto length of 2*570=1140mm from the inner face of the column.



1175.293 mm

Ld < Ld' OK Hence, the design is safe. IS 13 13920: 920:1 1993 993 (Cl.6.2.5)



9

067BATCH

Lap Splice The longitudinal bars shall be spliced. a) Not more than 50% of the bars shall be spliced at one section. b) If hooks are provided over the entire splice length at a spacing not exceeding 150 mm.

Lap splice shall not be spliced within: wit hin: i. joints


= 0.58*415*1.0 2

= 240.700 N/mm

IS 456:2000 (Cl.23.2.1.a) (Fig. 4)

Pt = Astprov/(b*D) = 981.748/(600*600)*10 981.748/(600*600)*100 0 = 0.545% α = 1.18 β = 1 ϒ = 1 M.F.= 1.18 Allowable (span/depth) = 26 * M.F. = 26*1.18 = 30.68 Provided (span/depth) (span/depth) = (5321/570) ( 5321/570) = 9.34 < 30.68 Here the maximum span/depth ratio is smaller smaller than its allowable value. Hence, the t he design is safe in deflection.

067BATCH


Beam size : 400x450 Grade of concrete concret e = M20



IS 13920:1993 (Cl. 6.1.1)

RESULT

Known Data


2

067BATCH



D = 450 mm b = 400 mm

d = 420 mm


067BATCH

2

= 434.498 mm IS 13920:1993 (Cl. 6.2.2)


= 4200.000 mm

5

Astmax = 2

4200.000 mm


SP 16

For beam H-1-2 @ Z=8.604,

(Table D)

Mulim = 2.76*b*d = 194745600 N-mm = 194.746 kN-m

2

At left end For hogging moment (-ve moment) Mu = 87.6596 kN-m (From SAP2000) Mu < Mulim Hence, Singly reinforced beam.



067BATCH

Provide 25 mm dia. Reinforcement bars. 2


d'/d = 0.07 ≈ 0.1 2

Mu/(b*d ) = 0.647 SP 16 (Table 2)

Pt = 0.172%

Pt = 0.172% Ast = 0.172% * b *d 2

= 288.960 mm < Astmin 2

So, Ast = 434.498 mm


067BATCH

Provide 2-25 mm dia. Rods at top. At right end For hogging moment (-ve moment) Mu = 79.3999 kN-m (From SAP2000) Mu < Mulim Hence, Singly reinforced beam.

d'/d = 0.07 ≈ 0.1 2

Mu/(b*d ) = 1.13 SP 16 (Table 50)

Pt = 0.327%

Pt = 0.327% Ast = 0.327% * b *d 2

= 549.360 mm > Astmin Ast =

Asc must be at least 50% of Ast. Asc = 50% *Ast = 274.680 mm

2

2

549.360 mm Asc =

2

274.680 mm


067BATCH


Pt = 0.5844%


τc = 0.507 N/mm

2

τc = 2

0.507 N/mm


Vc = 85.176 kN


Pt = 0.5844%



Vu,a = Va

- 1.4 ((Mu

D+L

Vu,b = Vb

+ 1.4 ((Mu

As

+ Mu

Bh

)/LAB)

As

Bh

Ah

Bs

+ Mu

)/LAB)

Vsway to left D+L

Vu,a = Va

+ 1.4 ((Mu

D+L

Vu,b = Vb

- 1.4 ((Mu

+ Mu

Ah

+ Mu

)/LAB)

Bs

)/LAB)

where, Mu

As


Bh



067BATCH


= 130821206.822 130821206. 822 N-mm = 130.821 kN-m < Mulim So, Ah

Mu = 194.746 kN-m Bh

Mu = 194.746 kN-m Mu

As

Bs

= Mu = Mulim = 194.746 kN-m


Va

D+L

= 1.2(DL+LL)/2 = (-79.701/2) = -39.851 kN

D+L

Vb

= 1.2(DL+LL)/2

067BATCH


= -113.552 kN Calculated Shear Force as per analysis: SF at left end = -99.626 kN SF at midspan = 2.390 kN SF at right end = 74.483 kN The design shear force to be resisted shall be maximum of shear force obtained from analysis and shear force obtained from the formation of plastic hinges at both ends of the beam plus factored load on the span. Hence, design shear forces are: At Left end, Vu =-183.196 kN At midspan, Vu = 2.390 kN At Right end, Vu = 173.139 kN

7


067BATCH


= 98.020 kN IS 456:2000 (Cl. 40.4.a)

067BATCH

Vus = 98.020 kN

Spacing required at left end Sv = (0.87fy*Asv*d)/(Vus) = (0.87*415*100.531*420)/98.020 (0.87*415*100.531*420)/98.020 = 155.525 mm < Svmax = 220 mm Provide Sv = 120 mm c/c Provide 2 legged 8 mm dia. Stirrups @ 120 mm c/c

IS 13920:1993 (Cl.6.3.5)

Sv = 120 mm c/c

Spacing of stirrups over a length of 2d at either end of beam shall be lesser of : d/4= 420/4 = 105 mm 8*dia. Of smallest longitudinal bar = 8*25 = 200 mm Provide 2 - legged 8 mm dia. Stirrups @ 100 mm c/c upto length of 2*420=840mm from the inner face of the column. b

At mi midspan

At support Sv = 100 mm up to 840 mm length


067BATCH

c. At Ri Right een nd

IS 456:2000 (Cl. 40.4)

IS 456:2000 (Cl. 40.4.a)

Vu = 173.139 kN Required capacity of shear reinforcement at right end Vus = Vu - τc *b *d = 173.139*1000-0.507*400*420 173.139*1000-0.507*400*420 = 87963.368 N = 87.963 kN Spacing required at right end Sv = (0.87fy*Asv*d)/(Vus) = (0.87*415*100.531*420)/87963 (0.87*415*100.531*420)/87963 = 173.306 mm < Svmax = 220 mm Provide Sv = 120 mm c/c Provide 2 legged 8 mm dia. Stirrups @ 120 mm c/c

IS 13920:1993 (Cl.6.3.5)

Vus = 87.963 kN

Spacing of stirrups over a length of 2d at either end of beam shall be lesser of : d/4=420/4 = 105 mm

Sv = 120 mm c/c


V = 183.196 kN Lo = 12Φ 12 Φ or d ;12Φ ;12Φ = 12*25 = 300 mm < d = 420 mm Thus, Lo = 420 mm Now, Ld' < 1348.335 mm Ld < Ld' OK Hence, the design is safe. IS 13 13920: 920:1 1993 993 (Cl.6.2.5)



9

Lap Splice The longitudinal bars shall be spliced. a) Not more than 50% of the bars shall be spliced at one section.

067BATCH

Ld = 1175.293 mm


We have, Astreq/Astprov Astreq/Astprov = 490.874/981.748 = 0.5 fs = 0.58*fy*Astreq/Astprov = 0.58*415*0.5 2

= 120.350 N/mm

Pt = Astprov/(b*D) = 981.748/(400*450)*10 981.748/(400*450)*100 0 = 0.545% IS 456:2000 (Cl.23.2.1.a) (Fig. 4)

α = 2 β = 1 ϒ = 1 M.F.= 1.24 Allowable (span/depth) = 26 * M.F. = 26*2 = 52

067BATCH


067BATCH

DESIGN OF SECONDARY BEAM Beam size : 230x300 Grade of concrete concret e = M20



Known Data


2 IS 13920:1993 (Cl. 6.1.1)

RESULT



D = 300 mm b = 230 mm

d = 260 mm


So, Astmin = 0.2586 % *d*b = 154.661 mm IS 13920:1993 (Cl. 6.2.2)

2


= 1495.000 mm

5 SP 16 (Table D)

067BATCH

Astmin = 2

154.661 mm

Astmax = 2

1495.000 mm


For beam 5-6-D-E @ Z = 22.944, 2


Mulim = 42.913 kN-m


067BATCH

For Asc, Provide 16 mm dia. Reinforcement bars. 2


d'/d = 0.15 2

Mu/(b*d ) = 2.3 SP 16 (Table 2)

Pt = 0.757% Ast = 0.757% * b *d

Pt = 0.757%


067BATCH

= 1.126 ≈ 2 Provide 2-16 mm dia. Rods at top. At right end For hogging moment (-ve moment) Mu = 59.4584 kN-m (From SAP2000) Mu > Mulim Hence, Doubly reinforced beam.

d'/d = 0.15 2

Mu/(b*d ) = 3.8 SP 16 (Table 50)

Pt = 1.294% Pc = 0.366% Ast = 1.294% * b *d 2

= 773.812 mm >Astmin

Pt = 1.294% Pc = 0.366% Ast = 2

773.812 mm

Asc = 0.366% *b*d 2

= 218.868 mm

Asc =


067BATCH


Pt = 1.345%


τc = 0.689 N/mm

2

τc = 2

0.689 N/mm


Vc = 41.202 kN


Pt = 1.0087%



Vu,a = Va

- 1.4 ((Mu

D+L

Vu,b = Vb

+ 1.4 ((Mu

As

+ Mu

Bh

)/LAB)

As

Bh

Ah

Bs

+ Mu

)/LAB)

Vsway to left D+L

Vu,a = Va

+ 1.4 ((Mu

D+L

Vu,b = Vb

- 1.4 ((Mu

+ Mu

Ah

+ Mu

)/LAB)

Bs

)/LAB)

where, Mu

As


Bh



067BATCH


= 44.772 kN-m > Mulim So, Ah

Mu = 54.428 kN-m Bh

Mu = 54.428 kN-m Mu

As

Bs

= Mu = Mulim = 44.772 kN-m


Va

D+L

= 1.2(DL+LL)/2 = (-52.153/2) = -26.077 kN

D+L

Vb

= 1.2(DL+LL)/2 = (51.549/2)

067BATCH


Calculated Shear Force as per analysis: SF at left end = -65.191 kN SF at midspan = -0.757 kN SF at right end = 64.436kN The design shear force to be resisted shall be maximum of shear force obtained from analysis and shear force obtained from the formation of plastic hinges at both ends of the beam plus factored load on the span. Hence, design shear forces are: At Left end, Vu = -65.191 kN At midspan, Vu = -0.757 kN At Right end, Vu = 64.436 kN 7 IS 456:2000 (Cl. 26.5.1.6)


Providing 2 legged 8 mm dia. Stirrups.

067BATCH


IS 456:2000 (Cl. 40.4.a)

Spacing required at left end Sv = (0.87fy*Asv*d)/(Vus) = (0.87*415*100.531*260)/23988 (0.87*415*100.531*260)/23988 = 393.398 mm > Svmax = 105 mm Provide Sv = 190 mm c/c Provide 2 legged 8 mm dia. Stirrups @ 190 mm c/c

IS 13920:1993 (Cl.6.3.5)

067BATCH

Sv = 190 mm c/c

Spacing of stirrups over a length of 2d at either end of beam shall be lesser of : d/4= 260/4 = 65 mm 8*dia. Of smallest longitudinal bar = 8*16 = 128 mm Provide 2 - legged 8 mm dia. Stirrups @ 60 mm c/c upto length of 2*260=520mm from the inner face of the column. b. At mi midspan

Vu = 0.757 kN

At support Sv = 60 mm up to 520 mm length


IS 456:2000 (Cl. 40.4)

IS 456:2000 (Cl. 40.4.a)

Vu = 64.436 kN Required capacity of shear reinforcement at right end Vus = Vu - τc *b *d = 64.436*1000-0.689*230*260 64.436*1000-0.689*230*260 = 23233 N = 23.233 kN

Vus = 23.233 kN

Spacing required at right end Sv = (0.87fy*Asv*d)/(Vus) = (0.87*415*100.531*260)/23233 (0.87*415*100.531*260)/23233 = 406.182 mm > Svmax = 190 mm Provide Sv = 190 mm c/c Provide 2 legged 8 mm dia. Stirrups @ 190 mm c/c

IS 13920:1993 (Cl.6.3.5)

067BATCH

Spacing of stirrups over a length of 2d at either end of beam shall be lesser of : d/4= 260/4 = 65 mm 8*dia. Of smallest longitudinal bar = 8*16 128

Sv = 190 mm c/c

At support


;12Φ ;12Φ = 12*16 = 192 mm < d = 260 mm Thus, Lo = 260 mm Now, Ld' < 1345.380 mm Ld < Ld' OK Hence, the design is safe.

IS 13 13920: 920:1 1993 993 (Cl.6.2.5)



9

Lap Splice The longitudinal bars shall be spliced. a) Not more than 50% of the bars shall be spliced at one section. b) If hooks are provided over the entire

067BATCH

Ld = 752.188 mm


379

first end Max 21.177

067BATCH

21.2

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

99.28

198.55

0.00

198.55

ok

25

0.6

1

490.9

B

25

0.6

1

490.9

T

379

Min -97.3422

97.3

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

456.33

912.67

0.00

912.67

ok

25

1.9

2

981.7

T

25

0.9

1

490.9

B

379 379

midd middle le Max Max 37.6879

37.7

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

176.68

353.36

0.00

353.36

ok

25

0.7

1

490.9

B

25

0.6

1

490.9

T

379

Min 16.914

16.9

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

79.29

158.58

0.00

158.58

ok

25

0.6

1

490.9

B

25

0.6

1

490.9

T

379

last last end Max Max 22.185

22.2

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

104.00

208.00

0.00

208.00

ok

25

0.6

1

490.9

B

25

0.6

1

490.9

T

83.9

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

393.26

786.51

0.00

786.51

ok

25

1.6

2

981.7

T

25

0.8

1

490.9

B

9.7

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

45.64

91.29

0.00

91.29

ok

25

0.6

1

490.9

T

25

0.6

1

490.9

B

400 300 370 30 114.175 S.R.S 0.1

43 435

0

S.R.S.

509.25

1018.50

0.00

1018.50

ok

25

2.1

3

1472.6

T

25

1.0

2

981.7

B

519.66

0.00

519.66

ok

25

1.1

2

981.7

B

25

0.6

1

490.9

T

379

Min -83.8872

380

first end Max -9.7362

380

Min -108.63

380 380


55.4

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

259.83

380

Min 25.9998

26.0

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

121.89

243.77

0.00

243.77

ok

25

0.6

1

490.9

B

25

0.6

1

490.9

T

380

last last end Max Max -10.7523

10.8

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

50.41

100.81

0.00

100.81

ok

25

0.6

1

490.9

T

25

0.6

1

490.9

B

108.6

380

Min -111.24

43 435

0

S.R.S.

521.48

1042.97

0.00

1042.97

ok

25

2.1

3

1472.6

T

25

1.1

2

981.7

B

381

first end Max 39.2621

39.3

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

184.06

368.12

0.00

368.12

ok

25

0.7

1

490.9

B

25

0.6

1

490.9

T

381

Min -64.9519

65.0

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

304.49

608.98

0.00

608.98

ok

25

1.2

2

981.7

T

25

0.6

1

490.9

B

381 381


13.7

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

64.04

128.09

0.00

128.09

ok

25

0.6

1

490.9

B

25

0.6

1

490.9

T

6.7

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

31.19

62.39

0.00

62.39

ok

25

0.6

1

490.9

B

25

0.6

1

490.9

T

381

Min 6.6543

111.2

400 300 370 30 114.175 S.R.S 0.1

381

last last end Max Max 31.5206

31.5

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

147.77

295.53

0.00

295.53

ok

25

0.6

1

490.9

B

25

0.6

1

490.9

T

381

Min -79.3908

79.4

400 300 370 30 114.175 S.R.S 0.1 435

0

S.R.S.

372.18

744.36

0.00

744.36

ok

25

1.5

2

981.7

T

25

0.8

1

490.9

B


067BATCH

7.4. Design of Column The design of column is based on the principle that all loads transfer from slab at different floor level to beam and then to supporting column. The total load acting on any column is the algebraic sum of the shear force at the end of all beams meeting at the column.


Flowchart of Design of Column Select Maximum Mu=/M2/ +/M3/ Mux=/M2/ Muy=/M3/

Take corresponding axial load (Pu)

Calculate minimum eccentricity ex and ey

Calculate moment due to minimum eccentricity by Muex=Pu*ey and Mue Mue =P =Pu* u*ex ex

067BATCH


Design of column F1 Grade of concrete concret e = M25 Maximum Moment condition REFERENCE SN CALCULATION 1 Kn Know own n dat data a Dimensi Dimension on of column column = Heigh Height,L t,L = Clear height,l = clear cover= Assumed data: effec effectiv tivee cover, cover, d' =

IS 13920:1993 Cl.7.1.1

IS

For load combo : 1.5(DL+EQx) Grade of steel= Fe415 (HYSD)

2 Check for axial stress stress 0.1fck= Fact ored Axial load = Fact ored axial st ress = axial st stress>0.1fck Hence design as column member. 3 Check for member member size: size: along x, Dx = l D

067BATCH

RESULT

800x800 2.868 2.868 2.468 40

mm² mm² m m mm

60 mm

2.5 -3203.1 kN kN 5.005 N/ N/mm²

800mm >200mm 800


design eccentricity, ex design = ey design =

SP 16 Chart 44

Uniaxially loaded column For uniaxially uniaxially loaded column Pu/(fck*Dx*Dy) = Mux/(fck*Dy^2*Dx) = assuming for the value of d'/Dx=d'/Dy= and reinforcement equally along all 4 sides.Since,Pt/fck =0,providing minimum % of reinforcement = Pt/fck = So, Pt = so, area of steel required, As = providing 25 mm φ bar bars, s, no. no. req requi uire red d= As provided provided = So, Pt provided will will be = Checks As max = 6% of Ag = As min min = 0.8% of Ag = allowabl allowabl spaci of reinf t

067BATCH

65.795 mm 0 mm

0.2 0.016 0.1

0.008 0.032 0.8 5120 10.4 10.430 304 4 5890.49 5890.49 0.92039

mm² mm² ≈12 mm² mm² %

38400 mm² mm² 5120 mm² mm² 300


067BATCH

MbRulim = 0.87fy*Pt*bd^2/100* (1-1.005*fy/fck*Pt/100)= So, Vu =

144.085 kNm 125.19 125.191 1 kN

Vumax=

146.963 kN

Nominal Shear Stress, τv = Vumax/bd

0.22963 N/mm² < τc

Hence, shear stirrups need not to be designed. Nominal Shear Reinforcement Shall S hall be provided. Use 8 mm dia. Four legged legged stirrups, Asv

201.062 mm² mm²

IS 456:2000 Cl.26.5.1.6

For minimum strirrups, Sv≤ Sv≤ 0.87Asvfy 0.87 Asvfy/0.4b /0.4b ≤

226. 226.85 854 4 mm

IS 456:2000 Cl.26.5.1.5

The spacing shall be lesser of 0.75d = 0.75*740 =

a) b) c)

555 mm 300 mm 226. 226.85 854 4


Let us use 4- ties so as to tie all the longitudinal bars h = Dk/4 = 713/4 = IS 13920:1993 Cl. 7.4.8

067BATCH

178.25 mm

Area of cross-section of the bar (Ash) forming rectangular hoop, to be used as confining confining reinforcement shall not be less than Ash = 0.18*S*h* fck/fy*(Ag/Ak-1) where, Ash= Area of bar cross-section Ag = gross area of column Ak = area of concrete core S = pitch of hoops h = length of rectangular confining hoop measured to its out er face Ash = ∏*8^2/4 = Ak= 713*713 = Ash = 0.18*S*h* fck/fy*(Ag/Ak-1)

50.265 mm2 508369 mm2


Grade of concrete (fck):25 Mpa Grade of steel (fy): 415 Mpa Column Size 800mm×800mm Effective cover: 60mm d'/d=0.1 SP16 Chart 44

CO L ID

Pu kN

Mux kNm

Muy kNm

067BATCH

DETAIL DESIGN OF COLUMN

Max Reinforce (Mux+ ment Muy) No-Dia.

Muxl p=Asc/ Asc Pu/(fc Muxl /(fck (BD) p/fck Sq.mm k BD) kNm 2 % BD )

(Mux/ Muyl kNm

Puz kN

Pu/ Puz

α

α

Muxl) +(Muy/ α

Muyl)

COLUMN GRID L1 405 405 429 429 452 452 475 475 498 498 521 521 544 544 567 567 590 590 613 613

-332 -3320 0.3 -297 -2975 5.3 -263 2631 -228 -2287. 7.5 5 -194 -1944. 4.4 4 -160 -1601. 1.8 8 -125 -1259 9 -916 -916.52 .52 -574 -574.1 .1 -231 -231.84 .84

-60 -600 -366 -366.4 .42 2 -235 -235.2 .26 6 -193 -193.6 .61 1 -169 -169.4 .48 8 -168 -168.6 .65 5 -161 -161.2 .28 8 -128 -128.46 .46 -103 -103.7 .79 9 -95.8 -95.815 15

-207. 207.65 65 -202 202.6 -192. 192.71 71 -177 -177.9 .96 6 -158 -158.8 .87 7 -135 -135.9 .95 5 -110 -110.1 .16 6 -81.9 -81.934 34 -51. -51.76 76 -20.4 -20.432 32

807. 807.64 644 4 569. 569.02 027 7 427. 427.97 970 0 371. 371.57 576 6 328. 328.34 347 7 304. 304.59 594 4 271. 271.44 442 2 210.3 210.391 91 155. 155.55 554 4 116.2 116.247 47

1212-25 1212-25 1212-25 12-2 12-25 5 12-2 12-25 5 12-2 12-25 5 6-25 6-25,, 6-20 6-20 6-2 6-25, 5, 6-20 6-20 6-25 6-25,, 6-20 6-20 6-2 6-25, 5, 6-20 6-20

589 5890.48 0.486 6 589 5890.48 0.486 6 589 5890.48 0.486 6 5890 5890.4 .486 86 5890 5890.4 .486 86 5890 5890.4 .486 86 3220 3220.1 .132 32 3220 3220.13 .132 2 3220 3220.1 .132 32 3220 3220.13 .132 2

0.9 0.92 0.9 0.92 0.92 .92 0.92 0.92 0.92 0.92 0.92 0.92 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50

0.03 0.037 7 0.03 0.037 7 0.0 0.037 0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.02 0.020 0 0.020 0.020 0.02 0.020 0 0.020 0.020

0.21 0.21 0.19 0.19 0.16 0.16 0.14 0.14 0.12 0.12 0.10 0.10 0.08 0.08 0.06 0.06 0.04 0.04 0.01 0.01

0.070 .070 0.070 .070 0.070 .070 0.06 0.065 5 0.06 0.065 5 0.06 0.065 5 0.04 0.040 0 0.040 0.040 0.04 0.040 0 0.040 0.040

896.0 96.00 0 896.0 96.00 0 896.0 96.00 0 832. 832.00 00 832. 832.00 00 832. 832.00 00 512. 512.00 00 512.0 512.00 0 512. 512.00 00 512.0 512.00 0

896. 896.0 00 896. 896.0 00 896 896.00 .00 832. 832.00 00 832. 832.00 00 832. 832.00 00 512. 512.00 00 512.0 512.00 0 512. 512.00 00 512.0 512.00 0

896 8967.15 7.15 896 8967.15 7.15 896 8967.15 7.15 8967 8967.1 .15 5 8967 8967.1 .15 5 8967 8967.1 .15 5 816 8166. 6.04 04 8166 8166.04 .04 8166 8166.0 .04 4 8166 8166.04 .04

0.37 0.37 0.33 0.33 0.29 0.29 0.26 0.26 0.22 0.22 0.18 0.18 0.15 0.15 0.11 0.11 0.07 0.07 0.03 0.03

1.28 1.28 1.22 1.22 1.16 1.16 1.09 1.09 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.75 0.75 0.50 0.50 0.38 0.38 0.39 0.39 0.38 0.38 0.37 0.37 0.53 0.53 0.41 0.41 0.30 0.30 0.23 0.23


067BATCH

COLUMN GRID J1 409 409 433 433 456 456 479 479 502 502 525 525 548 548 571 571 594 594 617 617

-370 -3702. 2.6 6 -331 -3318 8.1 -293 -2933. 3.9 9 -255 -2550 0.7 -216 -2167. 7.7 7 -178 -1784 4.8 -140 -1401.6 1.6 -101 -1018.6 8.6 -635 -635.6 .66 6 -252 -252.7 .77 7

-573 -573.2 .26 6 -280 -280.8 .83 3 -159 -159.9 .92 2 -115 -115.7 .75 5 -92. -92.21 211 1 -90 -90.87 .87 -83.1 -83.124 24 -51.1 -51.162 62 -29. -29.49 497 7 -16. -16.74 744 4

-208 -208.9 .94 4 -203 203.9 -193 -193.9 .93 3 -179 179.1 -159 -159.8 .88 8 -136. 136.81 81 -110 -110.86 .86 -82.4 -82.456 56 -52. -52.08 088 8 -20. -20.55 557 7

782. 782.19 191 1 484. 484.73 734 4 353. 353.85 857 7 294. 294.84 847 7 252. 252.09 092 2 227. 227.68 682 2 193.9 193.986 86 133.6 133.618 18 81.5 81.585 85 37.3 37.301 01

12-2 12-25 5 1212-25 12-2 12-25 5 1212-25 12-2 12-25 5 1212-25 6-2 6-25, 5, 6-20 6-20 6-2 6-25, 5, 6-20 6-20 6-25 6-25,, 6-20 6-20 6-25 6-25,, 6-20 6-20

5890 5890.4 .486 86 589 5890.48 0.486 6 5890 5890.4 .486 86 589 5890.48 0.486 6 5890 5890.4 .486 86 589 5890.48 0.486 6 3220 3220.13 .132 2 3220 3220.13 .132 2 322 3220. 0.13 132 2 322 3220. 0.13 132 2

0.92 0.92 0.9 0.92 0.92 0.92 0.9 0.92 0.92 0.92 0.9 0.92 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50

0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.020 0.020 0.020 0.020 0.02 0.020 0 0.02 0.020 0

0.23 0.23 0.21 0.21 0.18 0.18 0.16 0.16 0.14 0.14 0.11 0.11 0.09 0.09 0.06 0.06 0.04 0.04 0.02 0.02

0.07 0.070 0 0.070 .070 0.07 0.070 0 0.065 .065 0.06 0.065 5 0.065 .065 0.040 0.040 0.040 0.040 0.04 0.040 0 0.04 0.040 0

896. 896.00 00 896.0 96.00 0 896. 896.00 00 832.0 32.00 0 832. 832.00 00 832.0 32.00 0 512.0 512.00 0 512.0 512.00 0 512. 512.00 00 512. 512.00 00

896. 896.00 00 896. 896.0 00 896. 896.00 00 832. 832.0 00 832. 832.00 00 832. 832.0 00 512.0 512.00 0 512.0 512.00 0 512. 512.00 00 512. 512.00 00

8967 8967.1 .15 5 896 8967.15 7.15 8967 8967.1 .15 5 896 8967.15 7.15 8967 8967.1 .15 5 896 8967.15 7.15 8166 8166.04 .04 8166 8166.04 .04 816 8166. 6.04 04 816 8166. 6.04 04

0.41 0.41 0.37 0.37 0.33 0.33 0.28 0.28 0.24 0.24 0.20 0.20 0.17 0.17 0.12 0.12 0.08 0.08 0.03 0.03

1.35 1.35 1.28 1.28 1.21 1.21 1.14 1.14 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.69 0.69 0.38 0.38 0.28 0.28 0.28 0.28 0.27 0.27 0.27 0.27 0.38 0.38 0.26 0.26 0.16 0.16 0.07 0.07

0.21 0.21 0.19 0.19 0.16 0.16 0.14 0.14 0.12 0.12 0.10 0.10 0.08 0.08 0.06 0.06 0.04 0.04 0.02 0.02

0.07 0.070 0 0.07 0.070 0 0.07 0.070 0 0.06 0.065 5 0.06 0.065 5 0.06 0.065 5 0.040 0.040 0.04 0.040 0 0.04 0.040 0 0.04 0.040 0

896. 896.00 00 896. 896.00 00 896. 896.00 00 832. 832.00 00 832. 832.00 00 832. 832.00 00 512.0 512.00 0 512. 512.00 00 512. 512.00 00 512. 512.00 00

896. 896.00 00 896. 896.00 00 896. 896.00 00 832. 832.00 00 832. 832.00 00 832. 832.00 00 512.0 512.00 0 512. 512.00 00 512. 512.00 00 512. 512.00 00

8967 8967.1 .15 5 8967 8967.1 .15 5 8967 8967.1 .15 5 8967 8967.1 .15 5 8967 8967.1 .15 5 8967 8967.1 .15 5 8166 8166.04 .04 816 8166. 6.04 04 8166 8166.0 .04 4 8166 8166.0 .04 4

0.37 0.37 0.33 0.33 0.29 0.29 0.26 0.26 0.22 0.22 0.18 0.18 0.16 0.16 0.12 0.12 0.08 0.08 0.03 0.03

1.28 1.28 1.22 1.22 1.16 1.16 1.09 1.09 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.73 0.73 0.45 0.45 0.34 0.34 0.34 0.34 0.32 0.32 0.31 0.31 0.44 0.44 0.31 0.31 0.20 0.20 0.11 0.11

COLUMN GRID H1 412 412 436 436 459 459 482 482 505 505 528 528 551 551 574 574 597 597 620 620

-329 -3298. 8.7 7 -296 -2966. 6.8 8 -263 -2634. 4.1 1 -229 -2295. 5.2 2 -195 -1955. 5.9 9 -162 -1621. 1.9 9 -128 -1287.8 7.8 -953 -953.4 .4 -618 -618.9 .92 2 -284 -284.3 .34 4

-583 -583.6 .63 3 -314 -314.6 .67 7 -191 -191.8 .83 3 -149 -149.5 .57 7 -124 -124.0 .01 1 -121 -121.1 .17 7 -113 -113.02 .02 -77. -77.81 815 5 -50. -50.1 1 -34. -34.13 13

-209 -209.8 .84 4 -204 -204.8 .81 1 -194 -194.7 .79 9 -179 -179.8 .89 9 -160 -160.5 .59 9 -137 -137.4 .42 2 -111 -111.35 .35 -82. -82.82 822 2 -52. -52.31 318 8 -20. -20.64 644 4

793. 793.46 463 3 519. 519.47 477 7 386. 386.61 616 6 329. 329.45 459 9 284. 284.59 595 5 258. 258.58 586 6 224.3 224.376 76 160. 160.63 637 7 102. 102.41 418 8 54.7 54.773 73

12-2 12-25 5 12-2 12-25 5 12-2 12-25 5 12-2 12-25 5 12-2 12-25 5 12-2 12-25 5 6-2 6-25, 5, 6-20 6-20 6-25 6-25,, 6-20 6-20 6-25 6-25,, 6-20 6-20 6-25 6-25,, 6-20 6-20

5890 5890.4 .486 86 5890 5890.4 .486 86 5890 5890.4 .486 86 5890 5890.4 .486 86 5890 5890.4 .486 86 5890 5890.4 .486 86 3220 3220.13 .132 2 322 3220. 0.13 132 2 3220 3220.1 .132 32 3220 3220.1 .132 32

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50

0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.020 0.020 0.02 0.020 0 0.02 0.020 0 0.02 0.020 0


067BATCH

COLUMN GRID F1 415 415 439 439 462 462 485 485 508 508 531 531 554 554 577 577 600 600 623 623

-375 -3753 3.8 -336 3364 -297 -2974. 4.6 6 -258 -2586. 6.2 2 -219 -2198 8.1 -181 -1810 0.1 -142 -1421.8 1.8 -103 -1033. 3.8 8 -645 -645.8 .8 -257 -257.8 .89 9

-59 -594.7 4.7 -348 -348.7 .74 4 -217 -217.9 .94 4 -175 -175.8 .86 6 -151 -151.8 .88 8 -15 -150.5 0.5 -143 -143.28 .28 -111 -111.3 .31 1 -89. -89.19 197 7 -78. -78.43 438 8

-210. 210.74 74 -205. 205.72 72 -195 -195.6 .65 5 -180 -180.6 .69 9 -161 161.3 -138. 138.03 03 -111 -111.85 .85 -83. -83.19 19 -52. -52.55 55 -20. -20.73 734 4

805. 805.44 440 0 554. 554.46 462 2 413. 413.59 592 2 356. 356.54 549 9 313. 313.18 181 1 288. 288.53 534 4 255.1 255.127 27 194. 194.50 501 1 141. 141.74 747 7 99.1 99.171 71

1212-25 1212-25 12-2 12-25 5 12-2 12-25 5 1212-25 1212-25 6-2 6-25, 5, 6-20 6-20 6-25 6-25,, 6-20 6-20 6-25 6-25,, 6-20 6-20 6-25 6-25,, 6-20 6-20

589 5890.48 0.486 6 589 5890.48 0.486 6 5890 5890.4 .486 86 5890 5890.4 .486 86 589 5890.48 0.486 6 589 5890.48 0.486 6 3220 3220.13 .132 2 322 3220. 0.13 132 2 3220 3220.1 .132 32 322 3220. 0.13 132 2

0.9 0.92 0.92 .92 0.92 0.92 0.92 0.92 0.9 0.92 0.9 0.92 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50

0.03 0.037 7 0.0 0.037 0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.020 0.020 0.02 0.020 0 0.02 0.020 0 0.02 0.020 0

0.23 0.23 0.21 0.21 0.19 0.19 0.16 0.16 0.14 0.14 0.11 0.11 0.09 0.09 0.06 0.06 0.04 0.04 0.02 0.02

0.070 .070 0.070 .070 0.07 0.070 0 0.06 0.065 5 0.065 .065 0.065 .065 0.040 0.040 0.04 0.040 0 0.04 0.040 0 0.04 0.040 0

896.0 96.00 0 896.0 96.00 0 896. 896.00 00 832. 832.00 00 832.0 32.00 0 832.0 32.00 0 512.0 512.00 0 512. 512.00 00 512. 512.00 00 512. 512.00 00

896. 896.0 00 896 896.00 .00 896. 896.00 00 832. 832.00 00 832. 832.0 00 832. 832.0 00 512.0 512.00 0 512. 512.00 00 512. 512.00 00 512. 512.00 00

896 8967.15 7.15 896 8967.15 7.15 8967 8967.1 .15 5 8967 8967.1 .15 5 896 8967.15 7.15 896 8967.15 7.15 8166 8166.04 .04 816 8166. 6.04 04 8166 8166.0 .04 4 816 8166. 6.04 04

0.42 0.42 0.38 0.38 0.33 0.33 0.29 0.29 0.25 0.25 0.20 0.20 0.17 0.17 0.13 0.13 0.08 0.08 0.03 0.03

1.36 1.36 1.29 1.29 1.22 1.22 1.15 1.15 1.08 1.08 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.71 0.71 0.44 0.44 0.33 0.33 0.34 0.34 0.33 0.33 0.34 0.34 0.50 0.50 0.38 0.38 0.28 0.28 0.19 0.19

0.21 0.21 0.19 0.19 0.16 0.16 0.14 0.14 0.12 0.12 0.10 0.10 0.08 0.08 0.06 0.06 0.04 0.04 0.01 0.01

0.07 0.070 0 0.07 0.070 0 0.070 .070 0.06 0.065 5 0.06 0.065 5 0.06 0.065 5 0.04 0.040 0 0.040 0.040 0.04 0.040 0 0.04 0.040 0

896. 896.00 00 896. 896.00 00 896.0 96.00 0 832. 832.00 00 832. 832.00 00 832. 832.00 00 512. 512.00 00 512.0 512.00 0 512. 512.00 00 512. 512.00 00

896. 896.00 00 896. 896.00 00 896 896.00 .00 832. 832.00 00 832. 832.00 00 832. 832.00 00 512. 512.00 00 512.0 512.00 0 512. 512.00 00 512. 512.00 00

8967 8967.1 .15 5 8967 8967.1 .15 5 896 8967.15 7.15 8967 8967.1 .15 5 8967 8967.1 .15 5 8967 8967.1 .15 5 816 8166. 6.04 04 8166 8166.04 .04 816 8166. 6.04 04 816 8166. 6.04 04

0.37 0.37 0.33 0.33 0.29 0.29 0.26 0.26 0.22 0.22 0.18 0.18 0.15 0.15 0.11 0.11 0.07 0.07 0.03 0.03

1.28 1.28 1.22 1.22 1.16 1.16 1.09 1.09 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.72 0.72 0.41 0.41 0.31 0.31 0.30 0.30 0.28 0.28 0.27 0.27 0.37 0.37 0.25 0.25 0.14 0.14 0.05 0.05

COLUMN GRID D1 418 418 442 442 465 465 488 488 511 511 534 534 557 557 580 580 603 603 626 626

-332 -3321. 1.7 7 -297 -2976. 6.5 5 -263 2632 -228 -2288. 8.4 4 -194 -1945. 5.2 2 -160 -1602. 2.4 4 -125 -1259. 9.5 5 -916 -916.82 .82 -574 -574.2 .25 5 -231 -231.8 .84 4

-572 -572.0 .05 5 -277 -277.2 .29 9 -157 -157.3 .34 4 -112 -112.0 .07 7 -87. -87.26 264 4 -85. -85.22 227 7 -76. -76.68 68 -42.9 -42.991 91 -19. -19.48 488 8 -3.6 -3.665 653 3

-212 -212.0 .05 5 -207 -207.0 .03 3 -196. 196.89 89 -181 -181.8 .84 4 -162 -162.3 .33 3 -138 -138.9 .91 1 -112 -112.5 .57 7 -83.7 -83.722 22 -52. -52.88 885 5 -20. -20.86 863 3

784. 784.09 099 9 484. 484.32 321 1 354. 354.23 232 2 293. 293.90 908 8 249. 249.59 592 2 224. 224.13 137 7 189. 189.24 246 6 126.7 126.713 13 72.3 72.373 73 24.5 24.529 29

12-2 12-25 5 12-2 12-25 5 1212-25 12-2 12-25 5 12-2 12-25 5 12-2 12-25 5 6-25 6-25,, 6-20 6-20 6-2 6-25, 5, 6-20 6-20 6-25 6-25,, 6-20 6-20 6-25 6-25,, 6-20 6-20

5890 5890.4 .486 86 5890 5890.4 .486 86 589 5890.48 0.486 6 5890 5890.4 .486 86 5890 5890.4 .486 86 5890 5890.4 .486 86 322 3220. 0.13 132 2 3220 3220.13 .132 2 322 3220. 0.13 132 2 322 3220. 0.13 132 2

0.92 0.92 0.92 0.92 0.92 .92 0.92 0.92 0.92 0.92 0.92 0.92 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50

0.03 0.037 7 0.03 0.037 7 0.0 0.037 0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.02 0.020 0 0.020 0.020 0.02 0.020 0 0.02 0.020 0


067BATCH

COLUMN GRID B1 422 422 445 445 468 468 491 491 514 514 537 537 560 560 583 583 606 606 629 629

-228 -2280. 0.8 8 -206 -2063. 3.7 7 -183 -1832. 2.3 3 -159 -1594. 4.5 5 -135 -1354. 4.1 1 -111 -1112. 2.7 7 -870 -870.9 .9 -630 -630.9 .91 1 -395 -395.9 .96 6 -167 -167.8 .84 4

-570 -570.0 .05 5 -267 -267.0 .08 8 -138 -138.8 .84 4 -94. -94.52 527 7 -75. -75.60 609 9 -75. -75.81 815 5 -70. -70.62 624 4 -52. -52.83 83 -50. -50.42 423 3 -47. -47.53 53

-212 -212.8 .85 5 -207 -207.8 .84 4 -197 -197.6 .65 5 -182 -182.5 .54 4 -162 -162.9 .96 6 -139 -139.4 .45 5 -113 -113 -84. -84.04 047 7 -53. -53.09 09 -20. -20.94 942 2

782. 782.89 895 5 474. 474.91 919 9 336. 336.49 491 1 277. 277.06 066 6 238. 238.56 566 6 215. 215.26 264 4 183. 183.62 626 6 136. 136.87 877 7 103. 103.51 512 2 68.4 68.472 72

12-2 12-25 5 12-2 12-25 5 12-2 12-25 5 12-2 12-25 5 12-2 12-25 5 12-2 12-25 5 6-2 6-25, 5, 6-20 6-20 6-25 6-25,, 6-20 6-20 6-25 6-25,, 6-20 6-20 6-25 6-25,, 6-20 6-20

5890 5890.4 .486 86 5890 5890.4 .486 86 5890 5890.4 .486 86 5890 5890.4 .486 86 5890 5890.4 .486 86 5890 5890.4 .486 86 3220 3220.1 .132 32 322 3220. 0.13 132 2 322 3220. 0.13 132 2 3220 3220.1 .132 32

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50

0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.03 0.037 7 0.02 0.020 0 0.02 0.020 0 0.02 0.020 0 0.02 0.020 0

0.14 0.14 0.13 0.13 0.11 0.11 0.10 0.10 0.08 0.08 0.07 0.07 0.05 0.05 0.04 0.04 0.02 0.02 0.01 0.01

0.07 0.070 0 0.07 0.070 0 0.07 0.070 0 0.06 0.065 5 0.06 0.065 5 0.06 0.065 5 0.04 0.040 0 0.04 0.040 0 0.04 0.040 0 0.04 0.040 0

896. 896.00 00 896. 896.00 00 896. 896.00 00 832. 832.00 00 832. 832.00 00 832. 832.00 00 512. 512.00 00 512. 512.00 00 512. 512.00 00 512. 512.00 00

896. 896.00 00 896. 896.00 00 896. 896.00 00 832. 832.00 00 832. 832.00 00 832. 832.00 00 512. 512.00 00 512. 512.00 00 512. 512.00 00 512. 512.00 00

8967 8967.1 .15 5 8967 8967.1 .15 5 8967 8967.1 .15 5 8967 8967.1 .15 5 8967 8967.1 .15 5 8967 8967.1 .15 5 8166 8166.0 .04 4 816 8166. 6.04 04 816 8166. 6.04 04 8166 8166.0 .04 4

0.25 0.25 0.23 0.23 0.20 0.20 0.18 0.18 0.15 0.15 0.12 0.12 0.11 0.11 0.08 0.08 0.05 0.05 0.02 0.02

1.09 1.09 1.05 1.05 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.82 0.82 0.50 0.50 0.37 0.37 0.33 0.33 0.29 0.29 0.26 0.26 0.36 0.36 0.27 0.27 0.20 0.20 0.13 0.13


067BATCH

7.5. Design of Staircase The purpose of staircase is to provide pedestrian access between two vertical floors of a building. The geometrical forms of staircase may be different depending upon the requirement. In our case there is one type of staircase, quarter turn staircase. In this case the stair is spanning longitudinally in which, supports to the stair are provided parallel to the riser at the top and bottom of the stair. Stair slabs are generally designed to resist dead load, live load. Design of stair case can be carried out according to IS 456:2000 by considering effective length, distribution of loading and depth of section.


067BATCH

DESIGN OF STAIRCASE

Grade of concrete = M20 Along Y-Y REF.

SN


CALCULATION

1 Kn Kno own Data

Total height = 2.868 m i.e. Riser height*16 = 2.868 Thus, Riser height = 0.179 m = 179.263 mm ≈ 180 mm Width of tread = 279.4 mm ≈ 280 mm Total depth of waist slab = 200 mm

2 Load Load Calc Calcul ulat atio ion n

RESULT


067BATCH

3 Cal Calcula culati tion on of BM 18.150 kN/m² 13.376 kN/m²

6.688 kN/m²

A

1.72m

1.956m

1.393m

Analysis ∑MA = 0

or, RB*5.069 = 13.376*1.72²/2+18.15*1.956 13.376*1.72²/2+18.15*1.956 *2.698+6.688*1.393*4.3725 or, RB = 30.835 kN And, RA = 67.8245-30.835 =36.9895 kN Let point of zero shear occurs at a distance x from A.

B


067BATCH

5 Design Design of main main reinf reinforc orceme ement nt

From C=T we have, 0.362fck*xu*b=0.87*fy*Ast and, xu = 0.0499*Ast Also, Mmax = 0.87*fy*Ast*(d-0.416xu) or, 49.224*10^6=0.87*415*A 49.224*10^6=0.87*415*Ast* st* (200-0.416*0.0499*Ast) So, So, Ast Ast = 737. 737.03 038 8 mm mm² >Astm stmin Astmin = 0.12/100*b * d = 240 mm² IS 456:2000 (Cl.26.5.2.1)

Let us provide 12mm diameter of reinforcement. Spacing provided=1000/no. of rods = (1000/737.038)*ᴫ (1000/737.038)*ᴫ*12²/4 = 153.448 mm So, provide spacing = 150mm

12 mm dia. 150 mm c/c


τc = 0.417 N/mm² So, OK.

8 Devel Developm opmen entt Le Leng ngth th

Ld = σ*ɸ /(1.6*4τbd) = (0.87*415*12)/(1.6*4*1 ( 0.87*415*12)/(1.6*4*1.2) .2) = 564.140 mm

τbd = 1.2 N/mm²

Ld ≤ 1.3M1 /V + Lo M1 = 49.224*753.982/737.038 49.224*753.982/737.038 = 50.355 kN-m V = 36.99 kN And, Lo = 8ɸ 8ɸ = 8*12 = 96 mm

>Tavg

067BATCH


067BATCH

DESIGN OF STAIRCASE

Grade of concrete = M20 Along X-X REF. SN


CALCULATION

1 Kn Kno own Data

Total height = 2.868 m i.e. Riser height*16 = 2.868 Thus, Riser height = 0.179 m = 179.263 mm ≈ 180 mm Width of tread = 279.4 mm ≈ 280 mm Total depth of waist slab = 200 mm

2 Load Load Calc Calcul ulat atio ion n

RESULT


067BATCH

3 Cal Calcula culati tion on of BM 18.150 kN/m² 13.376 kN/m²

6.688 kN/m²

A

1.72m

1.956m

1.393m

Analysis ∑MA = 0 or, RB*5.218 = 6.688*1.393^2/2+18.15 *1.956*2.371+13.376*1.869*4.28

or, RB = 37.897 kN And, RA = 69.8175-37.897 =31.920 kN Let point of zero shear occurs at a distance x from A.

B


067BATCH

5 Design Design of main main reinf reinforc orceme ement nt

From C=T we have, 0.362fck*xu*b=0.87*fy*Ast and, xu = 0.0499*Ast Also, Mmax = 0.87*fy*Ast*(d-0.416xu) or, 52.0464*10^6=0.87*415*A 52.0464*10^6=0.87*415*Ast* st* (200-0.416*0.0499*Ast) So, So, Ast Ast = 783. 783.29 293 3 mm mm² >Astm stmin Astmin = 0.12/100*b * d = 240 mm² IS 456:2000 (Cl.26.5.2.1)

Let us provide 12mm diameter of reinforcement. Spacing provided=1000/no. of rods = (1000/783.293)*ᴫ (1000/783.293)*ᴫ*12²/4 = 144.387 mm So, provide spacing = 140mm

12 mm dia. 140 mm c/c


τc = 0.434 N/mm² So, OK.

8 Devel Developm opmen entt Le Leng ngth th

Ld = σ*ɸ /(1.6*4τbd) = (0.87*415*12)/(1.6*4*1 ( 0.87*415*12)/(1.6*4*1.2) .2) = 564.140 mm

τbd = 1.2 N/mm²

Ld ≤ 1.3M1 /V + Lo M1 = 52.046*807.838/783.293 52.046*807.838/783.293 = 53.677 kN-m V = 37.897 kN And, Lo = 8ɸ 8ɸ = 8*12 = 96 mm

>Tavg

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7.6. Design of Lift Wall The lift wall has been designed as the reinforced wall, monolithic to the other structural members which are subjected to the direct compression. They are designed as per the empirical procedure given in the IS 456:2000, Cl.32.2. The minimum thickness of the wall should be 100 mm. The design of a wall shall account of the actual eccentricity of the vertical force subjected to the minimum value of 0.05t. The vertical load transmitted to a wall by a discontinuous concrete floor or roof shall be assumed to act at one-third the depth of the bearing area measured from the span face of the wall. Where there is an in-situ continuous concrete floor over the wall, the load shall be assumed to act at the center of the wall. The resultant eccentricity of the total vertical load on a braced wall at any level between horizontal lateral supports shall be calculated on the assumption that the resultant eccentricity of all the vertical loads above the upper support is zero.


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Table: Lateral Load Calculation Calculation LUMP HEIGHT FLOOR MASS hi, m Wi, (kN) Basement 151.947

2

hi

2

Wi*hi

Lateral force Qi (kN)

Moment (kN-m)

0

0

0

0

2611.151

Ground

151.947

2.868

8.225

12 1249.76

0. 0.198

2312.540

F1

151.947

5.736

32.902

4999.36

0.79

2014.498

F2

151.947

8.604

74.029

11248.5

1. 1.778

1718.721

F3

151.947

11.472

131.607

19997.3

3. 3.161

1428.043

F4

151.947

14.34

205.636

31245.8

4. 4.938

1146.431

F5

151.947

17.208

296.115

44993.8

7. 7.111

878.982

F6

151.947

20.076

403.046

61241.6

9. 9.679

631.927

F7

151.947

22.944

526.427

79989

1 2.642 12

412.631

F8

151.947

25.812

666.259

101236

16

229.592

F9

151.947

28.68

822.542

124983

19.754

92.441

F10

151.947

31.548

995.276

151229

23.902

11.945

TOP

22.246

34.416

1184.46

26349.5

4.165

0.000

Total

1845.610

0

658763

104.118


067BATCH

Design of Lift Wal Load Calculation for Lift Wall Desig Grade of concrete = M20


REFERENCE SN CALCULATION 1 Basement Lift wall Characteristic Characteristic load = 25(7.064*0.2*2.868) 25(7.064*0.2*2.868) = 101.298 kN

Factored load = 1.5 x 101.298 = 151.947 kN 2 Inte Interm rmed edia iate te Floo Floo Lift wall Characteristic load = 25(7.064*0.2*2.868) 25(7.064*0.2*2.868) = 101.298 kN

Factored load = 1.5 x 101.298 = 151.947 kN 3 Top Top F Flloor oor Des Desiign

RESULT


IS1893(Part 1) :2002 Cl.7.6.1 Table 2 Table 6 Table 7 Cl.6.4.2 Cl.7.5.3

067BATCH

For Ta = 1.066 sec Sa/g = 1.67/Ta = 1.567 Z= 0.36 I= 1 R= 5 Ah = (ZISa/2Rg)= 0.0564 Vb = Ah * ∑Wi = 0.0564 * 1845.606 = 104.118 kN

Vb = 104.118 kN


Design of Lift Wal Grade of concrete = M20


REFERENCE SN CALCULATION 1 Known Dat Perimeter of lift wall = 7.064 m Floor Height, H = 2.868 m Assume wall thickness, t = 200 mm

IS 456-2000

2 Chec Check k for for Slend Slender ernes nesss rat ratii Effective height, Heff = 0.75*H

= 0.75* 2.868 = 2.151 m

Cl. 32.2.4

IS 456-2000

Slenderness ratio = Heff /t = 2.151/0.2 = 10.755 < 30 O.K.

Cl. 32.2.3

IS 456-2000 Cl. 32.2.2

3 Mini Minim mum Ece Ecent ntrc rcit it e = emin= 0.05t = 0.05*200 = 10 mm 4 Addi Additi tion onal al ece ecent ntrc rcit it

IS 456-2000

067BATCH

2

ea = H /(2500t)

RESULT


067BATCH

Mu = 2611.151/2 = 1305.576 kN-m Vu = 104.118/2 = 52.059 kN Pu = 1845.606/3 = 615.202 kN SP-16 Chart 31

Rectangular Section-Reinforcement equally distributed on both sides 2

Mu/fckbD

6

2

= (1305.576*10 )/(20*200*1533 ) = 0.139 Pu/fckbD = (615.202*1000)/(20*200*1533) (615.202*1000)/(20*200*1533) = 0.1 Pt/fck = 0.07 Pt = 1.4%

Pt = 1.4% 2

Asreq = 4292.4 mm IS 456:2000 Cl 32.5 a

Minimum area of steel, Asmi = 0.12% of bD = 0.12% * 200* 1533 2

= 367.92 mm


067BATCH

Mu = 2611.151 kN-m Vu = 104.118 kN Pu = 1845.610/3 = 615.202 kN SP-16 Chart 31

Rectangular Section-Reinforcement equally distributed on both sides 2

Mu/fckbD

6

2

= (2611.151*10 )/(20*200*1980 ) = 0.167 Pu/fckbD = (615.202*1000)/(20*200*1980) (615.202*1000)/(20*200*1980) = 0.078 Pt/fck = 0.08 Pt = 1.6%

Pt = 1.6% 2

Asreq = 6336 mm IS 456:2000 Cl 32.5 a

Minimum area of steel, Asmi = 0.12% of bD = 0.12% * 200* 1980 2

= 475.2 mm


067BATCH

Providing 12 mm dia rods, No. of rods, n = 1147.2/113.09 1147.2/113.09 = 10.144 ≈ 12 Spacing of horizontal bar,S = 2868/12 = 240 mm IS 456:2000 Cl 32.5 d

Maximum spacing = 3t or 450 mm = 3*200 or 450 mm = 600 or 450 mm Hence, provide 12 mm Φ bars @ 240 mm on both faces of wall.

IS 456:2000 Cl 32.4.2

IS 456:2000 Cl 32.4.2.1

8 Check for Shea When lateral load is actin in Y-direction Nominal Shear Shear Stress, τv = Vu/td

= (52.059*1000)/(200*0. (52.059*1000)/(200*0.8*1533) 8*1533) 2

= 0.212 N/mm

τalw = 0.17fck = 0.17*20 = 3.4 N/mm2 > τv O.K. Hw/Lw=2868/1533= 1.871 >1

Hence, provide 12-12 mm Φ bars @ 240 mm c/c.


067BATCH

When lateral load is actin in X-direction Nominal Shear Shear Stress, τv = Vu/td

IS 456:2000

= (104.118*1000)/(200*0. (104.118*1000)/(200*0.8*1980) 8*1980)

Cl 32.4.2.1

2

= 0.329 N/mm

τalw = 0.17fck = 0.17*20 = 3.4 N/mm2 > τv O.K. Hw/Lw=2868/1980= 1.448 >1 so, High Wall IS 456:2000 Cl. 32.4.3

τcw

a

should be lesser of

τcw = (3-(Hw/Lw))*K1*√fck = (3-(1.448))*0.2*√20 2

= 1.388 N/mm b

τcw K2√fck[{(Hw/Lw)+1}/{(Hw/Lw)-1}] 2

= 1.099 N/mm but, should not be less than 0.15*√fck = 0.15* √ f20 = 0.6708 N/mm

τcw = 1.033 N/mm2 > τv

2


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7.7. Design of Basement Wall Basement wall is constructed to retain the earth and to prevent moisture from seeping into the building. Since the basement wall is supported by the mat foundation, the stability is ensured and the design of the basement wall is limited to the safe design of vertical stem. Basement walls are exterior walls of underground structures (tunnels and other earth sheltered buildings), or retaining walls must resist lateral earth pressure as well as additional pressure due to other type of loading. Basement walls carry lateral earth pressure generally as vertical slabs supported by floor framing at the basement level and upper floor level. The axial forces in the floor structures structures are, in turn, either resisted by shear walls or balanced by the lateral earth pressure coming from the opposite side of the building. Although basement walls act as vertical slabs supported by the horizontal floor framing, during the early construction stage when the upper floor has not yet been built the wall may have to be designed as a cantilever. cantilever. Design of vertical stem


067BATCH

DESIGN OF BASEMENT WALL

Concrete Grade = M25 REFERENCE SN

Steel Grade = Fe415 CALCULATION

RESULT

Design Constant Assuming unit width of wall, b1 m Clear height between the floor (h)= 2.868 m Unit weight of Soil, ϒ= 17 kN/m3 Angle of internal friction of the soil,= 30° Surcharge produced due to 2

vehicular movement, Ws= 10 kN/m 2

Safe bearing capacity of soil, qs= 130 kN/m 1 Mome Moment nt Cal Calcu cula lati tio o

Ka= (1-sinsin   Lateral load due to 2

Soil pressure,Pa = Ka*ϒ*h /2 =23.305 kN/m Surcharge Load,Ps = Ka*Ws*h =9.56 kN/m

Pa= 23.305 kN/m Ps = 9.56 kN/m


Let clear cover be 40 mm and dia. of bar be 20mm. So, overall depth of wall,D= 150+40+10 = 200 200 mm mm Thus, D = 200 mm

067BATCH

D =200 mm d =150 mm

Calculation of Main Steel Reinforceme

Ast = (0.5*b*d*f (0.5*b*d*fck/f ck/fy)* y)* 2

(1-(1-(4.6M/(fck*b*d ))) = 1141.47 mm² IS 456:2000 (Cl.32.5.a) IS 456:2000 (Cl.26.5.2.2)

Min.Ast= 0.0012xbxD=0.0012x1000x200 0.0012xbxD=0.0012x1000x200 = 240 mm² < Ast

Ast = 1141.47 mm²

Max.dia.of bar= D/8=200/8 = 25 mm Providing 16mm-φ bar, spacing of bar: S= (100 (1000* 0**16^2)/(4*1141.47) = 176.143 mm/m Provide 16mm-φ bar @150 mm c/c

S=150 mm


067BATCH

= 1.5*(0.33 1.5*(0.333*10 3*10*2.71 *2.718+ 8+ 0.333*17*2.718²/2) = 44.942 kN IS 456:2000 (Cl.31.6.2.1)

Nominal shear shear stress,τu = Vu / (b* (b*d) d) = 44.942*10 44.942*1000/(1 00/(1000*1 000*150) 50) = 0.3 N/mm² For Pt=0.67% and fck=25N/mm²

IS 456:2000 (Table19)

Permissible shear stress, τc= 0.544N/mm²

τc > τv Hence safe.

5 Calcul Calculati ation on of Horizo Horizonta ntall Reinfor Reinforcem cemee steel bar

IS 456:2000 (Cl.32.5.c.1)

Area of Hor. Reinforcement Reinforcement = 0.00 0.002D 2D*h *h = 0.002x200 0.002x200x2.86 x2.868x10 8x1000 00 = 1147.2 mm² As the temperature change occurs at front face

τv=0.3

N/mm² τc=0.544

N/mm²


Hence, spacing provided for Hor. Steel is OK.

6 Curtai Curtailme lment nt of Reinfo Reinforcem rcemen en

No bars can be curtailed curtailed in less than than Ld distance from the bottom of stem. Ld = σ *ɸ/(1.6*4τ bd) = 644.732 mm The curtailment of bars can be done in two layers: 1/3 and 2/3 heights of the stem above the base. Let us curtail bars at 1/3 distance i.e. 956 mm from base. Lateral load due to soil pressure, Pa= Pa= Kaz* Kaz*ϒ*h²/2 = 0.333*17* 0.333*17*1.912 1.912²/2 ²/2 = 10.348 kN/m Lateral load due to surcharge load, Ps= Ps= Ka*W Ka*Ws* s*h h

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7.8. Design of Foundation Foundation is a structural element that transfers loads from the building to the earth. If the loads are to be properly transmitted, foundation must be designed to prevent excessive settlement or rotation, to minimize differential settlement and to provide adequate resistance against against sliding and overturning. 7.8.1. Design of Mat Foundation

The foundation has been designed for critical members or column carrying maximum axial load. If the load transmitted by the column in the structure is too heavy or the allowable soil pressure is too less or individual footings would cover more than 50% of the whole area, it may be better to provide continuous footing under all the columns and walls. Such a footing is called a Raft or Mat foundation. The raft foundation is divided into series of continuous strip. The shear and bending moment diagrams may be drawn using continuous beam analysis or coefficients for each strip. The depth is selected to satisfy shear requirements. The steel requirements will vary from strips. This method generally gives a conservative design since the interaction of adjacent strips is neglected.


067BATCH

FOUNDATION TYPE SELECTION Check For Isolated Footing For Block S1

Column Size = 800mm x 800mm Number of Columns = 23 Maximum axial load, Pu = 2375.773 kN Service load, P = Pu/1.5 = 1583.849 kN 2

130 kN/m Safe Bearing Capacity of Soil (SBC) = For the load combination which includes the earthquake load, the bearing capacity can be increased by 50% (IS 1893:2002, Cl.6.3.5.2). So, for load combination with earthquake load, SBC = 195 kN/m Now, Approximate Approximate area = 1.10*Service 1.10*Service load/Bearing load/Bearing Capacity Capacity of Soil A = 1.10*1583 1.10*1583.849/1 .849/195 95 2

= 8.935 m

Let us consider a square footing. Then, Size of footing = √A = √8.935 = 2.989 m

2


067BATCH

FOUNDATION TYPE SELECTION Check For Isolated Footing For Block S2 and S3

Column Size = 800mm x 800mm Number of Columns = 15 Maximum axial load, Pu = 2214.366 kN Service load, P = Pu/1.5 = 1476.244 kN 2

130 kN/m Safe Bearing Capacity of Soil (SBC) = For the load combination which includes the earthquake load, the bearing capacity can be increased by 50% (IS 1893:2002, Cl.6.3.5.2). So, for load combination with earthquake load, SBC = 195 kN/m Now, Approximate Approximate area = 1.10*Service 1.10*Service load/Bearing load/Bearing Capacity Capacity of Soil A = 1.10*1476 1.10*1476.244/1 .244/195 95 2

= 8.328 m

Let us consider a square footing. Then, Size of footing = √A = √8.328 = 2.886 m

2


067BATCH

DESIGN OF MAT FOUNDATION For Block S1

1 Determinati Determination on of the eccentricity eccentricity of the load load

For locating the centroid of resultant forces: From SAP2000 Column Joint N- 1 N- 2 N- 3 L-1 L-2 L-3 K-3 J-1 J-2 J-3 H- 1 H2

833 834 835 836 837 838 839 840 841 842 843 844

P (F3), kN 1408.803 15 1551.695 13 1312.160 1941.082 20 2096.862 1730.202 1503.977 2275.416 2290.357 1387.640 18 1871.171 2019 450

For combination 1.5(DL+LL) About O-1 P*X X, m Y, m 0.000 2.692 0.000 4.604 2.692 7144.004 7.398 2.692 9707.360 0.000 7.220 0.000 4.604 7.220 9653.953 7.398 7.220 12800.034 7.398 12.541 11126.422 0.000 14.675 0.000 4.604 14.675 10544.804 7.398 14.675 10265.761 0.000 19.863 0.000 4 604 19 863 9297 548

P*Y 3792.498 4177.163 3532.335 14014.612 15 15139.344 12492.058 18861.376 33391.730 33610.989 20363.617 37167.070 40 40112 335


=

067BATCH

19.782 m

For locating the geometric centroid:

Column Column Joint N- 1 N- 2 N- 3 L-1 L-2 L-3 K-3 J-1 J-2 J-3 H- 1 H- 2 H- 3 F-1 F-2

833 834 835 83 8 36 83 8 37 83 8 38 83 8 39 840 841 842 84 8 43 84 8 44 84 8 45 846 847

Area, 2

m 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640

About O-1 X, m 0.000 4.604 7.398 0.000 4.604 7.398 7.398 0.000 4.604 7.398 0.000 4.604 7.398 0.000 4.604

Y, m 2.692 2.692 2.692 7.220 7.220 7.220 12.541 14.675 14.675 14.675 19.863 19.863 19.863 25.051 25.051

A*X

A*Y

0.000 2.947 4.735 0.000 2.947 4.735 4.735 0.000 2.947 4.735 0.000 2.947 4.735 0.000 2.947

1.723 1.723 1.723 4.621 4.621 4.621 8.026 9.392 9.392 9.392 12.712 12.712 12.712 16.033 16.033


2 Calculation of of moment of inertia and moment about both both axes 2

Area, m A1 Tota otal =

254.112 254.11 .112

Moment of Inertia About X-direction Ix = 7.899*34.849^3/12 m = 27858. 27858.763 763 m

4

About Y-direction Iy = 7.899^3*34.849/12 7.899^3*34.849/12 m = 1431.2 1431.2827 827 m

4

Moment about X-direction, Mx = ΣP*ey = -328 -3282. 2.77 777 7 kN-m kN-m Moment about Y-direction, My =

ΣP*ex

067BATCH


Corner stress calculation

Corne N-1 N-2 N-3 L-1 L-2 L-3 K-3 J-1 J-2 J-3 H-1 H-2 H-3 F-1 F-2 F-3 E-3

Stress, σ

Check

2

(kN/m ) 194.353 158.995 137.538 193.819 158.462 137.004 136.377 192.941 157.583 136.126 192.329 156.972 135.515 191.718 156.360 134.903 133.491

< < < < < < < < < < < < < < < < <

195 195 195 195 195 195 195 195 195 195 195 195 195 195 195 195 195

067BATCH


067BATCH

DESIGN OF MAT FOUNDATION

Concrete Grade = M25

Steel Grade = Fe415

For Block S1

REFERENCE SN

CALCULATION

RESULT

1 Calc Calcu ulati lation on of Stre Stress ss In X-direction, raft is divided into 7 strips. i. Beam N-N with width = 2.515 m and soil pressure 2

of 194.353 kN/m ii. Beam L-L with width = 5.995 m and soil pressure 2

of 0.5(194.353+193.819) = 194.086 kN/m iii. Beam J-J with width = 6.325 m and soil pressure 2

of 0.5(193.819+192.941) = 193.380 kN/m iv. Beam H-H with width = 5.182 m and soil pressure 2

of 0.5(192.941+192.329) = 192.635 kN/m v. Beam F-F with width = 6.325 m and soil pressure 2

of 0.5(192.329+191.718) = 192.024 kN/m vi. Beam D-D with width = 5.995 m and soil pressure 2

of 0.5(191.718+190.840) = 191.279 kN/m vii. Beam B-B with width = 2.515 m and soil pressure


067BATCH

Moment calculation in Y-Y direction

IS 456:2000 (Table 12)

2

Support Moment = wL /10 L = 7.468 m ;L = Column to column column distance For 1-1 = 1083.926 kN-m/m For 2-2= 1074.129 kN-m/m For 3-3 = 965.736 kN-m/m

2 Th Thic ick kness of of footi footing ng

Generally, the depth of raft is governed by two-way shear. IS 456:2000 (Cl.31.6.3.1)

Shear stress at critical section Ks * c Ks = 0.5 + βc ,  1 βc = longer side/shorter side (of column) column) βc = 1

c = 0.25*fck = 0.25* 25 2

= 1.25 N/mm

critical = Ks * c

critical =


Perimeter, Perimeter, Po = (D+d/2)4 = (800+ (800+d/ d/2)mm 2)mm That gives, 1.25 = (1408.803*1000)/(d* (1408.803*1000)/(d*(800+d/2)* (800+d/2)*4) 4) Solving, d = 297.051 mm For edge column F1, Maximum Shear Force = 2375.773 kN Perimeter, Perimeter, Po = (D+d/2)2+(D+d)2 = (800 (800+d +d/2 /2)mm )mm That gives, 1.25 = (2375.773*1000)/(d* (2375.773*1000)/(d*((800+d/2) ((800+d/2)*2+ *2+ (800+d)*2)) Solving, d = 424.781 mm Adopt depth = Effective cover = Overall Depth =

500 mm 60 mm 560 mm

Now, Now, Maximum support moment = 1083.926 kN-m/m Depth of footing from moment consideration =  (M/(0.138*fck*b))

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067BATCH

Provide 25 mm dia. Reinforcement Reinforcement bars. Spacing Spacing = (1000/3869.952)*p*25^2/4 (1000/3869.952)*p*25^2/4 = 126.842 mm Let us pr ovide spacing = 100 mm < 3d = 2520 mm Astprovided = (1000/100)**25^2/4 2

= 4908.739 mm

Astprov= 4908.739 2

mm

Now, Now, % of Steel Steel = 4908.739/(1000*900)*1 4908.739/(1000*900)*100 00 = 0.545% Provide 25 mm bars @ 100 mm c/c at top and bottom in both both directio directions. ns.


Summary of Design of Mat Foundation

Concrete Grade = M25 For Block S1

Steel Grade = Fe415

Safe Bearing Capacity = 195 kN/m

2

Total depth of foundation = 900 mm Clear cover = 60 mm Strip

Strip Width, m

1-1

2.556

Bottom Bars Top Bars Diam Diamet eter er Spaci Spacing ng Diamet Diameteer Spaci Spacing ng 100 mm 100 mm 25 mm 25 mm c/c c/c

067BATCH


067BATCH


1 Determination of the eccentricity of the loa

For locating the centroid of resultant forces: From SAP2000 For combination 1.5(DL+LL P (F3), About O-1 Colu Column mn Join Jointt kN X, m Y, m G-4 13 1442.287 13.221 22.555 G-5 14 1367.847 16.021 22.555 G-6 15 1152.668 20.618 22.555 E-7 16 1024.049 8.052 27.184 E-4 17 1675.306 13.221 27.184 E-5 18 2041.877 16.021 27.184 E-6 19 1884.648 20.618 27.184 D-7 20 1524.954 8.052 32.506 D-4 21 1676.274 13.221 32.506 C-4 22 1127.227 13.221 34.538 C-5 23 2127.300 16.021 34.538 C-6 24 2214.366 20.618 34.538 A-4 29 1486.779 13.221 39.726 A-5 32 1374.080 16.021 39.726 A-6 41 1237.065 20.618 39.726

P*X

P*Y

19068.476 21914.277 23765.709 8245.643 22149.221 32712.911 38857.672 12278.930 22162.019 14903.068 34081.473 45655.798 19656.705 22014.136 25505.806

32530.783 30851.789 25998.427 27 27837.748 45541.518 55506.384 51232.271 49570.155 54488.963 38932.166 73472.687 76479.773 59063.783 54586.702 49143.644


067BATCH

For locating the geometric centroid: Colu Column mn

Join Jointt

G-4 13 G-5 14 G-6 15 E-7 16 E-4 17 E-5 18 E-6 19 D-7 20 D-4 21 C-4 22 C-5 23 C-6 24 A-4 29 A-5 32 A-6 41 Total =

Area, 2

m 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 9.600

About O-1 X, m 13.221 16.021 20.618 8.052 13.221 16.021 20.618 8.052 13.221 13.221 16.021 20.618 13.221 16.021 20.618

x' =  (A*X)/ = 15.251 m y' =  (A*X)/

Y, m 22.555 22.555 22.555 27.184 27.184 27.184 27.184 32.506 32.506 34.538 34.538 34.538 39.726 39.726 39.726

A*X

A*Y

8.461 10.253 13.196 5.153 8.461 10.253 13.196 5.153 8.461 8.461 10.253 13.196 8.461 10.253 13.196 146.410

14.435 14.435 14.435 17.398 17.398 17.398 17.398 20.804 20.804 22.104 22.104 22.104 25.425 25.425 25.425 297.091


067BATCH

Ix = ((7.899*17.678^3)/12+127.07*(15.251-16 ((7.899*17.678^3)/12+127.07*(15.251-16.923)^2)+ .923)^2)+ ((5.169*5.823^3)/12+27.502*(15.251-10.636)^2)+ ((1.981*1.429^3)/12+3.328*(15.251-9.144)^2) =

4

4787 4787.2 .2 m

About Y-direction Iy = ((7.899^3*17.678)/12+127.07*(30.947-31 ((7.899^3*17.678)/12+127.07*(30.947-31.140)^2)+ .140)^2)+ ((5.169^3*5.823)/12+27.502*(30.947-29.845)^2)+ ((1.981^3*1.429)/12+3.328*(30.947-26.346)^2) =

4

902. 902.58 58 m

Moment about X-direction, Mx = P*ey = 2416 2416.1 .163 63 kN-m kN-m Moment about Y-direction, My = P*ex = 6758 6758.4 .400 00 kN-m kN-m

3 Calculatio Calculation n of Corner stresse stresse 2

Safe Bearing Capacity Capacity of Soil (SBC) (SBC) = 130 kN/m For the load combination which includes the earthquake load, the bearing capacity can be increased by 50% (IS 1893:2002, Cl.6.3.5.2). 2


067BATCH



Steel Grade = Fe415

For Block S2

REFERENCE SN

CALCULATION

RESULT

1 Calc Calcul ulat atio ion n of Stres Stres In X-direction, raft is divided into 5 strips. strips. i. Beam A-A with width = 2.848 m and soil pressure 2

of 192.540 kN/m ii. Beam C-C with width = 3.613 m and soil pressure 2

of 0.5(192.540+189.921) = 191.231 kN/m iii. Beam D-D with width = 3.680 m and soil pressure 2

of 0.5(189.921+133.508) = 161.715 kN/m iv. Beam E-E with width = 4.975 m and soil pressure 2

of 0.5(133.508+186.210) = 159.859 kN/m v. Beam G-G with width = 2.569 m and soil pressure of 0.5(186.210+183.873) = 185.873 kN/m Moment calculation in X-X direction direction

IS 456:2000

2

Support Moment = wL /10

2


IS 456:2000 (Table 12)

067BATCH

Moment calculation in Y-Y direction direction 2

Support Moment = wL /10 L = 7.353 m ;L = Column to to column distance For 7-7 = 512.568 kN-m/m For 4-4 = 627.051 kN-m/m For 5-5 = 798.212 kN-m/m For 6-6 = 947.944 kN-m/m

2 Th Thic ickn knes esss of of foot footin in

Generally, the depth of raft is governed by two-way shear. IS 456:2000 (Cl.31.6.3.1)

Shear stress at critical section Ks * c Ks = 0.5 + βc ,  1 βc = longer side/shorter side (of column) βc = 1

c = 0.25*fck = 0.25* 25 2

= 1.25 N/mm

critical = Ks * c

critical =


Perimeter, Po = (D+d/2)4 = (800 (800+d +d/2 /2)) mm That gives, 1.25 = (1524.954 (1524.954*1000 *1000)/(d*( )/(d*(800+d 800+d/2)*4 /2)*4)) Solving, d = 318.026 mm For edge column C6, Maximum Shear Force = 2214.366 kN Perimeter, Po = (D+d/2)2+(D+d)2 = (800 (800+d +d/2 /2)) mm That gives, 1.25 = (2214.366 (2214.366*1000 *1000)/(d* )/(d*((800+ ((800+d/2)* d/2)*2+ 2+ (800+d)*2)) Solving, d = 402.050 mm Adopt depth = Effective cover = Overall Depth =

500 mm 60 mm 560 mm

Now, Maximum support moment = 947.944 kN-m/m Depth of footing from moment consideration =  (M/(0.138*fck*b))

067BATCH


067BATCH

Provide 25 mm dia. Reinforcement Reinforcement bars. Spacing = (1000/3347.000)**25^2/4 = 146.661 mm Let us provide spacing = 100 mm < 3d = 2520 mm Astprovided = (1000/100)**25^2/4 2

= 4908.739 mm

Astprov= 4908.739 2

mm

Now, % of Steel = 4908.739/(1000*700)*100 4908.739/(1000*700)*100 = 0.545% Provide 25 mm bars @ 100 mm c/c at top and bottom in both directions.


Summary of Design of Mat Foundatio


Steel Grade = Fe415 2



Strip Width, m

6-6

2.556

Bottom Bars Top Bars Diame Diameter ter Spacin Spacing g Diame Diameter ter Spaci Spacing ng 100 mm 100 mm 25 mm 25 mm c/c c/c

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067BATCH


1 Determinati Determination on of the eccentricity eccentricity of the loa

For locating the centroid of resultant forces: From SAP2000 Column Column Joint O-4 O-5 O-6 M-4 M-5 M-6 L-7 L-4 K-7 K-4 K-5 K-6 I-4 I-5 I-6

39 40 47 48 49 50 59 60 62 63 64 65 66 67 68

P (F3), kN 1486.779 1374.080 1237.065 1127.227 2127.300 2214.366 1524.954 1676.274 1024.049 1675.306 2041.877 1884.648 1442.287 1367.847 1152.668

For combination 1.5(DL+LL About O-1 P*X X, m Y, m 13 13.221 0.000 19656.705 16 16.021 0.000 22014.136 20 20.618 0.000 25505.806 13.221 5.188 14903.068 16.021 5.188 34081.473 20.618 5.188 45655.798 8.052 7.220 12278.930 13.221 7.220 22162.019 8.052 12.541 8245.643 13.221 12.541 22149.221 16.021 12.541 32712.911 20.618 12.541 38857.672 13.221 17.170 19068.476 16.021 17.170 21914.277 20.618 17.170 23765.709

P*Y 0.000 0.000 0.000 5848.054 11036.432 11488.131 11010.168 12102.698 12842.599 21010.013 25607.179 23635.371 24764.068 23485.933 19791.310


067BATCH

For locating the geometric centroid: Column Column Joint Joint O-4 O-5 O-6 M-4 M-5 M-6 L-7 L-4 K-7 K-4 K-5 K-6 I-4 I-5 I-6 Total =

39 40 47 48 49 50 59 60 62 63 64 65 66 67 68

Area, 2

m 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 0.640 9.600

About O-1 X, m 13.221 16.021 20.618 13.221 16.021 20.618 8.052 13.221 8.052 13.221 16.021 20.618 13.221 16.021 20.618

x' =  (A*X)/ = 15.251 m y' =  (A*X)/

Y, m 0.000 0.000 0.000 5.188 5.188 5.188 7.220 7.220 12.541 12.541 12.541 12.541 17.170 17.170 17.170

A*X

A*Y

8.461 10.253 13.196 8.461 10.253 13.196 5.153 8.461 5.153 8.461 10.253 13.196 8.461 10.253 13.196 146.410

0.000 0.000 0.000 3.320 3.320 3.320 4.621 4.621 8.026 8.026 8.026 8.026 10.989 10.989 10.989 84.274


067BATCH

Ix = ((7.899*17.678^3)/12+127.07*(15.251 ((7.899*17.678^3)/12+127.07*(15.251-16.923)^2)+ -16.923)^2)+ ((5.169*5.823^3)/12+27.502*(15.251-10.636)^2)+ ((1.981*1.429^3)/12+3.328*(15.251-9.144)^2) =

4

4787 m

About Y-direction Iy = ((7.899^3*17.678)/12+127.07*(8.779-8 ((7.899^3*17.678)/12+127.07*(8.779-8.585)^2)+ .585)^2)+ ((5.169^3*5.823)/12+27.502*(8.779-9.881)^2)+ ((1.981^3*1.429)/12+3.328*(8.779-13.392)^2) =

4

903 m

Moment about X-direction, Mx = P*ey = -2415. -2415.852 852 kN-m kN-m Moment about Y-direction, My = P*ex = 6758 6758.4 .400 00 kN-m kN-m

3 Calculatio Calculation n of Corner stresse stresse 2

Safe Bearing Bearing Capacity Capacity of Soil Soil (SBC) 130 kN/m For the load combination which includes the earthquake load, the bearing capacity can be increased by 50% (IS 1893:2002, Cl.6.3.5.2). 2


067BATCH



Steel Grade = Fe415

For Block S3

REFERENCE SN

CALCULATION

RESULT

1 Calc Calcu ulati lation on of Stre Stress ss In X-direction, raft is divided into 5 strips. i. Beam O-O with width = 2.848 m and soil pressure 2

of 192.520 kN/m ii. Beam M-M with width= 3.613 m and soil pressure 2

of 0.5(192.520+189.902) = 191.211 kN/m iii. Beam L-L with width = 3.680 m and soil pressure 2

of 0.5(189.902+133.515) = 161.708 kN/m iv. Beam K-K with width = 4.975 m and soil pressure 2

of 0.5(133.515+186.192) = 159.853 kN/m v. Beam I-I with width = 2.569 m and soil pressure 2

of 0.5(186.192+183.856) = 185.024 kN/m Moment calculation in X-X direction direction

IS 456:2000

2

Support Moment = wL /10


(Table 12)

067BATCH

2

Support Moment = wL /10 L = 7.353 m ;L = Column to column column distance For 7-7 = 512.701 kN-m/m For 4-4 = 627.134 kN-m/m For 5-5 = 798.220 kN-m/m For 6-6 = 947.882 kN-m/m

2 Th Thic ickn kness ess of of foot footin ing g

Generally, Generally, the depth of r aft is governed governed by two-way shear. IS 456:2000 (Cl.31.6.3.1)

Shear stress at critical section Ks * c Ks = 0.5 + βc ,  1 βc = longer side/shorter side (of column) column) βc = 1

c = 0.25*fck = 0.25*25 2

= 1.25 N/mm

critical = Ks * c = 1*1. 1*1.25 25

critical =

1.25


= (800 (800+d +d/2 /2)) mm That gives, 1.25 = (1524.954*1000)/(d* (1524.954*1000)/(d*(800+d/2)* (800+d/2)*4) 4) Solving, d = 318.02 .026 mm For edge column M6, Maximum Shear Force = 2214.366 kN Perimeter, Perimeter, Po = (D+d/2)2+(D+d)2 = (800 (800+d +d/2 /2)) mm That gives, 1.25 = (2214.366*1000)/(d* (2214.366*1000)/(d*((800+d/2) ((800+d/2)*2+ *2+ (800+d)*2)) Solving, d = 402.050 mm Adopt depth = Effective cover = Overall Depth =

500 mm 60 mm 560 mm

Now, Now, Maxi Maxim mum supp suppor ortt mome oment = 947. 947.88 882 2 kN-m kN-m/m /m Depth of footing from moment consideration =  (M/(0.138*fck*b)) =  ((947.882*10^6)/(0.138*25*1000))

067BATCH


067BATCH

Provide 25 mm dia. Reinforcement bars. Spacing Spacing = (1000/3346.764)**25^2/4 = 146.671 mm Let us provide spacing = 100 mm < 3d = 2520 mm Astprovided = (1000/100)**25^2/4 2

= 4908.739 mm

Astprov= 4908.739 2

mm

Now, Now, % of Steel Steel = 4908.739/(1000*900)*1 4908.739/(1000*900)*100 00 = 0.545% Provide 25 mm bars @ 100 mm c/c at top and bottom in both both directio directions. ns.


Summary of Design of Mat Foundation


Steel Grade = Fe415


2


Strip Width, m

6-6

2.556

Bottom Bars Top Bars Diam Diamet eter er Spaci Spacing ng Diam Diameeter ter Spaci Spacing ng 100 mm 100 mm 25 mm 25 mm c/c c/c

067BATCH


067BATCH

DESIGN OF JOINTS REFERENCE SN

CALCULATION

RESULT

1 Known Data

From SAP2000 Max. displacement of Block S1 = 2.7031 mm Max. displacement of Block S2 = 3.6413 mm Max. displacement of Block S3 = 3.6413 mm Block Design Base Shear

S1

S2

S3

2243.724 1494.962 1494.962

(VB), kN Base Shear from SAP, kN Vx 2243.733 1494.963 1494.963 Vy 2243.725 1494.962 1494.962 Maximum V 2243.733 1494.963 1494.963 Now,


IS 1893:2002 (Part I) (Cl.7.11.3)

067BATCH

Separation of joints required Block S1 and and Block S2

= (R/2) * Storey Drift = 5/2*126.192 = 315.480 mm > (2.703+3.641 = 6.344 mm) Block S1 and and Block S3

= (R/2) * Storey Drift = 5/2*126.192 = 315.480 mm > (2.703+3.641 = 6.344 mm) Hence, design is safe. Joint Adopt 316 mm joint spacing between between Blocks S1 spacing = and S2, and S1 and S3. 316 mm


067BATCH

CONCLUDING THOUGHTS After the completion of the project “Structural Analysis and Design of Multistory Building”, we have gained in-depth knowledge about the design of RCC buildings. The purpose of this project is purely academic oriented, but we have made every effort to make it feasible for real construction. During our entire work, we used various codes for the seismic design and analysis of composite loads, moments, deflections, nature of impacts on each and every member of the section through SAP Analysis. This project work is completed through the collective efforts of our project team members, due attention is given to maintain the accuracy while analyzing the data in computer and designing the structural elements. We have faced many problems pr oblems during the work. But, hard work, keen interest and devotion of team members and valuable suggestions of our project supervisor made it possible to complete the task within the time frame.


067BATCH

BIBLIOGRAPHY Books

1. Jain, A.K., Reinforced Concrete (Limit State Design), Nem Chand and Bros, th

5 edition, 1990 2. Varghese, P.C., Limit State Design of Reinforced Concrete, Princeton Hall of India, 1998 nd

3. Sinha, S.N., Reinforced Concrete Design, Tata Mcgraw- Hill, 2 Edition, 1996 4. Chopra, A.K., Dynamics of Structures, Structures, Prentice Hall of India Pvt Ltd, Ltd, 2008 5. Jain, Dr. S.K., Explanatory Examples on Indian Seismic Code IS 1893 (Part I), Department of Civil Engineering, Indian Institute of Technology, Technology, Kanpur. 6. Khose, V.N., Analysis and Design of Four Storied RC Building Using SAP2000 v14, Department of Earthquake Engineering, Indian Institute of Technology, Technology, Roorkee. 7. Agarwal, P. and Shrikhande, M., Earthquake Resistant Design of Structures


067BATCH

ANNEX - I


SN

MEMB ER

ft

LENGTH in m

067BATCH

FIRST TO NINTH FLOORS (SLAB DL) ORIGIN AT O-1 Slab S1 WIDTH HEIG LOAD, X ft in m ft in m HT(m) W(kN) 25 11 11.00 7.8 7.899

ft

Y in

m

W*X (kN- W*Y(kNm) m)

1 1-3-B-N 114 4.00

35

0.125

860.226

12

1.50

3.696

65

2.00

19.9

3179.394

2 BAL-X1

8

6.00

2.6

3

0.00

0.914

0.125

7.401

6

8.00

2. 2 .032

6

6.00

1. 1.98

15.038

14.66

3 BA BAL-X2

8

6.00

2.6

3

0.00

0.914

0.125

7.401

6

8.00

2.032 12 123 10.00 37.7

15.038

279.326

4 BAL-Y1

9

7.00

2.9

3

6.00

1.067

0.125

9.740

-2

-7.00 -0 -0.79

21

5 BAL-Y2

9

7.00

2.9

3

6.00

1.067

0.125

9.740

-2

-7.00

-0 -0.79

52

6 BAL-Y3

9

7.00

2.9

3

6.00

1.067

0.125

9.740

-2

-7.00

-0 -0.79

78

7 BA BAL-Y4

9

7.00

2.9

3

6.00

1.067

0.125

9.740

-2

-7.00 -0 - 0.79

108

10.50 6.67

17086.665

-7.665

64.944

-7.665

154.745

1.50

15 15.9

2.75

23 23.8

-7.665

232.234

5.75 3 3. 3.1

-7.665

322.034

DEDUCTION (NEGATIVE) 8 VOID A1 5

5.25

1.7

5

0.25

1.53

0.125

7.923

21

7.50

6.591

30

2.00

9 VOID B1 5

2.00

1.6

5

0.25

1.53

0.125

7.530

21

6.00

6.553

43

9.75 13 1 3.4

11.75 0.298

10 VOID C

9.2

52.217

72.848

49.347

100.562

3

0.25

0.9

0

0.125

0.858

12

9.00

3.886

65

2.00 19 1 9.9

3.333

17.036

11 VOID B2 5

2.00

1.6

5

0.25

1.53

0.125

7.530

21

6.00

6.553

86

6.25 2 6. 6.4

49.347

198.594

12 VOID A2 5

5.25

1.7

5

0.25

1.53

0.125

7.923

21

7.50

6.591 10 1 00

2.00

52.217

241.883

Total

MEMB SN ER

LENGTH ft in m

1 4-6-A-G 58

0.00

18

2 BA BAL-X1

8

6.00

2.6

3 BA BAL-X2

8

6.00

4 BA BAL-Y1

9

7.00

5 BA BAL-Y2

9

7.00

WIDTH ft in m 25 11 11.00 7.8 7.899

30.5

882.222 kN

Slab S2 HEIG LOAD, ft HT(m) W(kN) 0.125

436.370

55

2972.349 17523.685

X in 6.25

ft

Y in

m

16.92 102

2.00

31.1

7384.696

13588.574

8.00 2 1. 1.8

137.547

161.657 299.256

m

71


3

0.00

0.914

0.125

7.401

60 11 11.75 18.59

2.6

3

0.00

0.914

0.125

7.401

60 11 1 1.75 18.59 1 32 32

8.00

40.4

137.547

2.9

3

6.00

1.067

0.125

9.740

70

2.75

21.41

87

0.50 2 6. 6.5

208.488

258.394

2.9

3

6.00

1.067

0.125

9.740

70

2.75

21.41 11 117

3.25 3 5. 5.7

208.488

348.136


067BATCH

DEDUCTION (NEGATIVE) 6 VOID B1 5

2.00

1.6

5

0.25

1.53

0.125

7.530

46

1.75

14.07

4.00 29 2 9.1

105.916

218.82

7 VOID B2 5

2.00

1.6

5

0.25

1.53

0.125

7.530

46

1.75

14.07 1 08 08 11.75 33.2

105.916

250.14

7864.934

14187.057

Total

SN 1 2

MEMB ER

LENGTH ft in m

7-4-D-E 17 COL

1

3.50

5.3

8.00

0.5

WIDTH ft in m 16 11 11.75 5. 5.175 0

11 1 1.00 0.279

95

455.590 kN

Slab S4 HEIG LOAD, ft HT(m) W(kN)

X in

m

ft

Y in

m

0.125

85.242

34

0.88

10.39

97

11.00 29.8

0.125

0.443

26

5.00

8. 8 .052

10 107

0. 0.25

W*X (kN- W*Y(kNm) m) 885.238

2544.046

32 32.6

3.566

14.448

DEDUCTION (NEGATIVE) 3 STAIR X 6

5

2

4

5.75

1.365

0.125

8.344

34

0.25

10.37

10 103

6. 6 .88

31 31.6

86.523

263.398

4 STAIR Y 10

11.8

3.3

4

5.75

1.365

0.125

14.273

28

6.88

8.709 100

3.88

30.6

124.302

436.433

5

L_CEN

6

6.00

2

6

4.00

1.93

0.125

11.948

34

0.75

10.38

98

2.00

29 29.9

124.043

357.493

6

L_ L_SIDE

6

6.00

2

0

9.00

0.229

0.125

1.418

29 11.75 9.138

89

7.75

27 27.3

Total

GT

LENGTH in m

WIDTH in m

49.703 kN 505.293

38.736 1462.434

8405.915 15649.491


ft

Y in

m

16.92

28

2.00

8.59

7384.696

3746.24

7.401

60 11 11.75 18.59

58

8.00 1 7. 7.9

137.547

132.337

7.401

60 11 11.75 18.59

-2

-4.00 -0 -0.7

137.547

-5.262

0.125

9.740

70

2.75

21.41

43

3.50 1 3. 3.2

208.488

128.515

0.125

9.740

70

2.75

21.41

13

0.75 3. 3 .98

208.488

38.774

SN

MEMB ER

ft

1

4-6-I-O

58

0.00

18

25 11 11.00 7. 7.899

0.125

436.370

2 BA BAL-X1

8

6.00

2.6

3

0.00

0.914

0.125

3 BAL-X2

8

6.00

2.6

3

0.00

0.914

0.125

4 BA BAL-Y1

9

7.00

2.9

3

6.00

1.067

5 BAL-Y2

9

7.00

2.9

3

6.00

1.067

ft

12.955 540.981

55

X in 6.25

m



067BATCH


2.00

1.6

5

0.25

1.53

7 VOID B2 5

2.00

1.6

5

0.25

1.53

0.125 0.125 Total

MEMB SN ER 1 2

LENGTH ft in m

7-4-L-K 17 COL

1

3.50

5.3

8.00

0.5

WIDTH ft in m 16 11.75 5. 5.175 0

11 11.00 0.279

7.530

46

1.75

14.07

35

0.00 10 1 0.7

7.530

46

1.75

14.07

21

4.25 6. 6 .51

455.590 kN


X in

m

ft

Y in

m

105.916

80.335

105.916

49.016

7864.934

3911.253


0.125

85.242

34

0.88

10.39

32

5.00

9.88

885.238

842.276

0.125

0.443

26

5.00

8. 8.052

23

4.00

7.11

3.566

3.15

DEDUCTION (NEGATIVE) 3 STAIR X

4

5.75

1.365

0.125

8.344

34

0.25

10.37

26

9.13

8. 8.16

86.523

68.058

4 STAIR Y 10 1 1. 1.75 3 .3 .3

6

5.00

2

4

5.75

1.365

0.125

14.273

28

6.88

8.709

30

0.13

9.15

124.302

130.553

5

L_CEN

6

6.00

2

6

4.00

1.93

0.125

11.948

34

0.75

10 1 0.38

32

2.00

9.8

124.043

117.137

6

L_ L_SIDE

6

6.00

2

0

9.00

0.229

0.125

1.418

29 11.75 9.138

40

8.25

12 12.4

12.955

17.582

540.981

512.096

8405.915

4423.349

Total

Total

49.703 kN 505.293

TOP FLOOR (SLAB DL) ORIGIN AT O-1

SN 1

MEMB ER

ft

LENGTH in m

7-4-D-E 18

2 L_SLAB

6

ft

WIDTH in m

7.25

5.7

19

1.25

5.823

6.00

2

4

8.25

1.429

Slab S4 (Block-S2) X HEIG LOAD, ft in HT(m) W(kN) 0.125 0.125

Total

103.194 8.846

m

ft

34 10.75 10 10.64

97

29

86

112.041 kN

11 11.75 9.138

Y in

m

11.00 29.8 0.25

26 26.2

W*X (kN- W*Y(kNm) m) 1097.576

3079.839

80.838

231.944

1178.414

3311.783


MEMB SN ER 1

LENGTH ft in m

7-4-L-K 18

2 L_SLAB

6

WIDTH ft in m

067BATCH

Slab S5 (Block-S3) X HEIG LOAD, f t i n HT(m) W(kN)

7.25

5.7

19

1.25

5.823

0.125

103.194

6.00

2

4

8.25

1.429

0.125

8.846

Total

ft

Y in

34 10.75 10 10.64

32

5.00

9.88

1097.576

1019.665

29

44

3.75

13 13.5

80.838

119.48

1178.414

1139.145

m

11 11.75 9.138

m

112.041 kN


GROUND FLOOR (SLAB DL) ORIGIN AT O-1

SN

MEMB ER

ft

LENGTH in m

1 1-3-B-N 114 4.00

35

ft

WIDTH in m

25 11 11.00 7.8 7.899


X in

m

ft

Y in

m


0.125

860.226

12

1.50

3.696

65

2.00

19.9

3179.394

17086.665

9.2

52.217

72.848

DEDUCTION (NEGATIVE) 2 VOID A1 5

5.25

1.7

5

0.25

1.53

0.125

7.923

21

7.50

6.591

30

2.00

3 VOID B1 5

2.00

1.6

5

0.25

1.53

0.125

7.530

21

6.00

6.553

43

9.75 13 1 3.4

49.347

100.562

4 VOID B2 5

2.00

1.6

5

0.25

1.53

0.125

7.530

21

6.00

6.553

86

6.25 26 2 6.4

49.347

198.594

5 VOID A2 5

5.25

1.7

5

0.25

1.53

0.125

7.923

21

7.50

6.591 10 100

Total

MEMB SN ER

LENGTH ft in m

1 4-6-A-G 58

0.00

18

WIDTH ft in m 25 11 11.00 7.8 7.899

2.00

30.5

829.320 kN


X in

m

ft

Y in

m 31.1

0.125

436.370

55

6.25

16.92 102

2.00

52.217

241.883

2976.266

16472.778

W*X (kN- W*Y(kNm) m) 7384.696

13588.574


2.00

1.6

5

0.25

1.53

0.125

7.530

46

1.75

14.07

4.00 29 2 9.1

105.916

218.82

3 VOID B2 5

2.00

1.6

5

0.25

1.53

0.125

7.530

46

1.75

14.07 1 08 08 11.75 33.2

105.916

250.14

7172.864

13119.614

Total

421.309 kN

95


SN

MEMB ER

1

4-6-I-O

LENGTH ft in m 58

0.00

18

WIDTH ft in m

067BATCH


X in

m

ft

Y in

m


25 11 11.00 7. 7.899

0.125

436.370

55

6.25

16.92

28

2.00

8.59

7384.696

3746.24


2.00

1.6

5

0.25

1.53

0.125

7.530

46

1.75

14.07

35

0.00 10 1 0.7

105.916

80.335

3 VOID B2 5

2.00

1.6

5

0.25

1.53

0.125

7.530

46

1.75

14.07

21

4.25 6. 6 .51

105.916

49.016

7172.864

3616.889

Total

SN 1 2

MEMB ER

ft

LENGTH in m

7-4-D-E 17 COL

1

3.50

5.3

8.00

0.5

ft

WIDTH in m

16 11 11.75 5. 5.175 0

11 1 1.00 0.279

421.309 kN


X in

m

ft

Y in

m

0.125

85.242

34

0.88

10.39

97

11.00 29.8

0.125

0.443

26

5.00

8. 8 .052

10 107

0. 0.25

32 32.6

W*X (kN- W*Y(kNm) m) 885.238

2544.046

3.566

14.448

DEDUCTION (NEGATIVE) 3 STAIR X 6

5

2

4

5.75

1.365

0.125

8.344

34

0.25

10.37

10 103

6. 6 .88

31 31.6

86.523

263.398

4 STAIR Y 10

11.8

3.3

4

5.75

1.365

0.125

14.273

28

6.88

8.709 100

3.88

30.6

124.302

436.433

5

L_CEN

6

6.00

2

6

4.00

1.93

0.125

11.948

34

0.75

10.38

98

2.00

29 29.9

124.043

357.493

6

L_ L_SIDE

6

6.00

2

0

9.00

0.229

0.125

1.418

29 11.75 9.138

89

7.75

27 27.3

12.955

38.736

540.981

1462.434

Total

MEMB SN ER 1 2

LENGTH ft in m

7-4-L-K 17 COL

1

3.50

5.3

8.00

0.5

WIDTH ft in m 16 11.75 5. 5.175 0

11 11.00 0.279

49.703 kN


X in

ft

Y in

0.125

85.242

34

0.88

10.39

32

5.00

9.88

885.238

842.276

0.125

0.443

26

5.00

8. 8.052

23

4.00

7.11

3.566

3.15

m

m



067BATCH


6

5.00

2

4

5.75

1.365

0.125

8.344

34

0.25

10.37

26

9.13

8. 8.16

86.523

68.058

4 STAIR Y 10 1 1. 1.75 3 .3 .3

4

5.75

1.365

0.125

14.273

28

6.88

8.709

30

0.13

9.15

124.302

130.553

5

L_CEN

6

6.00

2

6

4.00

1.93

0.125

11.948

34

0.75

10 1 0.38

32

2.00

9.8

124.043

117.137

6

L_ L_SIDE

6

6.00

2

0

9.00

0.229

0.125

1.418

29 11.75 9.138

40

8.25

12 12.4

12.955

17.582

540.981

512.096

Total G.T

SN

MEMB ER

4

2

4

77-4-B-N 114

3 4-6-A-O 131 1 1. 1.8

18403.956 35183.811

WIDTH ft in m

BASEMENT (SLAB DL) ORIGIN AT O-1 X HEIG LOAD ft in HT(m) W(kN)

25

11

0.150

35

16

11.8

5.175

0.150

676.288

34

1

10.39

65

40

25

11

7.899

0.150

1191.574

55

6.25

16.92

65

LENGTH ft in m

1 11-3-B-N 114

49.703 1771.345 kN

35

7.899

1032.271 12 12

1.75

m 3.702

ft 65

Y in 2

m


19.9

3821.467

20503.998

2

19.9

7025.96

13433.117

2

19.9 20 20165.007 2 36 3668.235

DEDUCTION (NEGATIVE) 4

TAIRX1 6

5

2

4

5.75

1.365

0.150

10.012

34

0.25

10.37

10 103

6. 6 .88

31 31.6

103.827

5

TAIRY1 10

11.8

3.3

4

5.75

1.365

0.150

17.127

28

6.88

8.709 100

3.88

30.6

149.162

316.078 523.72

6

L_CEN

6

6.00

2

6

4.00

1.93

0.150

14.337

34

0.75

10.38

98

2.00

29 29.9

148.852

428.992

7

L_ L_SIDE

6

6.00

2

0

9.00

0.229

0.150

1.701

29 11.75 9.138

89

7.75

27 27.3

15.545

46.483

8

TAIRX

6

5.00

2

4

5.75

1.365

0.150

10.012

34

0.25

10 1 0.37

26

9.13

8. 8.16

103.827

81.67

9

TAIRY

10 11 11.75 3. 3.3

4

5.75

1.365

0.150

17.127

28

6.88

8.709

30

0.13

9.15

149.162

156.664

10 L_CEN2

6

6.00

2

6

4.00

1.93

0.150

14.337

34

0.75

10.38

32

2.00

9.8

148.852

140.565

11 L_SIDE

6

6.00

2

0

9.00

0.229

0.150

1.701

29

11 11.75 9.138

40

8.25

12 12.4

15.545

21.098

37

8

11

14

4. 4.25

4.375

188.360

7

6.75

28

6

8.69

434.17

1636.285

12

RA RAMP

0.150

Total

2625.417 kN

2. 2 .305

29743.492 54253.795


SN

MEMB ER

067BATCH

GROUND FLOOR & FIRST TO EIGHTH FLOOR SLABS (IMPOSED LOADS) ORIGIN AT O-1 Slab S1 LENGTH WIDTH UDL, LOAD, X Y W*X ft in m ft in m kN/m² W(kN) ft in m ft in m

1

1-3-B-N 11 114 4.00

34.85

2

BA BAL-X1

2

550.545

8

6.00

2. 2.591

3 4

25 11.00 7. 7.899 3

0.00

0. 0.914

3

7.105

BA B AL-X2

8

6.00

2. 2 .591

3

0.00

0.914

3

BA B AL-Y1

9

7.00

2. 2 .921

3

6.00

1.067

3

5

BA BAL-Y2

9

7.00

2. 2.921

3

6.00

1.067

6

BA BAL-Y3

9

7.00

2. 2.921

3

6.00

7

BA BAL-Y4

9

7.00

2. 2.921

3

6.00

12 1.50

W*Y

3.696

65

2.00

19.9

2034.812

10935.465

6

8.00

2.032

6

6.00

1.98

14.436

14.074

7.105

6

8.00

2. 2.032 123 10.00 37.7

14.436

268.153

9.350

-2 -7.00 -0.79

21 10.50 6.67

-7.359

62.347

3

9.350

-2 -7.00 -0.79

52

1.50

-7.359

148.555

1.067

3

9.350

-2 -7.00 -0.79

78

2.75

23 23.8

-7.359

222.944

1.067

3

9.350

-2 -7.00 -0.79 108 5.75

33 33.1

-7.359

309.152

15 15.9

DEDUCTION (NEGATIVE) 8 VOID A1

5

5.25

1. 1.657

5

0.25

1.53

2

5.070

21

7. 7.50

6. 6.591

30 30

2.00

9.2

33.419

46.623

9 VOID B1

5

2.00

1. 1.575

5

0.25

1.53

2

4.820

21

6. 6.00

6. 6.553

43 43

9.75

13 13.4

31.582

64.36

11.75 0.298

10.903

12 VOID C

3

0.25

0. 0 .921

0

2

0.549

12

9. 9.00

3. 3.886

65 65

2.00

19 19.9

2.133

10 VOID B2

5

2.00

1. 1 .575

5

0.25

1.53

2

4.820

21

6. 6.00

6. 6.553

86 86

6.25

26 26.4

31.582

127.1

11 VOID A2

5

5.25

1.657

5

0.25

1.53

2

5.070

21 7. 7.50 6. 6 .591 100 2. 2.00 30 30.5

33.419

154.805

1902.113

11556.899

W*X

W*Y

Total

MEMB SN ER

LENGTH ft in m

1

4-6-A-G

58

0.00

17.68

2

BAL-X1

8

6.00

2.591

WIDTH ft in m 25 11.00 7. 7.899 3

0.00

0.914

581.825 kN

Slab S2 UDL, LOAD, kN/m² W(kN)

ft

X in

55 6.25

Y in

m

16.92 102 2.00

m

ft

2

279.277

31.1

4726.205

8696.687

3

7.105

60 11.75 18.59 71 71

8.00 21 21.8

132.045

155.191 287.286

3

BAL-X2

8

6.00

2.591

3

0.00

0.914

3

7.105

60 11.75 18.59 132 8. 8.00 40 40.4

132.045

4

BA B AL-Y1

9

7.00

2. 2 .921

3

6.00

1.067

3

9.350

70

26 26.5

200.149

248.059

5

BAL-Y2

9

7.00

2.921

3

6.00

1.067

3

9.350

70 2. 2.75 21 2 1.41 117 3. 3.25 35 35.7

200.149

334.211

2. 2.75

21 21.41

87 87

0.50


067BATCH

DEDUCTION (NEGATIVE) 6 VOID B1

5

2.00

1. 1 .575

5

0.25

1.53

7 VOID B2

5

2.00

1.575

5

0.25

1.53

2 2

Total

MEMB SN ER

LENGTH ft in m

1

7-4-D-E

17

3.50

5.271

2

COL

1

8.00

0. 0.508

WIDTH ft in m 16 11.75 5. 5.175 0

11.00 0.279

4.820

46

1. 1.75

14 14.07

95 95

4.00

29 29.1

4.820

46 1. 1.75 1 4. 4.07 108 11.75 33.2

302.547 kN


ft

X in

m

ft

Y in

2

54.555

34 0.88

10.39

2

0.283

26 5.00

8.052 107 0.25

m

97 1 1. 1.00 29.8 32.6

67.786

140.045

67.786

160.089

5255.021

9421.300

W*X

W*Y

566.552

1628.189

2.282

9.247

DEDUCTION (NEGATIVE) 1.956

4

5.75

1.365

2

5.340

34 0. 0.25 1 0. 0.37 103 6. 6.88 31 31.6

55.375

168.575

4 ST STAIR Y 10 11 11.75 3.346

3 STAIR X

6

5.00

4

5.75

1.365

2

9.135

28 6. 6 .88

8.709 100 3. 3.88

30.6

79.553

279.317

5

L_CEN

6

6.00

1. 1.981

6

4.00

1.93

2

7.647

34 0.75

10 10.38

98 98

2.00

29 29.9

79.388

228.796

6

L_SIDE

6

6.00

1. 1.981

0

9.00

0. 0 .229

2

0.907

29 11.75 9.138

89 89

7.75

27 27.3

8.291

24.791

346.227

935.957

Total GT

SN

MEMB ER

ft

LENGTH in m

ft

WIDTH in m

31.810 kN 334.357


5601.248 10357.257

ft

X in

55 6.25

m 16.92

ft

Y in

m

28

2.00

W*X

W*Y

1

4-6-I-O

58

0.00

17.68

25 11.00 7. 7.899

2

279.277

8.59

4726.205

2397.593

2

BAL-X1

8

6.00

2.591

3

0.00

0.914

3

7.105

60 11.75 18.59 58 58

8.00 17 17.9

132.045

127.043

3

BA B AL-X2

8

6.00

2. 2 .591

3

0.00

0.914

3

7.105

60 11.75 18.59

-2

-4.00 -0.7

132.045

-5.051

4

BA B AL-Y1

9

7.00

2. 2 .921

3

6.00

1.067

3

9.350

70

2. 2.75

21 21.41

43 43

3.50

13 13.2

200.149

123.375

5

BA B AL-Y2

9

7.00

2. 2 .921

3

6.00

1.067

3

9.350

70

2. 2.75

21 21.41

13 13

0.75

3. 3.98

200.149

37.223


5

2.00

1. 1 .575

5

0.25

1.53

2

4.820

46

1. 1.75

14 14.07

35 35

0.00

10 10.7

67.786

51.414

7 VOID B2

5

2.00

1. 1.575

5

0.25

1.53

2

4.820

46

1. 1.75

14 14.07

21 21

4.25

6. 6.51

67.786

31.37

5255.021

2597.399

Total

302.547 kN


MEMB SN ER

LENGTH ft in m

1

7-4-L-K

17

3.50

5.271

2

COL

1

8.00

0.508

WIDTH ft in m 16 1 1. 1.75 5.175 0

11.00 0.279

067BATCH


ft

X in

m

ft

Y in

m

W*X

W*Y

2

54.555

34 0. 0.88

10.39

32

5.00 9 .8 .88

566.552

539.056

2

0.283

26 5.00

8.052

23

4. 4 .00

7.11

2.282

2.016

10 10.37

26 26

9.13

8. 8.16

55.375

43.557 83.554


6

5.00

1. 1 .956

4

5.75

1.365

2

5.340

34

0. 0.25

4 STAIR Y 10 11 11.75 3.346

4

5.75

1.365

2

9.135

28 6. 6.88

8.709 3 0

0.13 9. 9 .15

79.553

5

L_CEN

6

6.00

1. 1.981

6

4.00

1.93

2

7.647

34 0.75

10.38

32

2.00

9.8

79.388

74.968

6

L_SIDE

6

6.00

1. 1.981

0

9.00

0. 0 .229

2

0.907

29 11.75 9.138

40 40

8.25

12 12.4

8.291

11.252

346.227

327.741

5601.248

2925.140

Total GT

31.810 kN 334.357

NINTH FLOOR SLABS (IMPOSED LOADS) ORIGIN AT O-1

SN 1

MEMB ER

ft

LENGTH in m

1-3-B-N 11 114 4.00

34.85

ft

WIDTH in m

25 11.00 7. 7.899

Slab S1 UDL, LOAD, kN/m² W(kN) 1.5

412.908

1.5

3.803

ft

X in

m

ft

Y in

m

W*X

W*Y

12 1.50

3.696

65

2.00

19.9

1526.109

8201.599

21

7. 7.50

6. 6.591

30 30

2.00

9.2

25.064

34.967

DEDUCTION (NEGATIVE) 8 VOID A1 9 VOID B1 12 VOID C

5

5.25

1. 1 .657

5

5

2.00

1. 1 .575

5

3

0.25

0. 0 .921

0

0.25

1.53

0.25

1.53

1.5

3.615

21

6. 6.00

6. 6.553

43 43

9.75

13 13.4

23.687

48.27

11.75 0.298

1.5

0.412

12

9. 9.00

3. 3.886

65 65

2.00

19 19.9

1.6

8.177

10 VOID B2

5

2.00

1.575

5

0.25

1.53

1.5

3.615

21 6. 6.00 6. 6 .553 86 86

6.25 26 26.4

23.687

95.325

11 VOID A2

5

5.25

1.657

5

0.25

1.53

1.5

3.803

21 7. 7.50 6 .5 .591 100 2. 2.00 30 3 0.5

25.064

116.104

1427.007

7898.756

Total

397.662 kN


SN

MEMB ER

1

4-6-A-G

LENGTH ft in m 58

0.00

17.68

WIDTH ft in m 25 11.00 7. 7.899

067BATCH


ft

X in

55 6.25

Y in

m

16.92 102 2.00

31.1

m

ft

1.5

209.458

1.5

3.615

46 1. 1.75 14 14.07 95 95

3.615

46 1. 1.75

W*X

W*Y

3544.654

6522.515

50.84

105.034


5

2.00 1. 1 .575

5

0.25

1.53

7 VOID B2

5

2.00

5

0.25

1.53

1.575

1.5

Total

MEMB SN ER

LENGTH ft in m

1

7-4-D-E

17

3.50

5.271

2

COL

1

8.00

0. 0.508

WIDTH ft in m 16 11.75 5. 5.175 0

11.00 0.279

4.00 29 29.1

14.07 108 11.75 33.2

202.229 kN


ft

X in

m

ft

Y in

1.5

40.916

34 0.88

10.39

1.5

0.213

26 5.00

8. 8.052 107 0.25

m

97 11. 11.00 29.8 32 32.6

50.84

120.067

3442.974

6297.414

W*X

W*Y

424.914

1221.142

1.712

6.935

DEDUCTION (NEGATIVE) 3 ST STAIR X

1.956

4

5.75

1.365

1.5

4.005

34 0. 0.25

10.37 103 6. 6.88 3 1. 1.6

41.531

126.431

4 ST STAIR Y 10 1 1. 1.75 3.346

4

5.75

1.365

1.5

6.851

28 6.88

8.709 100 3. 3.88

30.6

59.665

209.488

5

L_CEN

6

6.00

1. 1.981

6

4.00

1.93

1.5

5.735

34

10 10.38

98 98

2.00

29 29.9

59.541

171.597

6

L_SIDE

6

6.00

1. 1 .981

0

9.00

0.229

1.5

0.680

29 11.75 9.138

89 89

7.75

27 27.3

6.218

18.593

Total GT

226.086

MEMB SN ER 1

4-6-I-O

6

5.00

LENGTH ft in m 58

0.00

17.68

WIDTH ft in m 25 11.00 7. 7.899

23.857 kN

Slab S3 UDL, LOAD, kN/m² W(kN) 1.5

0. 0.75

209.458

ft

X in

55 6.25

m 16.92

ft

Y in

m

28

2.00

8.59

259.671

701.968

3702.645

6999.382

W*X

W*Y

3544.654

1798.195


067BATCH


5

2.00

1. 1 .575

5

0.25

1.53

7 VOID B2

5

2.00

1. 1 .575

5

0.25

1.53

1.5 1.5

Total

MEMB SN ER

LENGTH ft in m

1

7-4-L-K

17

3.50

5.271

2

COL

1

8.00

0. 0.508

WIDTH ft in m 16 11.75 5. 5.175 0

11.00 0.279

3.615

46

1. 1.75

14 14.07

35 35

0.00

10 10.7

3.615

46

1. 1.75

14 14.07

21 21

4.25

6. 6.51

202.229 kN


ft

X in

m

ft

Y in

m

50.84

38.561

50.84

23.528

3442.974

1736.106

W*X

W*Y

1.5

40.916

34 0.88

10.39

32

5.00

9.88

424.914

404.292

1.5

0.213

26 5.00

8.052

23

4.00

7.11

1.712

1.512

DEDUCTION (NEGATIVE) 1.956

4

5.75

1.365

1.5

4.005

34 0. 0.25 10 1 0.37 26 26

9.13 8. 8.16

41.531

32.668

4 ST STAIR Y 10 11 11.75 3.346

3 STAIR X

6

5.00

4

5.75

1.365

1.5

6.851

28 6. 6 .88

8.709

0.13

9.15

59.665

62.666

5

L_CEN

6

6.00

1. 1.981

6

4.00

1.93

1.5

5.735

34 0.75

10 10.38

32 32

2.00

9.8

59.541

56.226

6

L_SIDE

6

6.00

1. 1.981

0

9.00

0.229

1.5

0.680

29 11.75 9.138

40 40

8.25

12 12.4

6.218

8.439

259.671

245.805

3702.645

1981.911

Total GT

30

23.857 kN 226.086

TOP FLOOR (SLAB IMPOSED) ORIGIN AT O-1

MEMB SN ER 1

7-4-D-E

2 L_ L_SLAB

LENGTH ft in m

WIDTH ft in m

Slab S4 (Block-S2) X UDL, LOAD, in kN/m² W(kN) ft

18

7.25

5.671

19

1.25

5.823

0.75

24.767

6

6.00

1.981

4

8.25

1.429

0.75

2.123

Total

m

34 10.75 10.64

ft

m

97 11. 11.00 29.8

29 11.75 9.138 8 6

26.890 kN

Y in

0.25 26 26.2

W*X

W*Y

263.418

739.161

19.401

55.667

282.819

794.828


SN

MEMB ER

1

7-4-D-E

2 L_ L_SLAB

LENGTH ft in m

WIDTH ft in m

18

7.25

5.671

19

1.25

5.823

6

6.00

1.981

4

8.25

1.429

Slab S5 (Block-S3) UDL, LOAD, kN/m² W(kN) ft 0.75

24.767

0.75

2.123

Total

SN 1

MEMB ER

LENGTH ft in m

1-3-B-N 114

4

2

7-4-B-N 114

4

3

4-6-A-O 13 131 11.8

34.85

067BATCH

X in

m

34 10.75 10.64

11

34.85

16 11.75 5.175 5.000 25

11

32

5.00

9.88

29 11.75 9.138 4 4

7.899 5.000 1 37 376.361 12 1.75

40.23

m

3.75 13 13.5

26.890 kN

BASEMENT SLAB (IMPOSED LOADS) ORIGIN AT O-1 WIDTH UDL, LOAD X ft in m kN/m² W(kN) ft in m 25

ft

Y in

901.718

34

1

7.899 5.000 1588.765 55 55 6.25

3.702

ft 65

Y in 2

m

W*X

W*Y

263.418

244.72

19.401

28.675

282.819

273.395

W*X

W*Y

19.9

5095.289

27338.664

9367.947

17910.822

10.39

65

2

19.9

16.92

65

2

19.9 26 26886.676 31557.646

DEDUCTION (NEGATIVE) 4 STAIRX1 6

5

1.956

4

5.75

1.365

5.000

13.350

34 0 .2 .25

10.37 103 6. 6.88

31.6

138.436

421.437

5 STAIRY1 10

11.8

3.346

4

5.75

1.365

5.000

22.836

28 6.88

8.709 100 3.88

30.6

198.883

698.293

6

1.93

5.000

19.117

34 0.75

10.38

98

2.00

29.9

198.469

571.989

L_CEN1

6

6.00

1.981

6

4.00

7 L_ L_SIDE1

6

6.00

1.981

0

9.00

0.229

5.000

2.268

29 11.75 9.138

89

7.75

27.3

20.727

61.978

8 STAIRX2 6

5.00

1.956

4

5.75

1.365

5.000

13.350

34 0.25

10.37

26

9.13

8.16

138.436

108.894

9 STAIRY2 10 11.75 3. 3.346

8.709

208.885

4

5.75

1.365

5.000

22.836

28 6.88

30

0.13

9.15

198.883

10 L_CEN2

6

6.00

1.981

6

4.00

1.93

5.000

19.117

34 0. 0.75 1 0. 0.38 3 2

2.00

9.8

198.469

187.42

11 L_SIDE2

6

6.00

1.981

0

9.00

0.229

5.000

2.268

29 11.75 9.138

8.25

12.4

20.727

28.131

12

37

8

11.48

14

4.25

4.375 5. 5.000

6

8.69

578.894

2181.713

RAMP

251.147

7

Total 3500.556 kN

40

6.75 2. 2 .305 28 28

39657.988 72338.392


SN

LENGTH MEMB f t in m ER

067BATCH

MAIN BEAM GROUND TO NINTH FLOOR BLOCK S1 X WID HEIG LOAD, f t i n m ft TH(m HT(m W(KN)

Y in in

m

W*X (kN W*Y (kN- REMAR m) m) KS

1

N-1-3

24

3.25

7.398 0.300

0 .4 .400

22.194

12

1.75

3.702

8

10.00

2 .6 .692

82.162

59.746

2

L-1-3

24

3.25

7.398 0.300 0 .4 .400

22.194

12

1.75

3.702

23

8.25

7.220

82.162

160.241

3

J-1-3

24

3.25

7.398 0.300

0 .4 .400

22.194

12

1.75

3.702

48

1.75

1 4. 4.675

82.162

325.697

4

H-1-3

24

3.25

7.398 0.300

0.400

22.194

12

1.75

3.702

65

2.00 1 9. 9.863

82.162

440.839

5

F-1-3

24

3.25

7.398 0.300 0 .4 .400

22.194

12

1.75

3.702

82

2.25 2 5. 5.051

82.162

555.982

6

D-1-3

24

3.25

7.398 0.300

22.194

12

1.75

3.702

106

7.75

32.506

82.162

721.438

7

B-1-3

24

3.25

7.398 0.300

0.400

22.194

12

1.75

3.702

121

6.00

37.033

82.162

821.910

8

1-N-L

14 10.25 4.528 0.300

0. 0.400

13.584

0

0.00

0.000

16

3.25

4.959

0.000

67.363

0.400

9

1-L-J

24

5.50

7.455 0.300 0 .4 .400

22.365

0

0.00

0.000

35

0.000

244.986

10

1-J-H

17

0.25

5.188 0.300

0 .4 .400

15.564

0

0.00

0.000

56

11.25 10.954 8.00

1 7. 7.272

0.000

268.821

11

1-H-F

17

0.25

5.188 0.300 0 .4 .400

15.564

0

0.00

0.000

73

8.25 2 2. 2.460

0.000

349.567

12

1-F-D

24

5.50

7.455 0.300 0 .4 .400

22.365

0

0.00

0.000

94

5.25 2 8. 8.785

0.000

643.777

13

1-D-B

14 10 10.50 4.534 0.300

0.400

13.602

0

0.00

0.000

114

1.25

34.779

0.000

473.064

14

2-N-L

14 1 10 0.25 4.528 0.300

0.400

13.584

15

1.25

4.604

16

3.25

4.959

62.541

67.363

15

2-L-J

24

5.50

7.455 0.300

0.400

22.365

15

1.25

4.604

35

102.968

244.986

16

2-J-H

17

0.25

5.188 0.300

0.400

15.564

15

1.25

4.604

56

8.00

17.272

71.657

268.821

17

2-H-F

17

0.25

5.188 0.300

0.400

15.564

15

1.25

4.604

73

8.25

22.460

71.657

349.567

18

2-F-D

24

5.50

7.455 0.300

0.400

22.365

15

1.25

4.604

94

5.25

28.785

102.968

643.777

19

2-D-B

14 10. 10.50 4.534 0. 0.300

0.400

13.602

15

1.25

4.604

114

1.25

34.779

62.624

473.064

20

3-N-L

14 10 10.25 4.528 0.300

0.400

13.584

24

3.25

7.398

16

3.25

4.959

21

3 -L-J

24

5.50

7.455 0. 0.300

0.400

22.365

24

3.25

7.398

35

22

3-J-H J-H

17

0.25

5.188 0.300

0.400

15.564

24

3.25

7.398

56

8.00

23

3-H-F

17

0.25

5.188 0.300

0.400

15.564

24

3.25

7.398

73

8.25

11.25 10.954

100.494

67.363

165.456

244.986

17.272

115.142

268.821

22.460

115.142

349.567

11.25 10.954

N O I T C E R I D X

N O I T C E R I D Y


SN

LENGTH MEMB ft in m ER 5.50

WID HEIG LOAD, TH(m HT(m W(KN)

ft

067BATCH

X in

m

ft

Y in in

m


24

3-F-D

24

7.455 0.300

0.400

22.365

24

3.25

7.398

94

5.25

28.785

165.456

643.777

25

3-D 3-D-B

14 10.5 10.50 0 4.534 .534 0.30 .300

0.400 .400

13.6 13.60 02

24

3.25 .25

7.398 .398

114

1.25 .25

34.7 34.779 79

100. 100.62 628 8

473.0 73.064 64

1811.867

9228.587

Total 464.490 kN

SN

LENGTH MEMB ft in m ER

GROUND TO NINTH FLOOR BLOCK S2 X WID HEIG LOAD, in m ft TH(m HT(m W(KN) ft

Y in in

m


1

G-4-6

24

3.25

7.4

0.300

0 0..400

22.194

55

6.25

16.92

74

0.00

22.56

375.589

500.586

2

E-4-6

24

3.25

7.4

0.300

0 0..400

22.194

55

6.25

16.92

89

2.25

27.18

375.589

603.322

3

D-7-4

16 11 11.50

5.17

0.300

0.400

15.507

34 10 10.75

10.64

106

7.75

32.51

164.932

504.071

4

C-4-6

24

3.25

7.4

0.300

0.400

22.194

55

6.25

16.92

113

3.75

34.54

375.589

766.536

5

A-4-6

24

3.25

7.4

0.300

0.400

22.194

55

6.25

16.92

130

4.00

39.73

375.589

881.679

6

7-E-D

17

5.5

5.321 0.300

0 0..400

15.963

26

5

8.052

97

11

29.845

128.534

476.416

81

7

4-G-E

15

2.25

4.629 0.300

0.400

13.887

43

4.5

13.221

7.25

24.873

183.600

345.411

8

4-E-C

24

1.75

7.360 0.300

0.400

22.080

43

4.5

13.221 101 101

3.25

30.867

291.920

681.543

9

4-C-A

17

0.25

5.188 0. 0.300

0.400

15.564

43

4.5

13.221 121 121

10.3

37.141

205.772

578.063

10

5-G-E

15

2.25

4.629 0. 0.300

0.400

13.887

52

6.75

16.021

7.25

24.873

222.484

345.411

11

5-E-C -E-C

24

1.75 .75

7.360 .360 0.30 .300

0.400 .400

22.0 22.08 80

52

6.75 .75

16.0 6.021 101 101

3.25 .25

30.8 30.867 67

353. 353.74 744 4

681.5 81.543 43

12

5-C5-C-A A

17

0.25 .25

5.188 .188 0.30 .300

0.400 .400

15.5 15.56 64

52

6.75 .75

16.0 6.021 121 121

10.3 0.3

37.1 37.141 41

249. 249.35 351 1

578.0 78.063 63

13

6-G-E

15

2.25

4.629 0. 0.300

0.400

13.887

67

7.75

20.618

7.25

24.873

286.322

345.411

14

6-E-C

24

1.75

7.360 0. 0.300

0.400

22.080

67

7.75

20.618 101

3.25

30.867

455.245

681.543

15

6-C6-C-A A

17

0.25 .25

5.188 .188 0.30 .300

0.400 .400

15.5 15.56 64

67

7.75 .75

20.6 0.618 121 121

10.3 0.3

37.1 37.141 41

320. 320.89 899 9

578.0 78.063 63

4365.159

8547.661

Total 274.839 kN

81

81

R T N - I C O D E I

N O I - T X C E R I D

N O I T C E R I D Y


SN

LENGTH MEMB ER ft in m

067BATCH

TOP FLOOR BLOCK S2 X WID HEIG LOAD, TH(m HT(m W (KN) ft in m

ft

Y in in

m


1

D-7 D-7-4

16 11.5 1.50 5.1 5.169 69 0.3 0.30 00

0.400 .400

15.5 15.50 07

34 10.7 0.75 10.6 0.636 106 106

7.75 .75

32.5 2.506

164. 164.93 932 2

504.0 04.071 71

2

E-7-4 -7-4

16 11.5 11.50 0 5.169 .169 0.30 .300

0.400 .400

15.5 15.50 07

34 10.7 10.75 5 10.6 0.636

89

2.25 .25

27.1 7.184

164. 164.93 932 2

421.5 21.542 42

3

7-E-D

17

5.50

5.321 0.300

0.400

15.963

26

5.00

8.052

97

11.00 29.845

128.534

476.416

4

4-E-D

17

5.50

5.321 0.300

0.400

15.963

26

5.00

8.052

97

11.00 29.845

128.534

476.416

Total

62.940 kN

586.932

1878.445

SN


GROUND TO NINTH FLOOR BLOCK S3 X WID HEIG LOAD, f t i n m ft TH(m HT(m W(KN)

Y in in

m

R I D - R I D -

W*X (kN W*Y (kNEMARK m) m)

1

O-4-6

24

3.25

7.398 0.300

0.400

22.194

55

6.25

16.923

0

0.00

0.000

375.589

0.000

2

M-4-6

24

3.25

7.398 0.300

0.400

22.194

55

6.25

16.923

17

0.25

5.188

375.589

115.142

3

L-7-4

16 11. 11.50 5.169 0. 0.300

0.400

15.507

34 10 10..75 10.636

23

8.25

7.220

164.932

111.961

4

K-4-6

24

3.25

7.398 0.300

0.400

22.194

55

6.25

16.923

41

1.75

12.541

375.589

278.335

5

I-4-6

24

3.25

7.398 0.300

0.400

22.194

55

6.25

16.923

56

4.00

17.170

375.589

381.071

6

7-L-K

17

5.50

5.321 0.300

0.400

15.963

26

5.00

8.052

32

5.00

9.881

128.534

157.730

7

4-O-M

17

0.25

5.188 0.300

0.400

15.564

43

4.50

13.221

8

6.25

2.597

205.772

40.420

8

4-M-K

24

1.50

7.353 0.300

0.400

22.059

43

4.50

13.221

29

1.25

8.871

291.642

195.685 206.430

9

4-K-I

15

2.25

4.629 0.300

0.400

13.887

43

4.50

13.221

48

9.25

14.865

183.600

10

5-O-M

17

0.25

5.188 0.300

0.400

15.564

52

6.75

16.021

8

6.25

2.597

249.351

40.420

11

5-M-K

24

1.50

7.353 0.300

0.400

22.059

52

6.75

16.021

29

1.25

8.871

353.407

195.685

12

5-K-I

15

2.25

4.629 0.300

0.400

13.887

52

6.75

16.021

48

9.25

14.865

222.484

206.430

13

6-O-M

17

0.25

5.188 0.300

0.400

15.564

67

7.75

20.618

8

6.25

2.597

320.899

40.420

N O I - T X C E R I D

N O I T C E R I D Y


SN


WID HEIG LOAD, TH(m HT(m W(KN)

ft

067BATCH

X in

m

ft

Y in in

m


14

6-M-K

24

1.50

7.353 0.300

0.400

22.059

67

7.75

20.618

29

1.25

8.871

454.812

195.685

15

6-K-I

15

2.25

4.629 0.300

0.400

13.887

67

7.75

20.618

48

9.25

14.865

286.322

206.430

4364.111

2371.844

Total 274.776 kN

SN

LENGTH MEMB ER ft in m

TOP FLOOR BLOCK S3 X WID HEIG LOAD, TH(m HT(m W (KN) ft in m

ft

Y in in

m

R T N - I C O D E I

W*X (kN W*Y (kNEMARK m) m)

1

L-7-4

16 11. 11.50 5.169 0. 0.300

0.400

15.507

34 10 10..75 10.636

23

8.25

7.220

164.932

111.961

2

K-7 K-7-4

16 11.5 11.50 0 5.169 .169 0.30 .300

0.400 .400

15.5 15.50 07

34 10.7 10.75 5 10.6 0.636

41

1.75 .75

12.5 2.541

164. 164.93 932 2

194.4 94.473 73

3

7-L-K

17

5.50

5.321 0.300

0.400

15.963

26

5.00

8.052

32

5.00

9.881

128.534

157.730

4

4-L-K

17

5.50

5.321 0.300

0.400

15.963

26

5.00

8.052

32

5.00

9.881

128.534

157.730

Total

62.940 kN

586.932

621.894

R I D - R I D -


067BATCH

SECONDARY BEAM GROUND TO NINTH FLOOR

Beam At

C/C L (mm)

Length (mm)

Width (mm)

Depth (mm)

BLOCK S1 W (KN)

X (m)

Y (m)

W*X (kN-m)

W*Y (kN-m)

DIRECT ION

1-2-B-D

4534

4234

230

300

7.30365

2.168

34.766

15.833

253.919

Y

1-2-D-F

4604

4304

230

300

7.4244

2.203

28.778

16.354

213.659

X

1-2-F-H

4604

4304

230

300

7.4244

2.203

22.454

16.354

166.707

X

1-2-L-N

4534

4234

230

300

7.30365

2.168

4.953

15.833

36.175

Y

1-2-J-L

4604

4304

230

300

7.4244

2.203

10.954

16.354

81.327

X

1-2-H-J

4604

4304

230

300

7.4244

2.203

17.266

16.354

128.190

X

Total

44.305

97.084

879.977

X (m)

Y (m)

W*X (kN-m)

W*Y (kN-m)

DIRECT ION

Beam At

C/C L (mm)

Length (mm)

Width (mm)

Depth (mm)

BLOCK S2 W (KN)

5-6-A-C

4604

4304

230

300

7.4244

18.218

37.128

135.258

275.653

X

5-6-C-E

4604

4304

230

300

7.4244

18.218

30.855

135.258

229.080

X

5-6-E-G

2800

2500

230

300

4.3125

17.316

24.867

74.675

107.239

X

Total

19.161

345.191

611.972

Depth (mm)

BLOCK S3 W (KN)

W*X (kN-m)

W*Y (kN-m)

Beam At

C/C L (mm)

Length (mm)

Width (mm)

X (m)

Y (m)

DIRECT ION

5-6-I-K

2800

2500

230

300

4.3125

17.316

14.846

74.675

64.023

X

5-6-K-M

4604

4304

230

300

7.4244

18.218

8.858

135.258

65.765

X

5-6-M-O

4604

4304

230

300

7.4244

18.218

2.591

135.258

19.237

X

Total

19.161

345.191

149.025


SN

LENGTH MEMBE ft in m R

067BATCH

COLUMN GROUND TO NINTH FLOOR (Origin at O-1) BLOCK S1 X Y WIDT HEIG LOAD m ft in H (m) HT (m) W(KN) ft in 0

m

W*X (kN W*Y (kN REMAR m) m) KS

1

N-1

9

0.00 2.743

0.500

0.500

17.144

0.00

0. 0.000

8

10.00

2. 2.692

0.000

46.151

2

N-2

9

0.00 2.743

0.500

0.500

17.144

15 1.25

4. 4 .604

8

10.00

2. 2 .692

78.930

46.151

3

N-3

9

0.00 2.743

0.500

0.500

17.144

24 3.25

7. 7 .398

8

10.00

2 .6 .692

126.829

46.151

4

L-1

9

0.00 2.743

0.500

0.500

17.144

0.00

0. 0.000

23

8.25

7.220

0.000

123.778

5

L-2

9

0.00 2.743

0.500

0.500

17.144

15 1.25

4 .604 4.

23

8.25

7.220

78.930

123.778

6

L-3

9

0.00 2.743

0.500

0.500

17.144

24 3.25

7 7..398

23

8.25

7.220

126.829

123.778

7

K-3

9

0.00 2.743

0.500

0.500

17.144

24 3 3..25

7.398

41

1.75

12.541

126.829

215.000

8

J-1

9

0.00 2.743

0.500

0.500

17.144

0.00

0. 0.000

48

1.75

14 14.675

0.000

251.585

0

0

9

J-2

9

0.00 2.743

0.500

0.500

17.144

15 1.25

4. 4 .604

48

1.75

1 4. 4.675

78.930

251.585

10

J- 3

9

0.00 2.743

0.500

0.500

17.144

24 3 3..25

7.398

48

1.75

14.675

126.829

251.585

11

H-1

9

0.00 2.743

0.500

0.500

17.144

0.00

0 .000 0.

65

2.00

1 9.863 19

0.000

340.526

12

H-2

9

0.00 2.743

0.500

0.500

17.144

15 1.25

4.604

65

2.00

19.863

78.930

340.526

13

H-3

9

0.00 2.743

0.500

0.500

17.144

24 3.25

7.398

65

2.00

19.863

126.829

340.526

14

F-1

9

0.00 2.743

0.500

0.500

17.144

0.00

0. 0 .000

82

2.25

25 2 5.051

0.000

429.468

15

F-2

9

0.00 2.743

0.500

0.500

17.144

15 1.25

4.604

82

2.25

25.051

78.930

429.468

16

F-3

9

0.00 2.743

0.500

0.500

17.144

24 3.25

7.398

82

2.25

25.051

126.829

429.468

17

E-3

9

0.00 2.743

0.500

0.500

17.144

24 3.25

18

D-1

9

0.00 2.743

0.500

0.500

17.144

19

D-2

9

0.00 2.743

0.500

0.500

20

D-3

9

0.00 2.743

0.500

0.500

21

B -1

9

0.00 2.743

0.500

0.500

17.144

22

B -2

9

0.00 2.743

0.500

0.500

23

B -3

9

0.00 2.743

0.500

0.500

Total

394.306 kN

0

0

7.398

89

2.25

27.184

126.829

466.036

0.00

0. 0 .000

10 106

7. 7.75

32 3 2.506

0.000

557.275

17.144

15 1.25

4.604

10 1 06

7. 7.75

32.506

78.930

557.275

17.144

24 3. 3.25

7.398

106

7.75

32.506

126.829

557.275

0.00

0. 0 .000

12 121

6. 6.00

37 3 7.033

0.000

634.884

17.144

15 1.25

4.604

12 1 21

6. 6.00

37.033

78.930

634.884

17.144

24 3. 3.25

7.398

121

6.00

37.033

126.829

634.884

1693.971

7832.037

0

0


LENGTH MEMBE SN R ft in m

WIDT HEIG LOAD H(m) HT(m) W(KN)

067BATCH

BLOCK S2 X ft in m

ft

Y in

m


1

G-4

9

0.00 2.743

0.500

0.500

17.144

43 4. 4.50 13.221 7 4

0.00

22.555

226.658

386.677

2

G-5

9

0.00 2.743

0.500

0.500

17.144

52 6. 6.75 16.021 7 4

0.00

22.555

274.660

386.677

3

G-6

9

0.00 2.743

0.500

0.500

17.144

67 7. 7.75 20.618 7 4

0.00

22.555

353.470

386.677

4

E-7

9

0.00 2.743

0.500

0.500

17.144

26

5. 5.00

89

2.25

27.184

138.041

466.036

5

E-4

9

0.00 2.743

0.500

0.500

17.144

43

4.50 13.221 4.

89 89

2.25

27.184

226.658

466.036

6

E-5

9

0.00 2.743

0.500

0.500

17.144

52

6.75 16.021 6.

89 89

2.25

27.184

274.660

466.036

7

E-6

9

0.00 2.743

0.500

0.500

17.144

67

7.75 20.618 7.

89 89

2.25

27.184

353.470

466.036

8

D-7

9

0.00 2.743

0.500

0.500

17.144

26 5. 5.00

32.506

138.041

557.275

9

D-4

9

0.00 2.743

0.500

0.500

17.144

43 4. 4.50 13.221 106

7.75

32.506

226.658

557.275

10

C -4

9

0.00 2.743

0.500

0.500

17.144

43 4. 4.50 13.221 113

3.75

34.538

226.658

592.111

11

C -5

9

0.00 2.743

0.500

0.500

17.144

52 6. 6.75 16.021 113

3.75

34.538

274.660

592.111

12

C -6

9

0.00 2.743

0.500

0.500

17.144

67 7. 7.75 20.618 113

3.75

34.538

353.470

592.111

13

A-4

9

0.00 2.743

0.500

0.500

17.144

43 4. 4.50 13.221 130

4.00

39.726

226.658

681.053

14

A-5

9

0.00 2.743

0.500

0.500

17.144

52 6. 6.75 16.021 130

4.00

39.726

274.660

681.053

15

A-6

9

0.00 2.743

0.500

0.500

17.144

67 7. 7.75 20.618 130

4.00

39.726

353.470

681.053

Total

257.156 kN

3921.892

7958.217

SN 1

LENGTH MEMBE R ft in m

8.052

8.052 1 0 06 6 7. 7 .75

TOP FLOOR (Origin at O-1) BLOCK S2 X WIDT HEIG LOAD H(m) HT(m) W(KN) ft in m ft

E-7

9

0.00 2.743

0.500

0.500

17.1438

2

E-4

9

0.00 2.743

0.500

0.500

17.1438 43 43 4. 4.50 13.221

3

D-7

9

0.00 2.743

0.500

0.500

17.1438 26 26 5. 5.00

4

D-4

9

0.00 2.743

0.500

0.500

17.1438 43 43 4. 4.50 13.221 106

Total

26 26

68.575 kN

5.00 5.

8.052

8.052

Y in

m


89

2.25

27.184

138.041

466.036

89

2.25

27.184

226.658

466.036

106

7.75

32.506

138.041

557.275

7.75

32.506

226.658

557.275

729.398

2046.622




067BATCH

BLOCK S3 X ft in m

ft

Y in

m


1

O-4

9

0.00 2.743

0.500

0.500

17.144

43 4.50 13.221

0

0.00

0.000

226.658

0.000

2

O-5

9

0.00 2.743

0.500

0.500

17.144

52 6.75 16.021

0

0.00

0.000

274.660

0.000

3

O-6

9

0.00 2.743

0.500

0.500

17.144

67 7.75 20.618

0

0.00

0.000

353.470

0.000

4

M-4

9

0.00 2.743

0.500

0.500

17.144

43

4. 4.50 13.221

17 17

0.25

5.188

226.658

88.942

5

M-5

9

0.00 2.743

0.500

0.500

17.144

52

6. 6.75 16.021

17 17

0.25

5.188

274.660

88.942

6

M-6

9

0.00 2.743

0.500

0.500

17.144

67

7. 7.75 20.618

17 17

0.25

5.188

353.470

88.942

7

L-7

9

0.00 2.743

0.500

0.500

17.144

26 5.00

23

8.25

7.220

138.041

123.778

8

L-4

9

0.00 2.743

0.500

0.500

17.144

43

23 23

8.25

7.220

226.658

123.778

9

K-7

9

0.00 2.743

0.500

0.500

17.144

26 5 5..00

41

1.75

12.541

138.041

215.000

10

K-4

9

0.00 2.743

0.500

0.500

17.144

43 4. 4.50 13.221

41

1.75

12.541

226.658

215.000

11

K-5

9

0.00 2.743

0.500

0.500

17.144

52 6. 6.75 16.021

41

1.75

12.541

274.660

215.000

12

K-6

9

0.00 2.743

0.500

0.500

17.144

67 7. 7.75 20.618

41

1.75

12.541

353.470

215.000

13

I-4

9

0.00 2.743

0.500

0.500

17.144

43 4. 4.50 13.221

56

4.00

17.170

226.658

294.358

14

I-5

9

0.00 2.743

0.500

0.500

17.144

52 6. 6.75 16.021

56

4.00

17.170

274.660

294.358

15

I-6

9

0.00 2.743

0.500

0.500

17.144

67 7. 7.75 20.618

56

4.00

17.170

353.470

294.358

Total

257.156 kN

3921.892

2257.456

SN 1


8 8..052

4. 4.50 13.221 8.052

TOP FLOOR (Origin at O-1) BLOCK S3 X WIDT HEIG LOAD H(m) HT(m) W(KN) ft in m ft

L-7

9

0.00 2.743

0.500

0.500

17.1438

26 26

5. 5.00

2

L-4

9

0.00 2.743

0.500

0.500

17.1438

43 43

4.50 13.221 4.

3

K-7

9

0.00 2.743

0.500

0.500

17.1438 26 26 5. 5.00

4

K-4

9

0.00 2.743

0.500

0.500

17.1438 43 43 4. 4.50 13.221

Total

68.575 kN

8.052

8.052

Y in

23

8.25

23 23 41 41

m


7.220

138.041

123.778

8.25

7.220

226.658

123.778

1.75

12.541

138.041

215.000

1.75

12.541

226.658

215.000

729.398

677.556


SN


067BATCH

BASEMENT ORIGIN AT O-1 BLOCK S1 X WIDT HEIG LOAD H(m) HT(m) W(KN) ft in m 0

ft

Y in

m


1

N-1

9

0.00 2.743

0.500

0.500

17.144

0.00

0. 0.000

8

10.00

2. 2.692

0.000

46.151

2

N-2

9

0.00 2.743

0.500

0.500

17.144

15 1.25

4. 4 .604

8

10.00

2. 2 .692

78.930

46.151

3

N-3

9

0.00 2.743

0.500

0.500

17.144

24 3.25

4

L-1

9

0.00 2.743

0.500

0.500

17.144

5

L-2

9

0.00 2.743

0.500

0.500

6

L-3

9

0.00 2.743

0.500

7

K-3

9

0.00 2.743

0.500

8

J-1

9

0.00 2.743

9

J-2

9

0.00 2.743

10

J- 3

9

11

H-1

12

H-2

13

H-3

14 15

7. 7 .398

8

10.00

2 .6 .692

126.829

46.151

0.00

0. 0.000

23

8.25

7.220

0.000

123.778

17.144

15 1.25

4 .604 4.

23

8.25

7.220

78.930

123.778

0.500

17.144

24 3.25

7 7..398

23

8.25

7.220

126.829

123.778

0.500

17.144

24 3 3..25

7.398

41

1.75

12.541

126.829

215.000

0.500

0.500

17.144

0.00

0. 0.000

48

1.75

14 14.675

0.000

251.585

0.500

0.500

17.144

15 1.25

4. 4 .604

48

1.75

1 4. 4.675

78.930

251.585

0.00 2.743

0.500

0.500

17.144

24 3 3..25

7.398

48

1.75

14.675

126.829

251.585

9

0.00 2.743

0.500

0.500

17.144

0.00

0 .000 0.

65

2.00

1 9.863 19

0.000

340.526

9

0.00 2.743

0.500

0.500

17.144

15 1.25

4.604

65

2.00

19.863

78.930

340.526

9

0.00 2.743

0.500

0.500

17.144

24 3.25

7.398

65

2.00

19.863

126.829

340.526

F-1

9

0.00 2.743

0.500

0.500

17.144

0.00

0. 0 .000

82

2.25

25 2 5.051

0.000

429.468

F-2

9

0.00 2.743

0.500

0.500

17.144

15 1.25

4.604

82

2.25

25.051

78.930

429.468

16

F-3

9

0.00 2.743

0.500

0.500

17.144

24 3.25

7.398

82

2.25

25.051

126.829

429.468

17

E-3

9

0.00 2.743

0.500

0.500

17.144

24 3.25

7.398

89

2.25

27.184

126.829

466.036

18

D-1

9

0.00 2.743

0.500

0.500

17.144

0.00

0. 0 .000

10 106

7. 7.75

32 3 2.506

0.000

557.275

19

D-2

9

0.00 2.743

0.500

0.500

17.144

15 1.25

4.604

10 1 06

7. 7.75

32.506

78.930

557.275

20

D-3

9

0.00 2.743

0.500

0.500

17.144

24 3. 3.25

7.398

106

7.75

32.506

126.829

557.275

21

B -1

9

0.00 2.743

0.500

0.500

17.144

0.00

0. 0 .000

12 121

6. 6.00

37 3 7.033

0.000

634.884

22

B -2

9

0.00 2.743

0.500

0.500

17.144

15 1.25

4.604

12 1 21

6. 6.00

37.033

78.930

634.884

23

B -3

9

0.00 2.743

0.500

0.500

17.144

24 3. 3.25

7.398

121

6.00

37.033

126.829

634.884

Total

394.306 kN

1693.971

7832.037

0

0

0

0

0

0




067BATCH

BLOCK S2 X ft in m

ft

Y in

m


1

G-4

9

0.00 2.743

0.500

0.500

17.144

43 4. 4.50 13.221 7 4

0.00

22.555

226.658

386.677

2

G-5

9

0.00 2.743

0.500

0.500

17.144

52 6. 6.75 16.021 7 4

0.00

22.555

274.660

386.677

3

G-6

9

0.00 2.743

0.500

0.500

17.144

67 7. 7.75 20.618 7 4

0.00

22.555

353.470

386.677

4

E-7

9

0.00 2.743

0.500

0.500

17.144

26

5. 5.00

89

2.25

27.184

138.041

466.036

5

E-4

9

0.00 2.743

0.500

0.500

17.144

43

4.50 13.221 4.

89 89

2.25

27.184

226.658

466.036

6

E-5

9

0.00 2.743

0.500

0.500

17.144

52

6.75 16.021 6.

89 89

2.25

27.184

274.660

466.036

7

E-6

9

0.00 2.743

0.500

0.500

17.144

67

7.75 20.618 7.

89 89

2.25

27.184

353.470

466.036

8

D-7

9

0.00 2.743

0.500

0.500

17.144

26 5. 5.00

8.052 1 0 06 6 7. 7 .75

32.506

138.041

557.275

9

D-4

9

0.00 2.743

0.500

0.500

17.144

43 4. 4.50 13.221 106

7.75

32.506

226.658

557.275

10

C -4

9

0.00 2.743

0.500

0.500

17.144

43 4. 4.50 13.221 113

3.75

34.538

226.658

592.111

11

C -5

9

0.00 2.743

0.500

0.500

17.144

52 6. 6.75 16.021 113

3.75

34.538

274.660

592.111

12

C -6

9

0.00 2.743

0.500

0.500

17.144

67 7. 7.75 20.618 113

3.75

34.538

353.470

592.111

13

A-4

9

0.00 2.743

0.500

0.500

17.144

43 4. 4.50 13.221 130

4.00

39.726

226.658

681.053

14

A-5

9

0.00 2.743

0.500

0.500

17.144

52 6. 6.75 16.021 130

4.00

39.726

274.660

681.053

15

A-6

9

0.00 2.743

0.500

0.500

17.144

67 7. 7.75 20.618 130

4.00

39.726

353.470

681.053

16

B -7

9

0.00 2.743

0.500

0.500

17.144

26 5. 5.00

6.00

37.033

138.041

634.884

Total

274.300 kN

4059.933

8593.101

8.052

8.052

121



067BATCH

BLOCK S3 X WIDT HEIG LOAD H(m) HT(m) W(KN) ft in m

ft

Y in

m


1

O-4

9

0.00 2.743

0.500

0.500

17.144

43 4.50 13.221

0

0.00

0.000

226.658

0.000

2

O-5

9

0.00 2.743

0.500

0.500

17.144

52 6.75 16.021

0

0.00

0.000

274.660

0.000

3

O-6

9

0.00 2.743

0.500

0.500

17.144

67 7.75 20.618

0

0.00

0.000

353.470

0.000

4

M-4

9

0.00 2.743

0.500

0.500

17.144

43

4. 4.50 13.221

17 17

0.25

5.188

226.658

88.942

5

M-5

9

0.00 2.743

0.500

0.500

17.144

52

6. 6.75 16.021

17 17

0.25

5.188

274.660

88.942

6

M-6

9

0.00 2.743

0.500

0.500

17.144

67

7. 7.75 20.618

17 17

0.25

5.188

353.470

88.942

7

L-7

9

0.00 2.743

0.500

0.500

17.144

26 5.00

8

L-4

9

0.00 2.743

0.500

0.500

17.144

43

8 8..052

4. 4.50 13.221 8.052

23

8.25

7.220

138.041

123.778

23 23

8.25

7.220

226.658

123.778

9

K-7

9

0.00 2.743

0.500

0.500

17.144

26 5 5..00

41

1.75

12.541

138.041

215.000

10

K-4

9

0.00 2.743

0.500

0.500

17.144

43 4. 4.50 13.221

41

1.75

12.541

226.658

215.000

11

K-5

9

0.00 2.743

0.500

0.500

17.144

52 6. 6.75 16.021

41

1.75

12.541

274.660

215.000

12

K-6

9

0.00 2.743

0.500

0.500

17.144

67 7. 7.75 20.618

41

1.75

12.541

353.470

215.000

13

I-4

9

0.00 2.743

0.500

0.500

17.144

43 4. 4.50 13.221

56

4.00

17.170

226.658

294.358

14

I-5

9

0.00 2.743

0.500

0.500

17.144

52 6. 6.75 16.021

56

4.00

17.170

274.660

294.358

56

4.00

17.170

353.470

294.358

8

10.00

2.692

138.041

46.151

4059.933

2303.607

15

I-6

9

0.00 2.743

0.500

0.500

17.144

67 7. 7.75 20.618

16

N-7

9

0.00 2.743

0.500

0.500

17.144

26 5.00

Total

274.300 kN

8.052


067BATCH

SHEAR WALL BASEMENT W X (kN) (m)

Wall

Length (mm)

Width (mm)

Thicknes s (mm)

1 1--B-D

2868.2

4026

230

66.397

2

1-D-F

2868.2

6953

230

3

11-F-H

2868.2

4680

230

4

1-H-J

2868.2

4680

5

1-J-L

2868.2

6

1 1--L-N

2868.2

7

3 3--B-D

8

3 3--D-E

SN 1

Y (m)

W*X (kN-m)

W*Y (kN-m)

-0.1397

3 34 4.7726

-9.276

2308.810

114.670

-0.1397

28.7782

-16.019

3299.994

77.183

-0.1397

22.46

-10.783

1733.532

230

77.183

-0.1397

17.272

-10.783

1333.109

6953

230

114.670

-0.1397

10.9538

-16.019

1256.066

4026

230

66.397

-0.1397

4 4..43865

-9.276

294.715

2868.2

4026

230

66.397

7.5057

34.7726

498.359

2308.810

2868.2

3346

230

55.183

7.5057

30.5816

414.185

1687.576

9

33-K-L

2868.2

3346

230

55.183

7.5057

9.15035

414.185

504.941

10

33-L-N

2868.2

4026

230

66.397

7.5057

4.95935

498.359

329.288

11

77 -B-D

2868.2

4026

230

66.397

7.8994

34.7726

524.500

2308.810

12

77 -D-E

2868.2

3346

230

55.183

7.8994

30.5816

435.910

1687.576

13

77-K-L

2868.2

3346

230

55.183

7.8994

9.15035

435.910

504.941

14

77-L-N

2868.2

4026

230

66.397

7.8994

4.95935

524.500

329.288

15

4-A-C

2868.2

4680

230

77.183

13.0874

37.1348

1010.124

2866.185

16

44 -C-D

2868.2

1530

230

25.233

13.0874

33 3 3.5217

330.233

845.851

17

44-L-M

2868.2

1530

230

25.233

13.0874

6. 6 .20395

330.233

156.544

18

4-M-O 4-

2868.2

4680

230

77.183

13.0874

2.47015

1010.124

190.654

19

6-A-C

2868.2

4680

230

77.183

20.7582

37.1348

1602.182

2866.185

20

6-C-E

2868.2

6852

2 30

113.004

20.7582

30.861

2345.758

3487.423

21

6-E-G

2868.2

4128

230

68.080

20.7582

24.8666

1413.206

1692.908

22

6-G-I

2868.2

4877

2 30

80.432

20.7582

1 9. 9.8628

1669.624

1597.609

23

6-I-K

2868.2

4128

2 30

68.080

20.7582

14.859

1413.206

1011.595

24

6-K-M 6-

2868.2

6852

230

113.004

20.7582

8.8646

2345.758

1001.737

25

6-M-O 6-

2868.2

4680

230

77.183

20.7582

2.34315

1602.182

180.852

Remarks

N O I T C E R I D Y


Wall

Length (mm)

Width (mm)

Thicknes s (mm)

W (kN)

X (m)

Y (m)

26

AA -4-5

2868.2

2299

230

37.915

14.624

39.865

554.476

1511.500

27

A-5-6

2868.2

4102

230

67.651

18.326

39.865

1239.769

2696.899

28

BB-1-2

2868.2

4102

230

67.651

2.305

37.173

155.935

2514.783

29

BB-2-3

2868.2

2299

230

37.915

6.001

37.173

227.531

1409.431

SN

SN

067BATCH

W*X (kN-m)

W*Y (kN-m)

30

B-7-4

2868.2

4667

230

76.969

10.643

37.173

819.180

2861.164

31

DD -7-4

2868.2

3753

230

61.895

10.185

32.366

630.401

2003.295 455.547

32

LL -7-4

2868.2

3753

230

61.895

10.185

7.360

630.401

33

N-2-3

2868.2

2299

230

37.915

6.001

2.553

227.531

96.798

34

NN-7-4

2868.2

4667

230

76.969

10.643

2.553

819.180

196.502

35

OO-4-5

2868.2

2299

230

37.915

14.624

-0.140

554.476

-5.308

36

OO-5-6

2868.2

4102

230

67.651

18.326

-0.140

1239.769

-9.471

Total

2436.963

Wall

Length (mm)

W*Y (kN-m)

37 1-VER1

2868.2

1626

1 52

17.722

9.474

30.016

167.899

531.945

38 1-VER2

2868.2

1626

1 52

17.722

11.303

30.016

200.312

531.945

39 1-HOR1

2868.2

1981

1 52

21.591

10.389

30.810

224.311

665.226

40 1-HOR2

28 2868.2

610

152

6.648

9.703

29.026

64.510

192.979

41 1-HOR3

28 2868.2

610

152

6.648

11.074

29.026

73.625

192.979

42 2-VER1

2868.2

1626

1 52

17.722

8.230

26.467

145.852

469.049

43 2-VER2

2868.2

1626

1 52

17.722

10.058

26.467

178.248

469.049

44 2-HOR1

2868.2

1981

1 52

21.591

9.144

25.578

197.430

552.261

45 2-HOR2

28 2868.2

610

152

6.648

8.458

27.362

56.233

181.916

46 2-HOR3

28 2868.2

610

152

6.648

9.830

27.362

65.355

181.916

1373.776

3969.264

140.665

N O I T C E R I D X

25845.030 49516.140

ELEVATOR WALLS (GROUND TO TOP FLOOR) BLOCK S2 Width Thicknes W X Y W*X (mm) s (mm) (kN) (m) (m) (kN-m)

Total

Remarks

Remarks


SN

067BATCH

BLOCK S3 W X (kN) (m)

Length (mm)

Width (mm)

Thicknes s (mm)

47 3-VER1

2868.2

1626

1 52

17.722

8.230

13.252

145.852

234.852

48 3-VER2

2868.2

1626

1 52

17.722

10.058

13.252

178.248

234.852

49 3-HOR1

2868.2

1981

1 52

21.591

9.144

14.148

197.430

305.473

50 3-HOR2

28 2868.2

610

152

6.648

8.458

12.363

56.233

82.195

51 3-HOR3

28 2868.2

610

152

6.648

9.830

12.363

65.355

82.195

52 4-VER1

2868.2

1626

1 52

17.722

9.474

9.804

167.899

173.747

Wall

Y (m)

W*X (kN-m)

W*Y (kN-m)

53 4-VER2

2868.2

1626

1 52

17.722

11.303

9.804

200.312

173.747

54 4-HOR1

2868.2

1981

1 52

21.591

10.389

8.915

224.311

192.486

55 4-HOR2

28 2868.2

610

152

6.648

9.703

10.700

64.510

71.139

56 4-HOR3

2 28 868.2

610

6.648

11.074

10.700

152

Total

140.665

73.625

71.139

1373.776

1621.825

Remarks


067BATCH

FIRST FLOOR TO NINTH FLOOR MAIN WALL

MEMB SN ER 1 N-1-2 2 N-2-3 3 H-1-2 4 H-2-3 5 B-1-2 6 B-2-3 7 J-1-2 8 F-1-2 9 1-B-D 10 1-D-F 11 1-F-H 12 1-H-J 13 1-J-L 14 1-L-N 15 2-B-D (1) 16 2-B-D (2) 17 2-D-F (1) 18 2-D-F (2) 19 2-F-H (1) 20 2-F-H (2) 21 2-H-J (1) 22 2-H-J (2) (2) 23 2-J-J-L (1) 24 2-J-L (2)

LENGTH ft in m 13 5.50 4.10 7 6.50 2.30 10 1.25 3. 3.08 7 6.25 2. 2.29 13 5.50 4. 4.10 7 6.50 2. 2.30 13 5.50 4.10 13 5.50 4. 4.10 13 2.50 4.0 4.03 22 9.75 6.9 6.95 15 4.25 4. 4.68 15 4.25 4. 4.68 22 9.75 6.9 6.95 13 2.50 4. 4.03 9 1.25 2.78 3 9.50 1.1 1.16 12 1.75 3.70 10 0.00 3.05 5 11.25 1.81 9 1.25 2.78 9 1.25 2.78 5 11.25 1.81 10 10 0.00 3.05 12 12 1.75 3.70

WIDT H (m) 0.23 0.23 0.23 0.23 0.23 0.23 0.102 0.102 0. 0.230 0.2 0.230 0. 0.230 0. 0.230 0.2 0.230 0. 0.230 0.1 0.102 0.1 0.102 0.1 0.102 0.1 0.102 0.1 0.102 0.1 0.102 0.1 0.102 0.1 0.102 0.1 0.102 0.1 0.102

BLOCK S1 X Y HEIG LOAD, in m ft in HT m W (KN) ft 2.343 43.11 7 6.75 2.31 8 4.5 2.343 24.16 19 8.25 6.00 8 4.5 2.343 32.37 5 10 10.75 1.80 65 5.5 2.343 24.09 19 8. 8.25 6.00 65 7.5 2.343 43.11 7 6.75 2.31 121 11.5 2.343 24.16 19 8. 8.25 6.00 121 11.5 2.343 19.12 7 6.75 2.31 47 6.0 2.343 19.12 7 6.75 2.31 82 10 10.0 2.343 42.31 0 -5.50 -0 -0.140 114 1.0 2.343 73.07 0 -5.50 -0. -0.140 94 5.0 2.343 49.18 0 -5.50 -0 -0.140 73 8.3 2.343 49.18 0 -5.50 -0 -0.140 56 8.0 2.343 73.07 0 -5.50 -0. -0.140 35 11.3 2.343 42.31 0 -5.50 -0 -0.140 16 3.3 2.343 12.88 15 5.00 4.699 116 1.8 2.343 5.37 14 5.25 4.401 109 4.5 2.343 17.19 14 5.25 4.401 99 9.0 2.343 14.15 14 5.25 4.401 88 0.0 2.343 8.40 14 5.25 4.401 75 0.8 2.343 12.88 15 5.00 4.699 70 6.8 2.343 12.88 15 5.00 4.699 59 9.8 2.343 8.40 14 5.25 4.401 51 11.5 2.343 14.15 14 5.25 4.401 42 4.0 2.343 17.19 14 5.25 4.401 30 7.3

m 2.55 2.55 19.95 20.00 37.17 37.17 14.48 25.25 34.77 28.78 22.46 17.27 10.95 4.96 35.40 33.34 30.40 26.82 22.88 21.51 18.23 15 15.84 12.90 9.33

W*X (kN-m) 99.36 144.98 58.16 1 44 44.53 99.36 144.98 44.06 44.06 -5.92 -10.23 -6.89 -6.89 -10.23 -5.92 60.53 23.62 75.64 62.27 36.98 60.53 60.53 36.98 62.27 75.64

W*Y REM (kN-m) ARKS 110.05 61.68 N O 645.76 I T 481.78 C E 1602.35 R I D 898.05 X 276.77 482.65 1471.25 2102.83 1104.66 849.49 800.42 209.82 N O I 456.05 T C 178.91 E R 522.52 I D 379.53 192.24 Y 277.06 234.86 133.07 182.58 160.31


25 26 27 28 29 30 31 32 33 34

MEMB ER 2-L-N (1) 2-L-N (2) 3-B-D 3-D-E 3-E-F 3-F-H 3-H-J 3-J-K 3-K-L 3-L-N

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

p-1 p-2 p-5 p-6 p-7 p-18 p-23 p-25 p-26 p-33 p-34 p-40 p-11 p-13 p-14 p-15

SN

LENGTH ft in m 3 9.50 1.1 1.16 9 1.25 2.7 2.78 13 2.50 4.03 15 9.50 4.8 4.81 5 4.25 1. 1.63 15 4.25 4.6 4.68 15 4.25 4. 4.68 5 4.25 1. 1.63 15 9.50 4. 4.81 13 2.50 4. 4.03

WIDT H (m) 0. 0.102 0. 0.102 0.2 0.230 0.2 0.230 0. 0.305 0.2 0.230 0. 0.230 0. 0.305 0. 0.230 0. 0.230

HEIG LOAD, HT m W (KN) ft 2.343 5.37 14 2.343 12.88 15 2.343 42.31 24 2.343 50.58 24 2.343 22.73 24 2.343 49.18 24 2.343 49.18 24 2.343 22.73 24 2.343 50.58 24 2.343 42.31 24

4 8 24 5 9 8.75 14 4.25 9 8.75 24 5 4 8 9 8.75 13 5.5 14 4.25 8 10 3 0.25 20 9 13 5.5 8 10 9 5.75

0.102 0.102 0.102 0.102 0.102 0.102 0. 0.102 0.102 0.102 0.102 0.102 0.102 0.203 0.102 0.102 0.102

2.743 2. 2 .743 2. 2.743 2 .7 .743 2.743 2.743 2. 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743

1.4 7.4 3 4.4 3 7.4 1.4 3 4.1 4.4 2.7 0.9 6.3 4.1 2.7 2.9

067BATCH

X in 5.2 5.25 5.0 5.00 8.50 8.50 7. 7.00 8.50 8.5 8.50 7 .0 .00 8. 8.50 8. 8.50

m ft 4.401 20 4.699 14 7.531 114 7.531 97 7.493 85 7.531 73 7.531 56 7.493 44 7.531 32 7.531 16

Y in 11.8 2.8 0.8 11.0 8.3 8.3 8.0 8.0 5.0 3.3

m 6.39 4.34 34.77 29.85 26.12 22.46 17.27 13.61 9.88 4.96

W*X (kN-m) 23.62 60.53 318.64 380.93 170.31 370.40 370.40 170.31 380.93 318.64

PARTITION WALL 7.76 13 3 4.039 6 9.0 2.06 31.34 40.60 12 2.5 3.721 18 11 11.0 5. 5.77 151.08 16.18 19 5.75 5.937 27 6.0 8.38 96.04 23.87 7 2.13 2.188 26 6.0 8.08 52.23 16.18 19 5.75 5.937 32 10 10.3 10.01 96.04 40.60 12 2.5 3.721 75 3.0 22 22.94 15 151.08 7.76 13 3 4.039 114 9.0 34.98 31.34 16.18 19 5.75 5.937 97 5.8 29 29.71 96.04 22.38 7 6.75 2.305 82 10 10.0 25.25 51.59 23.87 7 2.13 2.188 10 103 10.0 31.65 52.23 14.69 19 0.25 5.798 89 2.3 27 2 7.18 85.16 5.03 12 9. 9.25 3.893 65 10 10.0 20.07 19.56 68.68 10 4.5 3.162 37 0.0 11 1 1.28 21 217.16 22.38 7 6.75 2.305 47 6.0 14 14.48 51.59 14.69 19 0.25 5.798 41 1.8 12 1 2.54 85.16 15.76 19 4. 4.25 5.899 46 6.0 14.17 92.98

W*Y REM (kN-m) ARKS 34.31 55.87 N 1470.96 O I 1509.59 T C 593.63 E R 1104.66 I D 849.49 309.43 Y 499.79 209.82

15.96 234.11 135.60 192.79 162.00 931.25 271.34 480.65 565.05 755.41 399.25 100.83 774.55 324.02 184.19 223.40

N O I T C E R I D X


SN

17 18 19 20 21 22 23 24 25 26 27 28 29 30 31

SN

1 2 3 4 5 6 7 8

MEMB ER p-16 p-17 p-19 p-20 p-24 p-27 p-30 p-31 11-2-B-C 1-2-G-I 1-2-M-N 22-3-D-E 22-3-E-F 2-3 2-3-J-K 2-3-K-L

MEMB ER b-1 b-2 b-3 b-16 b-17 b-18 b-19 b-20

LENGTH ft in m 24 5 7.4 4 8 1.4 4 8 1.4 3 0.25 0.9 24 5 7.4 9 8.75 3 9 5.75 2.9 20 9 6.3 6 8.00 2.0 2.03 13 2.25 4.0 4.02 6 8.00 2. 2.03 5 0.25 1. 1.53 5 0.25 1. 1.53 5 0.25 1. 1.53 5 0.25 1. 1.53

ft 8 2 2 8 2 2 3 3

LENGTH in m 6.00 2.59 9.00 0.84 9.00 0.84 6.00 2.59 9.00 0.84 9.00 0.84 3.00 0.99 3.00 0.99

WIDT H (m) 0.102 0. 0.102 0. 0 .102 0.102 0.102 0.102 0.102 0.203 0.1 0.102 0. 0.102 0. 0.102 0. 0.102 0. 0.102 0. 0.102 0.102

WIDT H (m) 0.076 0.076 0.076 0.076 0.076 0.076 0.076 0.076

067BATCH

ft 55 58 71 64 11 111 10 102 83 93 118 65 12 100 100 86 43 30

Y in 1.0 5.0 11.0 6.0 5. 5.0 10.0 10 10.0 4.0 3.0 2.3 1.0 2.0 6.3 10.0 2.3

m 16 1 6.79 17.81 21.92 19 1 9.66 33.96 31.34 25.55 28 28.45 36.04 19.87 3.68 30.53 26.37 13.36 9.20

W*X (kN-m) 15 151.08 31.34 31.34 19.56 15 1 51.08 96.04 92.98 21 217.16 37.31 73.80 37.31 47.47 47.47 47.47 47.47

BALCONY (PARAPET WALL) X HEIG LOAD, in m ft HT W (KN) ft 1.000 3.84 6 8. 8.00 2. 2 .032 5 1.000 1.24 2 6. 6.50 0. 0 .775 6 1. 1.000 1.24 10 9.50 3. 3 .289 6 1. 1 .000 3.84 6 8.00 2.032 125 1. 1.000 1.24 2 6.50 0.775 123 1. 1 .000 1.24 10 9.50 3.289 123 1. 1.000 1.47 -2 -5.25 -0.743 17 17 1. 1 .000 1.47 -2 -5.25 -0.743 26 26

Y in 1.5 7.5 7.5 2. 2.5 8.5 8. 8.5 2.5 6.5

m 1.56 2.02 2.02 38 38.16 37 37.71 37 37.71 5.25 8.09

W*X W*Y REM (kN-m) (kN-m) ARKS 7.80 6.00 X 0.96 2.51 Y 4.09 2.51 Y 7.80 146.55 X 0.96 46.83 Y 4.09 46.83 Y -1.09 7.71 X -1.09 11.88 X

HEIG LOAD, HT m W (KN) 2.743 40.60 2. 2.743 7.76 2. 2.743 7.76 2.743 5.03 2.743 40.60 2.743 16.18 2.743 15.76 2.743 68.68 2.743 11.04 2.743 21.85 2.743 11.04 2.743 8.32 2.743 8.32 2.743 8.32 2.743 8.32 Total 1665.83

ft 12 13 13 12 12 19 19 10 11 11 11 18 18 18 18

X in 2.5 3 3 9.25 2.5 5. 5.75 4. 4.25 4.5 1.00 1.0 1.00 1 .0 .00 8.7 8.75 8. 8.75 8.7 8.75 8. 8.75

m 3.721 4.039 4.039 3.893 3.721 5.937 5.899 3.162 3.378 3.378 3.378 5.709 5.709 5.709 5.709

W*Y REM (kN-m) ARKS 681.67 138.13 N O 170.06 I T 98.79 C E 1378.84 R I D 507.05 X 402.75 1953.75 398.04 N 434.10 O I T 40.67 C E 253.87 R I 219.29 D 111.09 Y 76.51


SN

10 11 12 13 14 15 16 17 18 19

SN

1 2 3 4 5 6 7 8 9 10 11 12

MEMB ER b-21 b-22 b-23 b-24 b-25 b-26 b-27 b-28 b-29 b-30

MEMB ER G-4-5 G-5-6 D-7-4 A-4-5 A-5-6 C-5-6 6-A6-A-C C 6-C-C-E 6-E-G 5-A5-A-C C (1) (1) 5-A5-A-C C (2) (2) 5-C-E (1)

ft 9 3 3 9 3 3 9 3 3 9

LENGTH in m 7.00 2.92 3.00 0.99 3.00 0.99 7.00 2.92 3.00 0.99 3.00 0.99 7.00 2.92 3.00 0.99 3.00 0.99 7.00 2. 2.92

LENGTH ft in m 7 6.5 2.30 13 5.5 4.10 15 3.75 4.6 4.67 7 6.5 2.30 13 5.5 4.10 13 5.5 4.10 15 4.25 .25 4.68 4.68 22 5.75 6.85 13 6.50 4.1 4.13 9 1.25 .25 2.78 2.78 5 11.2 11.25 5 1.81 1.81 6 4.25 1.94

WIDT H (m) 0.076 0.076 0.076 0.076 0.076 0.076 0.076 0.076 0.076 0.076

WIDT H (m) 0.23 0.23 0.23 0.23 0.23 0. 0.102 0.2 0.230 0.230 0. 0.230 0.10 0.102 2 0.10 0.102 2 0.102

X in m -2.25 -1.276 -5.25 -0.743 -5.25 -0.743 -2.25 -1.276 -5.25 -0.743 -5.25 -0.743 -2.25 -1.276 -5.25 -0.743 -5.25 -0.743 -2.25 -1.276

ft 21 21 47 47 56 56 52 52 73 73 82 82 78 78 103 113 108

Y in 10 10.5 5.5 9.5 1.5 6.3 10 10.5 2.8 9. 9.5 1. 1.5 5. 5.5

m 6. 6 .67 14 1 4.47 17 1 7.31 15 1 5.89 22 2 2.41 25.26 23 2 3.84 31 3 1.64 34 3 4.48 33.06

BLOCK S2 MAIN WALL X LOAD, in m W (KN) ft 24.16 47 11 11.5 14 14.618 43.11 60 1. 1.25 1 8. 8.320 49.04 34 10. 10.8 10.636 24.16 47 11 11.5 1 4. 4.618 43.11 60 1.2 1.25 18.320 19.12 60 1.2 1.25 18.320 49.1 49.18 8 68 1.00 .00 20.7 20.752 52 72.01 68 1.00 20.752 43.38 68 1.0 1.00 20.752 12.88 2.88 51 4.7 4.75 15.6 15.665 65 8.40 .40 53 2.5 2.50 16.2 16.218 18 8.99 53 2.50 16.218

ft 73 73 73 106 130 130 112 121 101 81 124 124 117 117 109

Y in 6.5 6.5 2.3 9.5 9.5 8.0 10.8 10.8 3.0 7.0 11. 11.8 8 1.5 1.5 5.0

m 22.42 22.42 32.37 39.87 39.87 34.34 37. 37.15 15 30.86 24.87 38.0 38.09 9 35.7 35.70 0 33.35

HEIG LOAD, HT W (KN) ft 1.000 4.33 -4 1.000 1.47 -2 1.000 1.47 -2 1.000 4.33 -4 1.000 1.47 -2 1.000 1.47 -2 1.000 4.33 -4 1.000 1.47 -2 1.000 1.47 -2 1.000 4.33 -4 Total 41.72

HEIG HT 2.343 2.343 2.343 2.343 2.343 2.343 2.34 2.343 3 2.343 2.343 2.3 2.343 2.3 2.343 2.343

067BATCH

W*X W*Y REM (kN-m) (kN-m) ARKS -5.52 28.87 Y -1.09 21.25 X -1.09 25.43 X -5.52 68.78 Y -1.09 32.92 X -1.09 37.11 X -5.52 103.22 Y -1.09 46.47 X -1.09 50.65 X -5.52 143.11 Y

W*X (kN-m) 3 53 53.15 789.69 521.62 353.15 789.69 350.21 102 1020.64 0.64 14 1494.32 900.26 201. 201.81 81 136. 136.27 27 145.84

W*Y REM (kN-m) ARKS 541.54 N O 966.25 I T 1587.31 C E 963.09 R I D 1718.39 X 656.47 N 182 1827 7.35 .35 O I 222 2222.28 T C 1078.77 E R 490 490.74 .74 I D 299 299.97 .97 299.89 Y


067BATCH

13 5-C-E (2) 14 5-E-G (1) 15 5-E-G (2) (2) 16 4-A4-A-C C 17 4-C-D 18 4-D-E 19 4-E4-E-G G 20 7-D-E

8 4 9 15 5 15 13 15

2.00 1.25 1.25 4.25 .25 0.25 9.75 6.50 .50 9.50

2.49 1.25 2.78 4.68 .68 1.53 4.82 4.13 4.13 4.81

0.102 0.1 0.102 0.230 0.23 0.230 0 0.2 0.230 0.152 0.23 0.230 0 0.230

2.343 2.343 2.343 2.3 2.343 2.343 2.343 2.3 2.343 2.343

11.55 5.81 29.16 49.1 49.18 8 16.08 33.56 43.3 43.38 8 50.58

16.218 16.218 15.913 13.0 13.081 81 13.081 13.195 13.0 13.081 81 7.912

94 88 79 121 121 110 97 79 97

1.0 4.3 4.5 10. 10.0 0 0.0 11.0 11.3 1.3 11.0

28.68 26.93 24.19 37.1 37.13 3 33.53 29 29.85 24. 24.3 36 29 29.85

187.39 94.19 464.08 643. 643.37 37 210.33 442.89 567. 567.48 48 400.20

331.35 156.40 705.56 1826 826.41 .41 539.10 1001.72 1057 1057.0 .00 0 1509.59

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

4 24 21 9 9 9 4 24 14 8 13 9 6 6 5 5

8 5 2 8.75 5.75 5.75 8 5 4.25 10 5.5 4 8.00 8.00 0.25 0.25

1.4 7.4 6.5 3 2.9 2.9 1.4 7.4 4.4 2.7 4.1 2.8 2.03 2.0 2.03 1.53 1.5 1.53

0.102 0.102 0.203 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.23 0.102 0.1 0.102 0.102 0.1 0.102

2. 2 .743 2.743 2.743 2.743 2.743 2.743 2. 2 .743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 Total

PARTITION WALL 7.76 54 4.75 16.58 40.60 55 6. 6.25 16 16.923 70.06 57 1. 1.75 17 17.418 16.18 48 2. 2.25 14 14.688 15.76 48 3. 3.75 14 14.726 15.76 48 3. 3.75 14 14.726 7.76 54 4.75 16.58 40.60 55 6. 6.25 16 16.923 23.87 60 6. 6.75 1 8. 8.459 14.69 48 7.5 14.821 22.38 60 1. 1.25 18.32 35.00 37 10.8 11 11.551 11.04 56 6.50 17.234 11.04 56 6.50 17.234 8.32 48 10.75 14.903 8.32 48 10.75 14.903 985.99

123 120 102 111 98 98 92 92 80 84 84 91 106 11 112 89 89 127 77 109 95

7. 7.0 3. 3.0 2. 2.0 8. 8.0 0.3 8.0 9.0 1.0 8.0 3. 3.8 8 .0 .0 7.8 1.0 3.0 0.0 4.8

37 37.67 36.65 31.14 3 4. 4.04 29.88 28.25 24 24.61 25.63 27.94 32.40 34.34 27 2 7.32 38.74 23.55 33.22 29.08

12 128.63 6 87 87.11 1220.25 23 237.61 2 32 32.11 2 32 32.11 12 128.63 6 87 87.11 440.60 2 17 17.68 410.00 40 404.29 190.32 190.32 123.93 123.93

292.23 1488.15 2181.58 550.60 470.92 445.20 190.95 1040.59 666.90 475.92 768.55 956.34 427.77 260.03 276.26 241.78

p-3 p-4 p-8 p-9 p-10 p-12 p-21 p-22 p-44 p-45 p-46 p-48 55-6-A-A-B 55-6-F-G 44-5-C-C-D 4-5 4-5--D-E

53 53 52 42 42 43 42 25

2.50 2.50 2.50 11.0 11.00 0 11.00 3.50 11. 11.00 11.50

N O I T C E R I D Y

N O I T C E R I D X

I T - C N E R O I D


SN

1 2 3 4 5 6 7 8 9 10 11 12

SN

1 2 3 4 5 6

MEMB ER b-10 b-11 b-12 b-13 b-14 b-15 b-37 b-38 b-39 b-40 b-41 b-42

MEMB ER O-4-5 O-5-6 L-7-4 I-4-5 I-5-6 M-5-6

LENGTH ft in m 8 6.00 2.59 2 9.00 0.84 2 9.00 0.84 8 6.00 2. 2.59 2 9.00 0.84 2 9.00 0.84 3 3.00 0.99 3 3.00 0.99 9 7.00 2.92 3 3.00 0.99 3 3.00 0. 0.99 9 7.00 2. 2.92

WIDT H (m) 0.076 0.076 0.076 0.076 0.076 0.076 0.076 0.076 0.076 0.076 0.076 0.076

067BATCH

BALCONY (PARAPET WALL) X HEIG LOAD, in m ft HT W (KN) ft 1.000 3.84 60 11.75 18.586 70 70 1.000 1.24 56 10.25 17.329 71 71 1.000 1.24 65 1.25 19.844 71 1.000 3.84 60 11.75 18.586 134 1.000 1.24 56 10.25 17.329 132 1.000 1.24 65 1.25 19 19.844 132 1.000 1.47 70 1.25 21.368 82 1.000 1.47 70 1.25 21.368 91 1.000 4.33 71 10.00 21.895 87 87 1.000 1.47 70 1.25 21 21.368 112 1.000 1.47 70 1. 1.25 21 21.368 121 1.000 4.33 71 10.00 21.895 117 Total 27.18 GT 1013.17

LENGTH WIDT HEIG ft in m H (m) HT 7 6.5 2.30 0.23 2.343 13 5.5 4.10 0.23 2.343 15 3.75 4. 4.67 0.23 2.343 7 6.5 2.30 0.23 2.343 13 5.5 4.10 0.23 2.343 13 5.5 4.10 0. 0.102 2.343

BLOCK S3 MAIN WALL BLOCK S3 X LOAD, in m W (KN) ft 24.16 47 11 11.5 14 14.618 43.11 60 1. 1.25 18 18.320 49.04 34 10 10.8 1 0. 0.636 24.16 47 11 11.5 14 14.618 43.11 60 1. 1.25 18 18.320 19.12 60 1. 1.25 1 8. 8.320

Y in 3.5 9.5 9.5 0. 0.5 6. 6.5 6. 6.5 4.5 8.5 0.5 7. 7.5 11.3 3. 3.5

m 21 2 1.43 21 2 1.88 21 21.88 40.86 4 0. 0.40 40 4 0.40 25 25.11 27 27.95 2 6. 6.53 34 3 4.33 37.17 35.75

W*X (kN-m) 71.37 21.52 24.65 71.37 21.52 24.65 31.39 31.39 94.78 31.39 31.39 94.78

W*Y REM (kN-m) ARKS 82.27 X 27.18 Y 27.18 Y 156.89 X 50.18 Y 50.18 Y 36.88 X 41.06 X 114.85 Y 50.43 X 54.60 X 154.77 Y

Y ft in 0 -5.5 0 -5.5 2 4 1.8 56 56 9.5 56 56 9.5 1 7 8.0

m -0 -0.14 -0 -0.14 7.36 17.31 17.31 5.39

W*X (kN-m) 353.15 789.69 521.62 3 53 53.15 789.69 350.21

W*Y REM (kN-m) ARKS -3.38 N O -6.03 I T 360.95 C E 418.19 R I D 746.15 X 102.94


7 8 9 10 11 12 13 14 15 16 17 18 19 20

6-M-O 6-K-M 6-I-K -M -M-O (1 -M-M-O (2 -K -K-M (1 -K-M (2 5-I-K (1) 5-I 5-I-K (2) (2) 4-M-O 4-L-M 4-K-L 4-I-K 7-K-L

15 22 13 9 5 6 8 4 9 15 5 15 13 15

4.25 5.75 6.50 1.25 11.25 4.25 2.00 1.25 1.25 .25 4.25 0.25 9.50 6.50 9.50

4.6 4.68 6.8 6.85 4.1 4.13 2. 2.78 1.81 1. 1.94 2.49 1.2 1.25 2.78 2.78 4.6 4.68 1. 1.53 4.8 4.81 4.13 4.8 4.81

0. 0.230 0.2 0.230 0. 0.230 0. 0.102 0.1 0.102 0. 0.102 0.1 0.102 0.1 0.102 0.23 0.230 0 0.2 0.230 0. 0.230 0. 0.152 0.2 0.230 0. 0.230

2.343 2.343 2.343 2.343 2.343 2.343 2.343 2.343 2.3 2.343 2.343 2.343 2.343 2.343 2.343

1 p-28 2 p-29 3 p-32 4 p-35 5 p-36 6 p-37 7 p-38 8 p-39 9 p-41 10 p-42 11 p-43 12 p-47 13 5-6-N-O 14 5-6-I-J 15 4-5-L-M

21 9 9 9 24 4 24 4 13 8 14 9 6 6 5

2 6.5 8.75 3 5.75 2.9 5.75 2.9 5 7.4 8 1.4 5 7.4 8 1.4 5.5 4.1 10 2.7 4.25 4.4 4 2.8 8.00 2. 2.03 8.00 2.0 2.03 0.25 1.5 1.53

0.203 0.102 0.102 0.102 0.102 0.102 0.102 0. 0.102 0.102 0.102 0.102 0.23 0. 0.102 0.1 0.102 0.1 0.102

2.743 2.743 2.743 2.743 2.743 2. 2 .743 2.743 2. 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743

49.18 68 1.0 1.00 20.752 72.01 68 1.00 20.752 43.38 68 1.0 1.00 20.752 12.88 51 4.7 4.75 15.665 8.40 53 2.50 16.218 8.99 53 2.5 2.50 16.218 11.55 53 2.50 16.218 5.81 53 2.50 16.218 29.1 29.16 6 52 2.50 2.50 15.9 15.913 13 49.18 42 11.00 13.081 16.08 42 11.00 13.081 33.52 43 3.5 3.50 13.195 43.38 42 11.00 13.081 50.58 25 11.50 7.912 PARTITION WALL 70.06 57 1. 1.75 17 17.418 16.18 48 2.25 14 14.688 15.76 48 3. 3.75 14 14.726 15.76 48 3. 3.75 14 14.726 40.60 55 6. 6.25 16 16.923 7.76 54 4.75 16.58 40.60 55 6. 6.25 16 16.923 7.76 54 4.75 16.58 22.38 60 1.25 18.32 14.69 48 7.5 14.821 23.87 60 6. 6.75 18. 18.459 35.00 37 10.8 11 11.551 11.04 56 6.5 6.50 17.234 11.04 56 6.50 17.234 8.32 48 10.75 14.903

067BATCH

8 6.3 2.60 29 1.0 8.86 48 9.0 14.86 5 4.8 1.64 13 2.8 4.03 21 0.3 6.41 36 2.8 11.04 44 0.5 13.42 50 11.8 1.8 15. 15.5 54 8 6.3 2.60 20 4.3 6.20 32 5.0 9.88 48 10.0 14 14.88 32 5.0 9.88

1020.64 1494.32 900.26 201.81 136.27 145.84 187.39 94.19 464. 464.08 08 643.37 210.33 442.25 567.48 400.20

127.74 638.33 644.62 21.19 33.88 57.61 127.60 77.96 453 453.15 .15 127.74 99.75 331.15 645.72 499.79

28 28 18 37 37 32 32 46 46 49 10 10 6 17 24 24 38 40 40 3 53 21

12 1220.25 237.61 2 32 32.11 232.11 68 687.11 12 128.63 687.11 128.63 410.00 217.68 440.60 40 404.29 190.32 190.32 123.93

601.44 92.05 180.96 155.24 572.37 117.25 124.77 15.96 120.52 107.54 281.32 434.07 11.08 178.68 54.12

2.0 8.0 8.0 3.8 3.0 7.0 1.0 9.0 8.0 0.3 8.0 8.3 3.5 1.0 4.3

8.59 5.69 11.48 9.85 1 4. 4.10 15 15.11 3.07 2.06 5.39 7.32 11.79 12 1 2.40 1.00 16.18 6.51

N O I T C E R I D Y

N O I T C E R I D X

C - E N O R I I D T


BALCONY (PARAPET WALL) X HEIG LOAD, SN in m ft HT W (KN) ft 1 1.000 3.84 60 11.75 18.586 -3 -3 2 1.000 1.24 56 10.25 17.329 -2 -2 3 1. 1 .000 1.24 65 1.25 19.844 -2 -2 4 1.000 3.84 60 11.75 18.586 60 5 1.000 1.24 56 10.25 17.329 58 6 1. 1 .000 1.24 65 1.25 19.844 58 7 1. 1.000 1.47 70 1.25 21.368 8 8 1. 1.000 1.47 70 1.25 21.368 17 9 1.000 4.33 71 10.00 21.895 13 10 1.000 1.47 70 1.25 21 21.368 38 38 11 1.000 1.47 70 1.25 21 21.368 47 47 12 1.000 4.33 71 10.00 21.895 43 43 Total 27.18 TOP FLOOR WALL BLOCK S1 LENGTH X MEMB WIDT HEIG LOAD, SN ft in m H (m) HT W (KN) ft in m ft ER 1 b-1-3 25 11 7.90 0.23 1 35.27 12 11.5 3.950 12 121 2 n-1-3 25 11 7.90 0. 0.23 1 35.27 12 11.5 3.950 8 3 1-b-n 112 10 34.4 0.23 1 153.58 0 -5.25 -0.133 120 4 3-n-l 14 1. 1.25 4.30 0. 0 .23 1 19.20 24 8.5 7.531 15 5 3-b-d 14 1.5 4.31 0.23 1 19.22 24 8.5 7.531 114 6 3-d-e 15 9.5 4.81 0.23 2.343 50.36 24 8.5 7.531 97 7 3-l-k 15 9.5 4.81 0.23 2.343 50.36 24 8.5 7.531 32 8 3-k-e 46 4.5 14.1 0.23 1 63.12 24 8.5 7.531 65 Total 426.38 MEMB ER b-4 b-5 b-6 b-7 b-8 b-9 b-31 b-32 b-33 b-34 b-35 b-36

LENGTH ft in m 8 6.00 2.59 2 9.00 0.84 2 9.00 0.84 8 6.00 2.59 2 9.00 0.84 2 9.00 0.84 3 3.00 0.99 3 3.00 0.99 9 7.00 2.92 3 3.00 0.99 3 3.00 0.99 9 7.00 2.92

WIDT H (m) 0.076 0.076 0.076 0.076 0.076 0.076 0.076 0.076 0.076 0.076 0.076 0.076

067BATCH

Y in -8.5 -2.5 -2.5 0.5 7.5 7.5 4.5 8.5 0.5 7.5 11 11.5 3.5

m -1.13 -0.67 -0.67 18 18.30 17 17.87 17 17.87 2.55 5.40 3.98 11 1 1.77 14.62 13 1 3.20

W*X W*Y REM (kN-m) (kN-m) ARKS 71.37 -4.34 X 21.52 -0.84 Y 24.65 -0.84 Y 71.37 70.28 X 21.52 22.19 Y 24.65 22.19 Y 31.39 3.75 X 31.39 7.93 X 94.78 17.21 Y 31.39 17.30 X 31.39 21.47 X 94.78 57.12 Y

Y in 11.5 4.5 10.0 9.8 6. 6.3 11 11.0 5.0 2.0

m 37.17 2.55 36.83 4.82 34 34.91 29.85 9.88 19 19.86

W*X (kN-m) 13 139.33 139.33 -20.43 144.57 14 144.78 3 79 79.24 379.24 47 475.36

W*Y REM (kN-m) ARKS 1311.20 R - I X D 90.05 5656.26 N O 92.53 I T 671.03 C E 1502.90 R I D 497.58 Y 1253.75


067BATCH

BLOCK S2 LENGTH X WIDT HEIG LOAD, ft in m H (m) HT W (KN) ft in m 25 11 7.90 0.23 1 35.43 55 6.25 16 16.923 25 11 7.90 0.23 1 35.43 55 6.25 16.923 15 3.75 4.6 4.67 0.23 2.343 49.04 34 10.8 10.636 6 4 1.93 0.23 2.343 20.28 39 4.5 12.002 22 11.3 6. 6.99 0.23 1 31.35 42 11 11.3 1 3. 3.087 14 5.25 4.40 0.23 1 19.74 42 11.3 13 13.087 15 9.5 4.81 0. 0.152 2.343 33.42 43 3.7 3.75 13.202 56 6 17.2 0.23 1 77.24 68 1.25 20 20.758 15 9.5 4.81 0.23 2.343 50.58 25 11 11.5 7.912 Total 352.51

Y in 9. 9.5 6.5 2.3 7.8 11.3 4.8 11.0 2. 2.0 4.0

m 3 9. 9.87 22 22.42 32.37 27 2 7.32 36.25 2 4. 4.51 29.85 3 1. 1.14 30.58

W*X (kN-m) 59 599.53 59 599.53 521.62 24 243.41 410.34 25 258.32 441.27 1603.27 400.16

W*Y REM (kN-m) ARKS I 1412.30 T 794.13 - C N E R O 1587.31 I D 554.16 1136.67 N O I 483.69 - T 997.56 Y C E 2405.13 R I D 1546.74

BLOCK S3 LENGTH X Y MEMB WIDT HEIG LOAD, SN ft in m H (m) HT W (KN) ft in m ft in ER 1 i-4-6 25 11 7.90 0.23 1 35.43 55 6.25 16.923 56 9.5 2 o-4-6 25 11 7.90 0.23 1 35.43 55 6.25 16.923 0 -5.5 3 l-7-4 15 3.75 4. 4.67 0.23 2.343 49.04 34 10 10.8 10 10.636 24 24 1.8 4 k-7-4 6 4 1.93 0.23 2.343 20.28 39 4.5 12.002 40 40 8.3

m 17 17.31 -0.14 7.36 12 1 2.40

W*X (kN-m) 59 599.53 59 5 99.53 521.62 24 243.41

W*Y REM (kN-m) ARKS I 613.24 T -4.96 - C N E R O 360.95 I D 251.53

2.5 15 1 5.00 5.8 3.50 5.0 9.88 3.0 8.61 0.3 9.15

25 258.32 410.34 441.27 16 1603.27 400.16

296.06 109.71 330.27 66 6 65.08 462.78

MEMB SN ER 1 a-4-6 2 g-4-6 3 d-7-4 4 e-7-4 5 4-a-d 6 4-e-g 7 4-d-e 8 6-a-g 9 7-d-e

1 2 3 4 5

4-i-k 4-o-l 4-k-l 6-i-o 7-l-k

14 22 15 56 15

5.25 11.3 9.5 6 9.5

4.40 0.23 1 6.99 0.23 1 4.81 0. 0.152 2.343 17.2 0.23 1 4.81 0.23 2.343 Total

19.74 31.35 33.42 77.24 50.58 352.51

42 42 43 68 25

11.3 11.3 3. 3.75 1.25 11 11.5

13 13.087 13 13.087 13 13.202 20.758 7.912

ft 130 73 106 89 89 118 80 80 97 102 1 00 00

49 49 11 32 32 28 30

N O I - T Y C E R I D


SN

1 2 3 4 5

SN

1 2

SN

1 2

MEMB ER L-1-2 3-D-E 3-K-L 1-L-N 2-L-N

LENGTH ft in m 13 5.25 4. 4.10 15 9.50 4.8 4.81 15 9.50 4. 4.81 13 2.50 4. 4.03 13 2.50 4. 4.03

WIDT H (m) 0.23 0. 0.230 0. 0.230 0.230 0.230

GROUND FLOOR MAIN WALL BLOCK S1 X Y HEIG LOAD, in m ft in HT W (kN) ft 2.343 43.05 7 6.75 2.305 23 3.0 2.343 50.58 24 8.7 8.75 7.537 100 4.0 2.343 50.58 24 8. 8.75 7.537 30 0.3 2.343 42.31 0 - 5. 5.50 -0.140 7 5.3 2.343 42.31 14 8. 8.00 4.470 7 5.3 Total 228.83

067BATCH

W*X m (kN-m) 7.09 99.22 30.58 381.23 9.15 381.23 2.27 -5.92 2.27 189.13

W*Y REM (kN-m) ARKS 305.07 X -D -DIR 1546.87 T I 462.82 - C N E R O 95.92 I D 95.92

LENGTH MEMB WIDT HEIG ft in m H (m) HT ER D-7-4 15 3.75 4. 4.67 0.23 2.343 7-D-E 15 9.50 4.81 0.230 2.343 Total

MAIN WALL BLOCK S2 X Y LOAD, W*X W*Y REM in m ft in m (kN-m) (kN-m) ARKS W (kN) ft 49.05 34 11.00 10.643 24 1.8 7.36 522.00 360.98 X-DIR 50.58 25 11.75 7.918 100 4.0 30.58 400.50 1546.87 YY-DIR 99.63

LENGTH MEMB WIDT HEIG ft in m H (m) HT ER L-7-4 15 3.75 4.67 0.23 2.343 7-K-L 15 9.50 4.8 4.81 0. 0.230 2.343 Total

MAIN WALL BLOCK S3 X Y LOAD, W*X W*Y REM in m ft in m (kN-m) (kN-m) ARKS W (kN) ft 49.05 34 11.00 10.643 106 2.3 32.37 522.00 1587.44 XX-DIR 50.58 25 11.75 7.918 30 0.3 9.15 400.50 462.82 Y-DIR 99.63


067BATCH

LOAD TRANSFER FROM MAIN WALLS TO MAIN BEAMS BLOCK S1 FOR GROUND TO EIGHTH FLOOR MAIN BEAM MAIN WALL LENGTH TOTAL SN LOAD Member LOAD (kN) ft in m (kN)

1 2 3 4 5 6 7 8

N-1-2 N-2-3 J-1-2 H-1-2 H-2-3 F-1-2 B-1-2 B-2-3

1 2 3 4 5 6

1-L-N 1-J-L 1-H-J 1-F-H 1-D-F 1-B-D 2-L-N (1) 2 L N (2)

7

15 9 15 9 15 9 15 9

1.00 2.25 1. 1 .00 2.25 1.00 2.25 1.00 2.25

4.597 2. 2 .800 4 .5 .597 2. 2 .800 4.597 2. 2 .800 4.597 2. 2 .800

14 10.25 24 5 .5 .50 17 0.25 17 0.25 24 5.50 14 10.25

4.528 7.455 5.188 5.188 7.455 4.528

BEAMS LOAD ON REMARKS BEAM (kN/m)

43.105 24 24.159 19 19.116 32 32.366 24.085 19 19.116 43.105 24 24.159

43.105 24.159 19.116 32.366 24.085 19.116 43.105 24.159

5.626 5.177 2.495 6.936 3.144 4.096 5.626 5.177

42.310 73 7 3.071 4 9. 9.183 49.183 73.071 42.310 5.367 4.528 12 883

42.310 73.071 49.183 49.183 73.071 42.310

5.606 5.881 5.688 5.688 5.881 5.606

18.249

2.418

N O I T C E R I D X


SN

FOR NINTH FLOOR BEAMS MAIN BEAM MAIN WALL LOAD LENGTH ON TOTAL LOAD NAME BEAM LOAD (kN) ft in m (kN/m) (kN)

067BATCH

REMARKS

1 2 3 4

N-1-2 N-2-3 B-1-2 B-2-3

15 9 15 9

1.00 2.25 1.00 2.25

4.597 2. 2 .800 4.597 2. 2 .800

20.528 12 12.503 20.528 12 12.503

20.528 12.503 20.528 12.503

2.679 2.679 2.679 2.679

O I T - C X E N R I D

1 2 3 4 5 6 7 8 9 10 11 12 13 14

1-L-N 1-J-L 1-H-J 1-F-H 1-D-F 1-B-D 3-L-N 3-J-K 3-K-L 3-H-J 3-F-H 3-D-E 3-E-F 3BD

14 24 17 17 24 14 14 7 17 17 17 17 7 14

10.25 5 .5 .50 0.25 0.25 5.50 10.25 10.25 0.00 5.50 0.25 0.25 5.50 0.00 10 25

4.528 7.455 5.188 5.188 7.455 4.528 4.528 2. 2.134 5.321 5.188 5.188 5.321 2. 2.134 4 528

20.220 33 3 3.290 2 3. 3.167 23.167 33.290 20.220 20.220 9.529 55.672 23.167 23.167 55.672 9.529 20 220

20.220 33.290 23.167 23.167 33.290 20.220 20.220 9.529 55.672 23.167 23.167 55.672 9.529 20 220

2.679 2.679 2.679 2.679 2.679 2.679 2.679 2.679 6.278 2.679 2.679 6.278 2.679 2 679

N O I T C E R I D Y


1 2 3 4 5

7-D-E 4-D-E 4-E-G 4-C-D 4-A-C 5-E-G (1) 6 5-E-G (2) 5-C-E (1) 7 5-C-E (2) 5-A-C (1) 8 5-A-C (2) 9 6-E-G 10 6-C-E 11 6-A-C

SN

1 2 3 4 5

17 17 15 6 17

5.50 5.50 2.25 8.25 0.25

5.321 5.321 4.629 2.038 5.188 4.629 7.36 5.188

15 24 17

2.25 1.75 0.25

4.629 7.360 5.188

50.581 50.581 43.382 16 1 6.079 49.183 5.808 29.163 8.992 11.555 12.883 8.403 43.382 72.009 49.183

50.581 50.581 43.382 16.079 49.183

5.704 5.704 5.623 4.734 5.688

34.971

4.533

20.547

1.675

21.285

2.462

43.382 72.009 49.183

5.623 5.870 5.688

FOR NINTH FLOOR BEAMS MAIN BEAM MAIN WALL LOAD LENGTH ON TOTAL LOAD NAME BEAM LOAD (kN) ft in m (kN/m) (kN)

G-4-5 G-5-6 D-7-4 A-4-5 A56

9 2.25 15 1.25 16 11.50 9 2.25 15 1 25

2. 2 .800 4.604 5.169 2. 2 .800 4 604

12 12.558 20.649 49.042 12 12.558 20 649

12.558 20.649 49.042 12.558 20 649

2.691 2.691 5.693 2.691 2 691

067BATCH

N O I T C E R I D Y

REMARKS

N O I T X C E R I D


SN

1 2 3 4 5

MAIN BEAM LENGTH NAME ft in m

7-K-L 4-K-L 4-K-I 4-L-M 4-M-O 5-K-I (1) 6 5-K-I (2) 5-K-M (1) 7 5-K-M (2) 5-M-O (1) 8 5-M-O (2) 9 6-K-I 10 6-M-K 11 6-M-O

17 17 15 6 17

15 24 17

5.50 5.50 2 .2 .25 8.25 0.25

2.25 1.75 0.25

5.321 5.321 4.629 2.038 5.188

MAIN WALL TOTAL LOAD LOAD (kN) (kN)

50.581 50.581 43 4 3.382 16.079 49.183 5.808 4.629 29.163 8.992 7.36 11.555 12.883 5.188 8.403 4.629 4 3. 3.382 7.360 72.009 5.188 49.183

LOAD ON BEAM (kN/m)

50.581 50.581 43.382 16.079 49.183

5.704 5.704 5.623 4.734 5.688

34.971

4.533

20.547

1.675

21.285

2.462

43.382 72.009 49.183

5.623 5.870 5.688

FOR NINTH FLOOR BEAMS MAIN BEAM MAIN WALL LOAD

067BATCH

REMARKS

N O I T C E R I D Y


067BATCH

LOAD TRANSFER FROM PARTITION WALLS TO SLAB PANELS BLOCK S1 FOR GROUND TO EIGHTH FLOOR SLAB PANELS SLAB PANEL

AREA (m2)

1-2-B-D (1)

10.423

1-2-B-D 1-2-B-D (2) 10.423 10.423

2-32-3-BB-D D

12.6 12.680 80

1-2-D-F 1-2-D-F (1)

17.152 17.152

1-2-D-F 1-2-D-F (2)

17.152 17.152

2-32-3-DD-F F

15.9 15.924 24

LENGTH NAME

p24 p23 p24 p24 1-2-B-C p23 p24 p33 p27 p25 p31 p34 p30 p26 p27 p25 p31 p34 p30 2-3-D-E 2-3-E-F

ft

in

m

7 4 0 3 10 0 9 10 0 0 15 0 0 9 9 9 5 8 8 5 5

7.50 2.00 10.00 7.75 0.00 6.00 3.00 9.00 6.00 6.00 2.00 6.00 6.00 10.25 3.00 3.00 6.75 4.25 11.75 0.25 0.25

2.324 1.270 0.254 1.111 3.048 0.152 2.819 3.277 0.152 0.152 4.623 0.152 0.152 3.004 2.819 2.819 1.695 2.546 2.737 1.530 1.530

THICK NESS (m)

HEIGH T (m)

LOAD (kN)

0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.203 0.102 0.102 0.102 0.102 0.102 0.203 0.102 0.102 0.102 0.102

2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743

12.679 6.929 1.386 6.061 16.629 0.829 15.380 17.879 0.829 0.829 50.197 0.829 0.829 16.389 15.380 15.380 18.405 13.891 14.933 8.347 8.347

TOTAL LOAD (kN)

LOAD ON PANEL 2

(kN/m )

12.679

1.216

31.005

2.975

16.209

1.278

19.537

1.139

68.245

3.979

94.683

5.946


1-2-F-H 1-2-F-H (1)

11.930 11.930

1-2-F-H 1-2-F-H (2)

11.792 11.792

2-32-3-FF-H H

14.5 14.510 10

1-2-H1-2-H-JJ (1)

11.79 11.792 2

1-2-H1-2-H-JJ (2)

11.93 11.930 0

2-3-H -3-H-J -J

14.51 .510

1-2-J1-2-J-L L (1)

17.15 17.152 2

1-2-J1-2-J-L L (2)

17.15 17.152 2

2-32-3-JJ-L L

15.9 5.924

p18 p18 p19 p40 1-2-G-I p18 p19 p17 p20 1-2-G-I p16 p16 p16 p17 p11 p14 p15 p13 p6 p5 p7 p5 p7 p11 p14 p15 2-3-J-K 2-3-K-L

11 0 4 3 9 9 0 4 3 9 11 0 9 0 15 0 0 9 10 0 0 9 9 5 8 8 5 5

3.00 10.00 2.00 0.25 11.00 3.00 6.00 2.00 0.25 11.00 3.00 10.00 3.00 6.00 2.00 6.00 6.00 10.25 9.00 6.00 6.00 3.00 3.00 6.75 4.25 11.75 0.25 0.25

3.429 0.254 1.270 0.921 3.023 2.819 0.152 1.270 0.921 3.023 3.429 0.254 2.819 0.152 4.623 0.152 0.152 3.004 3.277 0.152 0.152 2.819 2.819 1.695 2.546 2.737 1.530 1.530

067BATCH

0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.203 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.203 0.102 0.102 0.102 0.102

2.743 2.743 2.743 2.743 2.743 2.743 3.743 2.743 2.743 2.743 2.743 2.743 2.743 3.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743

18.708 1.386 6.929 5.025 16.493 15.380 1.132 6.929 5.025 16.493 18.708 1.386 15.380 1.132 50.197 0.829 0.829 16.389 17.879 0.829 0.829 15.380 15.380 18.405 13.891 14.933 8.347 8.347

20.094

1.684

28.447

2.412

16.512

1.138

28.447

2.412

20.094

1.684

16.512

1.138

68.245

3.979

19.537

1.139

94.683

5.946


1-2-L-N (1) 1-2-L-N 1-2-L-N (2)

2-32-3-LL-N N

10.423

p2 p2 p2 10.423 10.423 p1 1-2-M-N p1 12.6 12.680 80 p2

7 3 0 4 10 0 9

7.50 7.75 10.00 2.00 0.00 6.00 3.00

2.324 1.111 0.254 1.270 3.048 0.152 2.819

067BATCH

0.102 0.102 0.102 0.102 0.102 0.102 0.102

2.743 2.743 2.743 2.743 2.743 2.743 2.743

12.679 6.061 1.386 6.929 16.629 0.829 15.380

12.679

1.216

31.005

2.975

16.209

1.278

BLOCK S2 FOR GROUND TO EIGHTH FLOOR SLAB PANELS SLAB PANEL

AREA (m2)

4-54-5-AA-C C

14.5 14.514 14

5-6-A-C 5-6-A-C (1) 11.929 11.929 5-6-A-C 5-6-A-C (2) 11.929 11.929

4-54-5-CC-E E

15.6 15.667 67

LENGTH NAME

p3 p4 p3 5-6-A-B p4 p4 p9 p45 p8 p10 p12 4-5-C-D 4-5-D-E

ft

in

m

0 9 4 10 0 11 9 8 6 9 9 5 5

6.00 3.00 2.00 0.00 9.75 3.00 3.00 0.25 0.00 0.00 0.00 0.25 0.25

0.152 2.819 1.270 3.048 0.248 3.429 2.819 2.445 1.829 2.743 2.743 1.530 1.530

THICK NESS (m)

HEIGH T (m)

LOAD (kN)

0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.203 0.102 0.102 0.102 0.102

2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743

0.829 15.380 6.929 16.565 1.353 18.708 15.380 13.339 19.860 14.965 14.965 8.347 8.347

TOTAL LOAD (kN)

LOAD ON PANEL 2

(kN/m )

16.209

1.117

23.494

1.970

20.061

1.682

95.205

6.077


5-6-C-E 5-6-C-E (1)

16.924 16.924

5-6-C-E 5-6-C-E (2)

16.924 16.924

4-54-5-EE-G G

12.9 12.958 58

5-6-E-G 5-6-E-G (1)

10.650 10.650

5-6-E-G 5-6-E-G (2)

10.650 10.650

7-4-D-E

15.885

p46 p9 p45 p8 p10 p12 p44 p22 p21 p22 p22 p21 5-6-F-G p48

9 0 0 15 0 0 10 9 0 0 11 4 10 9

10.25 6.00 6.00 2.00 6.00 6.00 9.00 3.00 6.00 10.00 3.00 2.00 0.00 4.00

3.004 0.152 0.152 4.623 0.152 0.152 3.277 2.819 0.152 0.254 3.429 1.270 3.048 2.845

067BATCH

0.102 0.102 0.102 0.203 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.23

2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743

16.389 0.829 0.829 50.197 0.829 0.829 17.879 15.380 0.829 1.386 18.708 6.929 16.565 35.000 35.000

68.245

4.033

19.537

1.154

16.209

1.251

20.094

1.887

23.494

2.206

35.000

2.203

35.000

2.203

FOR NINTH FLOOR SLAB PANELS

7-4-D-E

15.885

p48

9

4.00

2.845

0.23

2.743

BLOCK S3 FOR GROUND TO EIGHTH FLOOR SLAB PANELS SLAB PANEL

AREA (m2)

4-54-5-MM-O O

14.5 14.514 14

5-6-M-O 5-6-M-O (1) 11.929 11.929 5-6-M-O 5-6-M-O (2) 11.929 11.929

LENGTH NAME

p39 p38 p38 p38 p39 5-6-N-O

ft

in

m

0 9 0 11 4 10

6.00 3.00 9.75 3.00 2.00 0.00

0.152 2.819 0.248 3.429 1.270 3.048

THICK NESS (m)

HEIGH T (m)

LOAD (kN)

0.102 0.102 0.102 0.102 0.102 0.102

2.743 2.743 2.743 2.743 2.743 2.743

0.829 15.380 1.353 18.708 6.929 16.565

TOTAL LOAD (kN)

LOAD ON PANEL 2

(kN/m )

16.209

1.117

20.061

1.682

23.494

1.970


4-54-5-II-K K

12.9 2.958

5-6-I5-6-I-K K (1)

10.65 10.650 0

5-6-I5-6-I-K K (2)

10.65 10.650 0

7-4-K-L

15.885

p29 p42 p28 p35 p32 4-5-L-M 4-5-K-L p32 p35 p43 p41 p42 p29 p28 p36 p37 p37 5-6-I-J p36 p36 p47

7-4-K-L

15.885

p48

4-54-5-KK-M M

15.6 15.667 67

5-6-K-M 5-6-K-M (1) 16.924 16.924

5-6-K-M 5-6-K-M (2) 16.924 16.924

9 8 6 9 9 5 5 0 0 10 9 0 0 15 9 0 4 10 0 11 9

9

3.00 0.25 0.00 0.00 0.00 0.25 0.25 6.00 6.00 9.00 10.25 6.00 6.00 2.00 3.00 6.00 2.00 0.00 10.00 3.00 4.00

2.819 2.445 1.829 2.743 2.743 1.530 1.530 0.152 0.152 3.277 3.004 0.152 0.152 4.623 2.819 0.152 1.270 3.048 0.254 3.429 2.845

067BATCH

0.102 0.102 0.203 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.102 0.203 0.102 0.102 0.102 0.102 0.102 0.102 0.23

2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743 2.743

15.380 13.339 19.860 14.965 14.965 8.347 8.347 0.829 0.829 17.879 16.389 0.829 0.829 50.197 15.380 0.829 6.929 16.565 1.386 18.708 35.000

35.000

95.205

6.077

19.537

1.154

68.245

4.033

16.209

1.251

23.494

2.206

20.094

1.887

35.000

2.203

35.000

2.203

FOR NINTH FLOOR SLAB PANELS

4.00

2.845

0.23

2.743


067BATCH

BALCONY TO SLAB LOAD TRANSFER SLAB PANEL

AREA (m2)

LARGE 3.845 BALCONY SMALL 3.027 BALCONY

LENGTH NAME

b-33 b-34 b-35 b-4 b-5 b-6

ft

in

m

9 3 3 8 2 2

7.00 3.00 3.00 6.00 9.00 9.00

2.921 0.991 0.991 2.591 0.838 0.838

THICK NESS (m)

HEIGH T (m)

LOAD (kN)

0.076 0.076 0.076 0.076 0.076 0.076

1.000 1.000 1.000 1.000 1.000 1.000

4.329 1.469 1.469 3.840 1.242 1.242

TOTAL LOAD (kN)

LOAD ON PANEL 2

(kN/m )

7.267

1.890

6.324

2.090


067BATCH

CENTER OF STIFFNESS GROUND AND FIRST TO NINTH BLOCK S1 COLUMN L B T E COL 2 (mm (N/mm ) (mm (mm

Ix

Iy 4

(mm )

4

(mm )

X (m)

Y (m)

Kx (N/mm)

Ky (N/mm)

Kx * X

(N)

Ky * Y

(N)

N-1

2868

2 50 5000

500

500

5.2E+09 5.2E+09

0.000

2.692 2.

66220.390

66220.390

0.000

178265288.830

N-2

28 2868

25000

500

500

5.2 5.2E+0 E+09 5.2E+ .2E+0 09

4.6 4.60 04

2.69 .692

66220.39 .390

66220.390

304878673.76 .764

178265288.83 .830

N-3

28 2868

25000

500

500

5.2 5.2E+0 E+09 5.2E+ .2E+0 09

7.3 7.39 98

2.69 .692

66220.39 .390

66220.390

489898442.33 .335

178265288.83 .830

L-1

2868

25 2 5000

500

500

5.2E+09 5.2E+09

0.000

7. 7.220

66220.390

66220.390

0.000

478111212.984

L-2

286 2868

25000

500

500

5.2 5.2E+0 E+09 5.2E+ .2E+0 09

4.6 4.60 04

7.22 .220

66220.39 .390

66220.390

304878673.76 .764

478111212.98 .984

L-3

7.3 7.39 98

7.22 .220

286 2868

25000

500

500

5.2 5.2E+0 E+09 5.2E+ .2E+0 09

66220.39 .390

66220.390

489898442.33 .335

478111212.98 .984

K-3 286 2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 7.3 7.398 12 12.54 .541

66220.39 .390

66220.390

489898442.33 .335

830469906.09 .099

J-1

2 868 28

25000

500

500

5.2E+09 5.2E+09

0.000 14.675

66220.390

66220.390

0.000

971784217.527

J-2

2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

4.6 4.604

14.67 14 .675

66220.39 .390

66220.390

304878673.76 .764

971784217.52 .527

J-3

2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

7.3 7.398

14.67 14 .675

66220.39 .390

66220.390

489898442.33 .335

971784217.52 .527

H-1

2868

25000

500

500

5.2E+09 5.2E+09

0.000 19.863

66220.390

66220.390

0.000

1315335598.823

H-2 286 2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

4.60 .604 19.8 19.86 63

66220.39 .390

66220.390

304878673.76 .764

1315335598.82 .823

H-3 286 2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

7.39 .398 19.8 19.86 63

66220.39 .390

66220.390

489898442.33 .335

1315335598.82 .823

F-1

28 2868

25000

500

500

5.2E+09 5.2E+09

0.000 25.051

66220.390

66220.390

0.000

1658886980.120

F-2

2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

4.60 .604 25 25.05 .051

66220.39 .390

66220.390

304878673.76 .764

1658886980.12 .120

F-3

2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

7.39 .398 25 25.05 .051

66220.39 .390

66220.390

489898442.33 .335

1658886980.12 .120

E-3

2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

7.39 .398 27 27.18 .184

66220.39 .390

66220.390

489898442.33 .335

1800135071.15 .158

D-1

2868

25000

500

500

5.2E+09 5.2E+09

0.000 32.506

66220.390

66220.390

0.000

2152559984.662

D-2 286 2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

4.60 .604 32.5 32.50 06

66220.39 .390

66220.390

304878673.76 .764

2152559984.66 .662


COL

L B T E (mm (N/mm2) (mm (mm

Ix

Iy 4

(mm )

4

(mm )

X (m)

Y (m)

067BATCH

Kx (N/mm)

Ky (N/mm)

Kx * X

(N)

(N)

D-3 286 2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

7.39 .398 32.5 32.50 06

66220.39 .390

66220.390

B-1

2868

25000

500

500

5.2E+09 5.2E+09

0.000 37.033

66220.390

66220.390

0.000

2452339688.427

B-2

2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

4.60 .604 37.0 37.03 33

66220.39 .390

66220.390

304878673.76 .764

2452339688.42 .427

B-3

2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

7.39 .398 37.0 37.03 33

66220.39 .390

66220.390

489898442.33 .335

2452339688.42 .427

654323 654 323669 6697.3 7.364 64

302524 302 524538 53891. 91.378 378

Sum= Center of Stiffness=

152306 152 3068.9 8.961 61 152 152306 3068.9 8.961 61 4.296

19.863

489898442.33 .335

Ky * Y

2152559984.66 .662

m

BLOCK S2 COLUMN L B T E COL (mm (N/mm2) (mm (mm

Ix

Iy 4

(mm )

4

(mm )

X (m)

Y (m)

Kx (N/mm)

Ky (N/mm)

Kx * X

(N)

Ky * Y

(N)

G-4

2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 13.22 .221 22.55 .555

66220.39 .390

66220.390

875499771.03 .034

1493600887.65 .653

G-5 G-5

2868 2868

25000 5000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 16.0 16.021 21 22.5 22.555 55

66220 6220.3 .39 90

6622 66220. 0.39 390 0

10609 060916 1686 861. 1.94 942 2

14936 493600 0088 887. 7.6 653

G-6 G-6

2868 2868

25000 5000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 20.6 20.618 18 22.5 22.555 55

66220 6220.3 .39 90

6622 66220. 0.39 390 0

13653 365331 3199 992. 2.97 979 9

14936 493600 0088 887. 7.6 653

E-7

2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

8.05 .052 27 27.18 .184

66220.39 .390

66220.390

533206577.14 .140

1800135071.15 .158

E-4

2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 13.22 .221 27.18 .184

66220.39 .390

66220.390

875499771.03 .034

1800135071.15 .158

E-5 E-5

2868 2868

25000 5000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 16.0 16.021 21 27.1 27.184 84

66220 6220.3 .39 90

6622 66220. 0.39 390 0

10609 060916 1686 861. 1.94 942 2

18001 800135 3507 071. 1.1 158

E-6 E-6

2868 2868

25000 5000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 20.6 20.618 18 27.1 27.184 84

66220 6220.3 .39 90

6622 66220. 0.39 390 0

13653 365331 3199 992. 2.97 979 9

18001 800135 3507 071. 1.1 158

D-7 286 2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

8.05 .052 32.5 32.50 06

66220.39 .390

66220.390

533206577.14 .140

2152559984.66 .662

D-4

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 13.22 .221 32.50 .506

66220.39 .390

66220.390

875499771.03 .034

2152559984.66 .662

2868


COL

L B T E (mm (N/mm2) (mm (mm

Ix

Iy 4

(mm )

4

(mm )

X (m)

Y (m)

067BATCH

Kx (N/mm)

Ky (N/mm)

Kx * X

(N)

Ky * Y

(N)

C-4

2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 13.22 .221 34.53 .538

66220.39 .390

66220.390

875499771.03 .034

2287119816.35 .350

C-5

2868 2868

25000 5000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 16.0 16.021 21 34.5 34.538 38

66220 6220.3 .39 90

6622 66220. 0.39 390 0

10609 060916 1686 861. 1.94 942 2

22871 287119 1981 816. 6.3 350

C-6

2868 2868

25000 5000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 20.6 20.618 18 34.5 34.538 38

66220 6220.3 .39 90

6622 66220. 0.39 390 0

13653 365331 3199 992. 2.97 979 9

22871 287119 1981 816. 6.3 350

A-4 2868 2868

25000 5000

500

500 5.2E+ 5.2E+0 09 5.2E+ .2E+0 09 13.2 13.221 21 39.7 39.726 26

66220 6220.3 .39 90

6622 66220. 0.39 390 0

8754 875499 9977 771. 1.0 034

26306 630671 7119 197. 7.6 647

A-5

2868 2868

25000 5000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 16.0 16.021 21 39.7 39.726 26

66220 6220.3 .39 90

6622 66220. 0.39 390 0

10609 060916 1686 861. 1.94 942 2

26306 630671 7119 197. 7.6 647

A-6

2868 2868

25000 5000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 20.6 20.618 18 39.7 39.726 26

66220 6220.3 .39 90

6622 66220. 0.39 390 0

13653 365331 3199 992. 2.97 979 9

26306 630671 7119 197. 7.6 647

ELEVATOR WALLS L B T E WL (mm (N/mm2) (mm (mm

Ix

Iy 4

(mm )

4

(mm )

X (m)

Y (m)

Kx (N/mm)

Ky (N/mm)

9.47 .474

30.02

6050.106

692336.01 .018

11.3

30.02

6050.106

1-V1 -V1 2868

25000

1626

152

5.4E+ .4E+1 10 4.8E+ .8E+0 08

1-V2 -V2 2868

25000

1626

152

5.4E+ .4E+1 10 4.8E+ .8E+0 08

1-H1 -H1 28 2868

25000 5000

1981 981

152

5.8E+ .8E+0 08 9.8 9.8E+ E+1 10

10.39 0.39 30.8 30.810 10 1252 125201 012. 2.6 684

1-H2 2868

25000

610

152

1.8E+08 2.9E+09

9. 9.703

29.03

1-H3 2868

25000

610

152

1.8E+08 2.9E+09

11 11.07

29.03

2-V1 -V1 2868

25000

1626

152

5.4E+ .4E+1 10 4.8E+ .8E+0 08

8.23 .230

2-V2 -V2 2868

25000

1626

152

5.4E+ .4E+1 10 4.8E+ .8E+0 08

2-H1 -H1 2868 2868

25000 5000

1981 981

152

5.8E+ .8E+0 08 9.8 9.8E+ E+1 10

2-H2 2868

25000

610

152

2-H3 2868

25000

610

152

Kx * X

(N)

Ky * Y

( N)

57318708.94 .949

20781157921.352

692336.01 .018

68384353.73 .731

20781157921.352

7371. 371.0 009

13007 300715 1597 9778 78.3 .31 12

22710 271007 0793 93.6 .652 52

36554.833

2269.720

354691547.101

65880897.056

36554.833

2269.720

404808223.498

65880897.056

26.47

6050.106

692336.01 .018

49792376.46 .467

18324057392.871

10.06

26.47

6050.106

692336.01 .018

60851971.14 .143

18324057392.871

9.144 .144

25.58 5.58 1252 125201 012. 2.6 684

7371. 371.0 009

11448 144840 4039 3986 86.2 .22 24

18853 885356 5673 73.4 .483 83

1.8E+08 2.9E+09

8. 8.458

27.36

36554.833

2269.720

309180779.695

62104082.728

1.8E+08 2.9E+09

9. 9.830

27.36

36554.833

2269.720


36677 3667750.97 50.972 2 3786470.81 3786470.816 6 11.252

28.951

359334010.925

62104082.728

41268833 4126 8833165.1 165.175 75

10962187 1096 21873014 3014.058 .058

m


067BATCH

TENTH FLOOR COLUMN L B T E COL (mm (N/mm2) (mm (mm

Ix

Iy 4

(mm )

4

(mm )

X (m)

Y (m)

Kx (N/mm)

Ky (N/mm)

Kx * X

(N)

Ky * Y

(N)

E-7

286 2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

8.0 8.052

27.18

66220.39 .390

66220.390

533206577.14 .140

1800135071.15 .158

E-4

286 2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

13. 13.22

27.18

66220.39 .390

66220.390

875499771.03 .034

1800135071.15 .158

D-7

28 2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

8.0 8.052

32.51

66220.39 .390

66220.390

533206577.14 .140

2152559984.66 .662

D-4

28 2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09

13. 13.22

32.51

66220.39 .390

66220.390

875499771.03 .034

2152559984.66 .662

X (m)

Y (m)

Kx (N/mm)

Ky (N/mm)

9.47 .474

30.02

6050.106

692336.018

11.3

30.02

6050.106

ELEVATOR WALLS L E B T WL (mm (N/mm2) (mm (mm

Ix

Iy 4

(mm )

4

(mm )

1-V1 -V1 2868

25000

1626

152

5.4E+ .4E+1 10 4.8E+ .8E+0 08

1-V2 -V2 2868

25000

1626

152

5.4E+ .4E+1 10 4.8E+ .8E+0 08

1-H1 -H1 28 2868

25000 5000

1981 981

152

5.8E+ .8E+0 08 9.8 9.8E+ E+1 10

10.39 0.39 30.8 30.810 10 1252 125201 012. 2.6 684

1-H2 2868

25000

610

152

1.8E+08 2.9E+09

9. 9.703

1-H3 2868

25000

610

152

1.8E+08 2.9E+09

2-V1 -V1 2868

25000

1626

152

5.4E+ .4E+1 10 4.8E+ .8E+0 08

2-V2 -V2 2868

25000

1626

152

5.4E+ .4E+1 10 4.8E+ .8E+0 08

2-H1 -H1 2868 2868

25000 5000

1981 981

152

2-H2 2868

25000

610

152

2-H3 2868

25000

610

152

Kx * X

( N)

Ky * Y

( N)

57318708.94 .949

20781157921.352

692336.018

68384353.73 .731

20781157921.352

7371. 371.0 009

13007 300715 1597 9778 78.3 .31 12

22710 271007 0793 93.6 .652 52

2269.720

354691547.101

65880897.056

29.03

36554.833

11 11.07

29.03

36554.833

2269.720

404808223.498

65880897.056

8.23 .230

26.47

6050.106

692336.018

49792376.46 .467

18324057392.871

10.06

26.47

6050.106

692336.018

60851971.14 .143

18324057392.871

5.8E+ .8E+0 08 9.8 9.8E+ E+1 10

9.144 .144

25.58 5.58 1252 125201 012. 2.6 684

7371. 371.0 009

11448 144840 4039 3986 86.2 .22 24

18853 885356 5673 73.4 .483 83

1.8E+08 2.9E+09

8. 8.458

27.36

36554.833

2269.720

309180779.695

62104082.728

1.8E+08 2.9E+09

9. 9.830

27.36

36554.833

2269.720


293932 2939326.6 6.686 86 3058046 3058046.53 .530 0 9.845

28.380

359334010.925

62104082.728

289373 289 373384 38432. 32.392 392

867874 867 874271 27166. 66.792 792

m


067BATCH

BLOCK S3 COLUMN L B T E COL (mm (N/mm2) (mm (mm

Ix

Iy 4

(mm )

4

(mm )

X (m)

Y (m)

Kx (N/mm)

Ky (N/mm)

Kx * X

(N)

Ky * Y

O-4

2868 28

25000

500

500

5.2E+09 5.2E+09 13.221 0.000 5.

66220.390

66220.390

875499771.034

0.000

O-5

28 2868

25000

500

500

5. 5.2E+09 5.2E+09 16.021 0.000

66220.390

66220.390

1060916861.942

0.000

O-6

( N)

28 2868

25000

500

500

5. 5.2E+09 5.2E+09 20.618 0.000

66220.390

66220.390

1365331992.979

0.000

M-4 2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 13.22 .221 5.1 5.18 88

66220.39 .390

66220.390

875499771.03 .034

343551381.29 .297

M-5 28 2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 16.02 .021 5.1 5.188

66220.39 .390

66220.390

1060916861.942

343551381.29 .297

M-6 28 2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 20.61 .618 5.1 5.188

66220.39 .390

66220.390

1365331992.979

343551381.29 .297

L-7

286 2868

25000

500

500

5.2 5.2E+0 E+09 5.2E+ .2E+0 09

7.22 .220

66220.39 .390

66220.390

533206577.14 .140

478111212.98 .984

L-4

478111212.98 .984

8.0 8.05 52

2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 13.22 .221 7.2 7.22 20

66220.39 .390

66220.390

875499771.03 .034

K-7 286 2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 8.0 8.052 12 12.54 .541

66220.39 .390

66220.390

533206577.14 .140

830469906.09 .099

K-4

2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 13.22 .221 12.54 .541

66220.39 .390

66220.390

875499771.03 .034

830469906.09 .099

K-5

2868 2868

25000 5000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 16.0 16.021 21 12.5 12.541 41

66220 6220.3 .39 90

6622 66220. 0.39 390 0

10609 060916 1686 861. 1.94 942 2

83046 304699 9906 06.0 .099 99

K-6

2868 2868

25000 5000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 20.6 20.618 18 12.5 12.541 41

66220 6220.3 .39 90

6622 66220. 0.39 390 0

13653 365331 3199 992. 2.97 979 9

83046 304699 9906 06.0 .099 99

I-4 I-4

2868

25000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 13.22 .221 17.17 .170

66220.39 .390

66220.390

875499771.03 .034

1137004089.60 .604

I-5 I-5

2868 2868

25000 5000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 16.0 16.021 21 17.1 17.170 70

66220 6220.3 .39 90

6622 66220. 0.39 390 0

10609 060916 1686 861. 1.94 942 2

11370 137004 0408 089. 9.6 604

I-6 I-6

2868 2868

25000 5000

500

500

5.2E+ .2E+0 09 5.2E+ .2E+0 09 20.6 20.618 18 17.1 17.170 70

66220 6220.3 .39 90

6622 66220. 0.39 390 0

13653 365331 3199 992. 2.97 979 9

11370 137004 0408 089. 9.6 604

Y (m)

Kx (N/mm)

Ky (N/mm)

ELEVATOR WALLS L B T E WL (mm (N/mm2) (mm (mm

Ix

Iy 4

(mm )

4

(mm )

X (m)

3-V1 -V1 2868

25000

1626

152

5.4E+ .4E+1 10 4.8E+ .8E+0 08 8.2 8.230

13.25

6050.106

692336.01 .018

3-V2 -V2 2868

25000

1626

152

5.4E+ .4E+1 10 4.8E+ .8E+0 08 10. 10.06

13.25

6050.106

3-H1 -H1 2868 2868

25000 5000

1981 981

152

5.8E+ .8E+0 08 9.8 9.8E+ E+1 10

14.15 4.15 1252 125201 012. 2.6 684

9.144 .144

Kx * X

(N)

Ky * Y

(N)

49792376.46 .467

9174836912.772

692336.01 .018

60851971.14 .143

9174836912.772

7371. 371.0 009

11448 144840 4039 3986 86.2 .22 24

10428 042850 5038 38.2 .253 53


WL

L B T E (mm (N/mm2) (mm (mm 610

152

Ix

Iy

067BATCH

X (m)

Y (m)

Kx (N/mm)

Ky (N/mm)

1.8E+08 2.9E+09

8. 8.458

12.36

36554.833

2269.720

309180779.695

4

(mm )

4

(mm )

Kx * X

(N)

Ky * Y

( N)

3-H2 2868

25000

3-H3 2868

25000

610

152

1.8E+08 2.9E+09

9. 9.830

12.36

36554.833

2269.720

359334010.925

28060550.207

4-V1 -V1 2868

25000

1626

152

5.4E+ .4E+1 10 4.8E+ .8E+0 08 9.4 9.474

9.80 .804

6050.106

692336.018

57318708.94 .949

6787662322.126

4-V2 -V2 2868

25000

1626

152 152

5.4E+ .4E+1 10 4.8E+ .8E+0 08

11.3

9.80 .804

6050.106

692336.018

68384353.73 .731

6787662322.126

4-H1 -H1 2868 2868

25000 5000

1981 981

152

5.8E+ .8E+0 08 9.8E+ .8E+1 10

10.39 0.39

7371. 371.0 009

13007 300715 1597 9778 78.3 .31 12

6571 657125 2547 47.0 .07 76

4-H2 -H2 2868

25000

610

152

1.8 1.8E+0 E+08 2.9E+ .9E+0 09

9.7 9.70 03 10.70 .700

36554.83 .833

2269.72 .720

354691547.10 .101

24286005.59 .599

4-H3 -H3 2868

25000

610

152

1.8 1.8E+0 E+08 2.9E+ .9E+0 09

11 11.07 10.70 .700

36554.83 .833

2269.72 .720

404808223.49 .498

24286005.59 .599

412688 412 688331 33165. 65.175 175

409194 409 194576 57629. 29.801 801

8.915 .915 1252 125201 012. 2.6 684


366775 3667750.9 0.972 72 3786470 3786470.81 .816 6 11.252

10.807

28060550.207

m

TENTH FLOOR COLUMN L B T E COL 2 (mm (N/mm ) (mm (mm

Ix

Iy 4

(mm )

4

(mm )

X (m)

Y (m)

Kx (N/mm)

Ky (N/mm)

Kx * X

( N)

Ky * Y

( N)

L-7

2868

25000

500

500

5.2E+09 5.2E+09

8. 8.052

7.22

66220.390

66220.390

533206577.140

L-4

2868

25000

500

500

5.2E+09 5.2E+09

13 13.22

7.22

66220.390

66220.390

875499771.034

478111212.984 478111212.984

K-7

28 2868

25000

500

500

5.2 5.2E+0 E+09 5.2E+ .2E+0 09

8.0 8.05 52

12.54

66220.39 .390

66220.390

533206577.14 .140

830469906.09 .099

K-4

28 2868

25000

500

500

5.2 5.2E+0 E+09 5.2E+ .2E+0 09

13 13.22

12.54

66220.39 .390

66220.390

875499771.03 .034

830469906.09 .099


ELEVATOR WALLS L B T E WL 2 (mm (N/mm ) (mm (mm

Ix

Iy 4

(mm )

4

(mm )

X (m)

067BATCH

Y (m)

Kx (N/mm)

Ky (N/mm)

Kx * X

(N)

Ky * Y

(N)

3-V1 -V1 2868

25000

1626

152

5.4E+ .4E+1 10 4.8E+ .8E+0 08 8.2 8.230

13.25

6050.106

692336.01 .018

49792376.46 .467

9174836912.772

3-V2 -V2 2868

25000

1626

152

5.4E+ .4E+1 10 4.8E+ .8E+0 08 10. 10.06

13.25

6050.106

692336.01 .018

60851971.14 .143

9174836912.772

3-H1 -H1 2868 2868

25000 5000

1981 981

152

5.8E+ .8E+0 08 9.8 9.8E+ E+1 10

9.144 .144

14.15 4.15 1252 125201 012. 2.6 684

7371. 371.0 009

11448 144840 4039 3986 86.2 .22 24

10428 042850 5038 38.2 .253 53

3-H2 2868

25000

610

152

1.8E+08 2.9E+09

8. 8.458

12.36

36554.833

2269.720

309180779.695

28060550.207

3-H3 2868

25000

610

152

1.8E+08 2.9E+09

9. 9.830

12.36

36554.833

2269.720

359334010.925

28060550.207

4-V1 -V1 2868

25000

1626

152

5.4E+ .4E+1 10 4.8E+ .8E+0 08 9.4 9.474

9.80 .804

6050.106

692336.01 .018

57318708.94 .949

6787662322.126

4-V2 -V2 2868

25000

1626

152 152

5.4E+ .4E+1 10 4.8E+ .8E+0 08

11.3

9.80 .804

6050.106

692336.01 .018

68384353.73 .731

6787662322.126

4-H1 -H1 2868 2868

25000 5000

1981 981

152

5.8E+ .8E+0 08 9.8E+ .8E+1 10

10.39 0.39

7371. 371.0 009

13007 300715 1597 9778 78.3 .31 12

6571 657125 2547 47.0 .07 76

4-H2 -H2 2868

25000

610

152

1.8 1.8E+0 E+08 2.9E+ .9E+0 09

9.7 9.70 03 10.70 .700

36554.83 .833

2269.72 .720

354691547.10 .101

24286005.59 .599

4-H3 -H3 2868

25000

610

152

1.8 1.8E+0 E+08 2.9E+ .9E+0 09

11 11.07 10.70 .700

36554.83 .833

2269.72 .720

404808223.49 .498

24286005.59 .599

289373 289 373384 38432. 32.392 392

348168 348 168514 51404. 04.902 902

8.915 .915 1252 125201 012. 2.6 684


293932 2939326.6 6.686 86 3058046 3058046.53 .530 0 9.845

11.385

m


067BATCH

ECCENTRICITY BLOCK S1 CENTER OF MASS X (m) Y (m)

CENTER OF ST S TIFFNESS X (m) Y (m)

Gro und

3.668

19.079

4.296

19.863

0.628

0.784

0.370

1.717

1.312

2.894

1 to 8

3.636

19.858

4.296

19.863

0.660

0.004

0.370

1.717

1.360

1.724

9

3.749

20.863

4.296

19.863

0.547

1.000

0.370

1.717

1.190

3.217

FLOOR

ECCENTRICITY ex (m)

ey (m)

MINIMUM ECCENTRICITY exmin eymin

DESIGN ECCENTRICITY ex (m) ey (m)

BLOCK S2 CENTER OF FLOOR MASS X (m) Y (m)

CENTER OF STIFFNESS X (m) Y (m)

ex (m)

ey (m)


3.850

1.117

0.628

0.859

6.403

2.535

28.951

4.448

1.881

0.628

0.859

7.300

3.680

28.951

4.368

1.873

0.628

0.859

7.180

3.668

28.380

2.241

1.633

0.628

0.859

3.989

3.308

Gro und

15.102

30 30.068

11.252

28.951

1 to 8

15.699

30.832

11.252

9

15.620

30.824

11.252

10

12.086

30.013

9.845

ECCENTRICITY


BLOCK S3 CENTER OF MASS X (m) Y (m)

CENTER OF ST S TIFFNESS X (m) Y (m)

Gro und

15.102

9.660

11.252

10.807

3.850

1.147

0.628

0.859

6.403

2.578

1 to 8

15.699

8.890

11.252

10.807

4.448

1.917

0.628

0.859

7.300

3.733

FLOOR

ECCENTRICITY ex (m)

ey (m)



9

15.620

8.898

11.252

10.807

4.368

1.909

0.628

0.859

7.180

3.722

10

12.086

9.715

9.845

11.385

2.241

1.670

0.628

0.859

3.989

3.364


FLOOR

F1 F2 F3 F4 F5 F6 F7 F8 F9 F10 Total FLOOR

F1 F2 F3 F4 F5 F6 F7 F8 F9 F10 Total

SLAB (kN) DEAD LIVE 882.22203 581.825 882.22203 581.825 882.22203 581.825 882.22203 581.825 882.22203 581.825 882.22203 581.825 882.22203 581.825 882.22203 581.825 882.22203 581.825 882.22203 397.662 8822.2203 LUMP MASS (kN) 25 2540.894 2971.995 2971.995 2971.995 2971.995 2971.995 2971.995 2971.995 2971.995 2543.215 28860.069

067BATCH

SEISMIC LOAD CALCULATION BLOCK S1 BEAM (kN) COL WALL SHEAR MAIN SEC kN kN WALL, 464.49 44 44.305 394.306 61 610.115 0 464.49 44 44.305 394.306 1041.216 0 464.49 44 44.305 394.306 1041.216 0 464.49 44 44.305 394.306 1041.216 0 464.49 44 44.305 394.306 1041.216 0 464.49 44 44.305 394.306 1041.216 0 464.49 44 44.305 394.306 1041.216 0 464.49 44 44.305 394.306 1041.216 0 464.49 44 44.305 394.306 1041.216 0 464.49 44 44.305 197.153 85 855.629 0 4644.9 443.049 3745.91 9795.4715 0

FLOOR HEIGHT h,m 2.868 5.736 8.604 11.472 14.34 17.208 20.076 22.944 25.812 28.68

hi

2

8.225 32.902 74.029 131.607 205.636 296.115 403.046 526.427 666.259 822.542

Wi*hi

2

20898.9 97784.6 220014 391135 611149 880052 1197851 1564538 1980118 2091901 9055443

Lateral force, Qi 4.329 20.257 45.578 81.027 126.604 182.310 248.144 324.106 410.197 433.353 1875.905

STAIRCASE, kN DEAD LIVE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

LUMP MASS (kN) 2540.894 2971.995 2971.995 2971.995 2971.995 2971.995 2971.995 2971.995 2971.995 2543.215 27451.55


REFERENCE IS1893(Part 1) :2002 Cl.7.5.3

SN 1

Cl.6.4.2

CALCULATION

RESULT

BASE SHEAR Seismic Base Shear,Vb = Ah * ∑W = 1875.905 kN where, Horizontal acceleration spectrum, Ah = (ZISa/2Rg) = 0.065 where, Soil Type - III and Seismic Zone V 0.75

Cl.7.6.1 Fig 2 Table 2 Table 6 Table 7 2 Cl 7.7.1

067BATCH

Fundamental Natural Period, Ta = 0.075h = 0.929 sec Spectral Acceleration Coefficient, (Sa/g) = 1.67/Ta = 1.8 Zone factor, Z = 0.36 Importance factor, I = 1 Response Reduction factor factor = 5 h = 28.68 m LATERAL FORCE 2

2

Lateral Force, Qi = Vb *(Wi*hi )/ ∑(Wi*hi ) Q1= 1875.904*(20898.9)/(9055443) 1875.904*(20898.9)/(9055443) = 4.329 kN

Vb = 1875.905 kN Block S1


SLAB (kN) BEAM (kN) FLOOR DEAD LIVE MAIN SEC F1 505.29291 334.357 27 274.839 19.161 F2 505.29291 334.357 274.839 19.161 F3 505.29291 334.357 274.839 19.161 F4 505.29291 334.357 274.839 19.161 F5 505.29291 334.357 274.839 19.161 F6 505.29291 334.357 274.839 19.161 F7 505.29291 334.357 274.839 19.161 F8 505.29291 334.357 274.839 19.161 F9 505.29291 334.357 274.839 19.161 F10 505.29291 226.086 27 274.839 19.161 F11 112.04088 26.890 62.94 0 Total 5164.97 2811.33 191.613 LUMP FLOOR 2 FLOOR hi MASS (kN) HEIGHT h,m F1 1691.980 2.868 8.225 F2 1957.887 5.736 32.902 F3 1957.887 8.604 74.029 F4 1957.887 11.472 131.607 F5 1957.887 14.34 205.636 F6 1957.887 17.208 296.115 F7 1957.887 20.076 403.046 F8 1957.887 22.944 526.427 F9 1957.887 25.812 666.259 F10 1729.527 28.680 822.542 F11 332.32 31.548 995.276 Total 19416.923

BLOCK S2 & S3 COL WALL kN kN 257.156 352.866 257.156 618.772 257.156 618.772 257.156 618.772 257.156 618.772 257.156 618.772 257.156 618.772 257.156 618.772 257.156 618.772 162.866 540.976 34.2875 45.997 2511.56 5890.0145 Lateral 2 Wi*hi force, Qi 13916.5 �� 64418.4 �� 144940 �� 257672 �� 402612 �� 579760 �� 789119 �� 1030685 �� 1304460 �� 1422609 �� 330750 �� 6340940 1184.432

067BATCH

SHEAR WALL, 140.6646 140.6646 140.6646 140.6646 140.6646 140.6646 140.6646 140.6646 140.6646 140.6646 70.33228 1476.978

STAIRCASE, kN DEAD LIVE 53.009 21.609 53.009 21.609 53.009 21.609 53.009 21.609 53.009 21.609 53.009 21.609 53.009 21.609 53.009 21.609 53.009 21.609 26.505 10.805 0 0 503.586

LUMP MASS (kN) 1691.98 1957.887 1957.887 1957.887 1957.887 1957.887 1957.887 1957.887 1957.887 1729.527 332.32 18550.051


REFERENCE IS1893(Part 1) :2002 Cl.7.5.3

SN 1

Cl.6.4.2

CALCULATION

RESULT

BASE SHEAR Seismic Base Shear,Vb = Ah * ∑W = 1184.432 kN where, Horizontal acceleration spectrum, Ah = (ZISa/2Rg) = 0.061 where, Soil Type - III and Seismic Zone V 0.75

Cl.7.6.1 Fig 2 Table 2 Table 6 Table 7 2 Cl 7.7.1

067BATCH

Fundamental Natural Period, Ta = 0.075h = 0.998 sec Spectral Acceleration Coefficient, (Sa/g) = 1.67/Ta = 1.7 Zone factor, Z = 0.36 Importance factor, I = 1 Response Reduction factor = 5 h = 31.548 m LATERAL FORCE 2

2

Lateral Force, Qi = Vb *(Wi*hi )/ ∑(Wi*hi ) Q1= 1184.432*(13916.5)/(6340940) 1184.432*(13916.5)/(6340940) = 2.599 kN

Vb = 1184.432 kN Block S2 and S3


067BATCH

MATLAB CODING FOR DETERMINATION OF NATURAL FREQUENIES AND MODE SHAPE COEFFICIENTS FOR BLOCK S1

clc close all clear all k = [3046137.922 [3046137.92 2 -1523068.961 0 0 0 0 0 0 0 0 -1523068.961 -1523068.96 1 3046137.922 -1523068.961 0 0 0 0 0 0 0 0 -1523068.961 -1523 068.961 3046137.922 -1523068.961 0 0 0 0 0 0 0 0 -1523068.961 -1523068.96 1 3046137.922 -1523068.961 0 0 0 0 0 0 0 0 -1523068.961 -1523 068.961 3046137.922 -1523068.961 0 0 0 0 0 0 0 0 -1523068.961 3046137.922 -1523068.961 -1523068.961 0 0 0 0 0 0 0 0 -1523068.961 3046137.922 -1523068.961 -1523068.961 0 0 0 0 0 0 0 0 -1523068.961 -1523068.961 3046137.922 -1523068.961 -1523068.961 0 0 0 0 0 0 0 0 -1523068.961 -1523068.961 3046137.922 -1523068.961 -1523068.961 0 0 0 0 0 0 0 0 -1523068.961 -1523068.961 1523068.961 ]; m = 10^-3*[ 259010.6014 0 0 0 0 302955.6575 0 0 0 0 302955.6575 302955.6575 0 0 0 0 302955.6575 302955.6575

0 0 0 0

0 0 0 0

0 0 0 0

0 0 0 0

0 0 0 0

0 0 0 0

; ; ;

; ; ; ; ; ; ; ; ;


067BATCH

DYNAMIC ANALYSIS : RESPONSE SPECTRUM ANALYSIS

FOR BLOCK S1

1

FORM FORMUL ULAT ATIO ION N OF OF MAS MASS S AND AND STI STIFF FFNE NESS SS MATRI ATRICE CES S

Floor

Ki

9 8 7 6 5 4 3 2 1 GROUND

10 9 8 7 6 5 4 3 2 1

K

M

N/mm 1523069 1523069 1523069 1523069 1523069 1523069 1523069 1523069 1523069 1523069

N-s /mm kg 259247.2 259.247 302955.7 302.956 302955.7 302.956 302955.7 302.956 302955.7 302.956 302955.7 302.956 302955.7 302.956 302955.7 302.956 302955.7 302.956 259010.6 259.011 M = 2941.903

2


067BATCH

Mass Matri -3

[M] = 10 * 259011 0 0 0 0 0 0 0 0 0

0 302956 0 0

0 0 302956 0

0 0 0 302956

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 0 0 0 0 0

302956 0 0 0 0 0

0 302956 0 0 0 0

0 0 302956 0 0 0

0 0 0 302956 0 0

0 0 0 0 302956 0

0 0 0 0 0 259247

Stiffness Matri [K] = 3046138 -1523069 0 0 0 0 0 0 0 0 -1523069 3046138 -1523069 0 0 0 0 0 0 0 0 -1523069 3046138 -1523069 0 0 0 0 0 0 0 0 -1523069 3046138 -1523069 0 0 0 0 0 0 0 0 -1523069 3046138 -1523069 0 0 0 0 0 0 0 0 -1523069 3046138 -1523069 0 0 0 0 0 0 0 0 -1523069 3046138 -1523069 0 0 0 0 0 0 0 0 -1523069 3046138 -1523069 0 0 0 0 0 0 0 0 -1523069 3046138 -1523069 0 0 0 0 0 0 0 0 -1523069 1523069

2

N-s /mm

N/mm


2

MODE MODE SHAPE SHAPES, S, CIRC CIRCULA ULAR R FREQU FREQUENC ENCIES IES AND TIME TIME PERIO PERIODS DS FOR FOR DIFF DIFFERE ERENT NT MODE MODES S

Mode Shapes  -0.0573 733 3   -0.05 -0.1 -0.132 3279 79 -0.1 -0.195 9548 48 -0.2 -0.253 5367 67 -0.3 -0.306 0604 04 -0.3 -0.351 5137 37 -0.3 -0.388 8863 63 -0.4 -0.416 1696 96 -0.4 -0.435 3572 72 -0.3 -0.380 8033 33



  

067BATCH

115.51 0 0 0 0 0 0 0 0 0

  0.16 0.1640 404 4 0.35 0.3502 020 0 0.43 0.4369 692 2 0.43 0.4343 430 0 0.34 0.3428 286 6 0.18 0.1813 132 2 -0.0 -0.017 1730 30 -0.2 -0.212 1239 39 -0.3 -0.364 6404 04 -0.3 -0.377 7759 59

  0.25 0.2510 101 1 0.44 0.4480 807 7 0.35 0.3542 420 0 0.06 0.0640 401 1 -0.2 -0.261 6166 66 -0.4 -0.442 4230 30 -0.3 -0.377 7779 79 -0.1 -0.103 0389 89 0.22 0.2276 760 0 0.37 0.3704 047 7

  -0.3 -0.314 1447 47 -0.4 -0.407 0763 63 -0.0 -0.022 2224 24 0.38 0.3863 635 5 0.39 0.3919 193 3 -0.0 -0.011 1130 30 -0.4 -0.402 0275 75 -0.3 -0.374 7409 09 0.04 0.0447 478 8 0.35 0.3567 679 9

  0.35 0.3561 617 7 0.25 0.2543 431 1 -0.32 -0.3213 131 1 -0.3 -0.374 7470 70 0.18 0.1809 092 2 0.44 0.4424 248 8 -0.0 -0.015 1513 13 -0.4 -0.448 4815 15 -0.1 -0.152 5278 78 0.33 0.3345 451 1

  -0.3 -0.379 7908 08 -0.0 -0.036 3651 51 0.45 0.4522 227 7 -0.0 -0.073 7340 40 -0.4 -0.434 3444 44 0.17 0.1789 897 7 0.39 0.3909 095 5 -0.2 -0.273 7397 97 -0.3 -0.324 2437 37 0.30 0.3019 190 0

  -0.3 -0.384 8424 24 0.18 0.1899 990 0 0.29 0.2911 114 4 -0.4 -0.432 3258 58 0.06 0.0694 944 4 0.37 0.3747 470 0 -0.3 -0.381 8177 77 -0.0 -0.056 5647 47 0.42 0.4288 884 4 -0.2 -0.257 5757 57

  0.36 0.3677 770 0 -0.3 -0.367 6736 36 0.06 0.0616 161 1 0.28 0.2849 491 1 -0.4 -0.442 4293 93 0.30 0.3079 793 3 0.03 0.0308 080 0 -0.3 -0.349 4915 15 0.43 0.4365 651 1 -0.2 -0.201 0117 17

  0.31 0.3149 499 9 -0.4 -0.432 3237 37 0.37 0.3717 178 8 -0.2 -0.204 0410 10 -0.0 -0.022 2236 36 0.24 0.2423 238 8 -0.3 -0.392 9259 59 0.42 0.4297 973 3 -0.3 -0.343 4309 09 0.13 0.1349 490 0

  0.19 0.1961 612 2 -0.3 -0.312 1213 13 0.37 0.3732 327 7 -0.4 -0.408 0858 58 0.41 0.4156 563 3 -0.3 -0.393 9393 93 0.34 0.3449 497 7 -0.2 -0.272 7215 15 0.18 0.1805 050 0 -0.0 -0.065 6535 35

0 1028.03 0 0 0 0 0 0 0 0

0 0 2786.46 0 0 0 0 0 0 0

0 0 0 5244.01 0 0 0 0 0 0

0 0 0 0 8171.09 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 11276.45 0 0 0 0 0 14245.32 0 0 0 0 0 16783.49 0 0 0 0 0 18661.47 0 0 0 0 0 19761.67


067BATCH

Circular Frequencie 10.748 0   0 32.063 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 52.787 0 0 0 0 0 0 0

0 0 0 72.416 0 0 0 0 0 0

0 0 0 0 90.394 0 0 0 0 0

0 0 0 0 0 106.191 0 0 0 0

0 0 0 0 0 0 119.354 0 0 0

0 0 0 0 0 0 0 129.551 0 0

0 0 0 0 0 0 0 0 136.607 0

0 0 0 0 0 0 0 0 0 140.576

Time Period [T]= 0.585 0 0 0 0 0 0 0 0 0

0 0 0.119 0 0 0 0 0 0 0

0 0 0 0.087 0 0 0 0 0 0

0 0 0 0 0.070 0 0 0 0 0

0 0 0 0 0 0.059 0 0 0 0

0 0 0 0 0 0 0.053 0 0 0

0 0 0 0 0 0 0 0.048 0 0

0 0 0 0 0 0 0 0 0.046 0

0 0 0 0 0 0 0 0 0 0.045

0 0.196 0 0 0 0 0 0 0 0

rad/sec

secs


3

067BATCH

DETERM DETERMINAT INATION ION OF MODA MODAL L PARTICIPA PARTICIPATION TION FACTO FACTORS RS AND MODAL MODAL MASS MASS

Wi Mode Floor, 2 øik {øik} k i N 1 2540 254089 894 4 -0.0 -0.057 5733 33 0.0 0.003 0329 29 1 2 2971 297199 995 5 -0.13 -0.1327 279 9 0.01 0.0176 763 3 3 2971 2971995 995 -0. -0.19 19548 548 0.038 0.03821 21 4 5 6 7 8 9 10

2971 2971995 995 2971 2971995 995 2971 2971995 995 2971 2971995 995 2971 2971995 995 2971 2971995 995 2543 2543215 215

-0. -0.25 25367 367 -0. -0.30 30604 604 -0.35 -0.35137 137 -0.38 -0.38863 863 -0.41 -0.41696 696 -0.43 -0.43572 572 -0.3 -0.3803 8033 3

Wi Mode Floor, øik k i N 1 2540 254089 894 4 0.16 0.1640 404 4 2 2 2971 297199 995 5 0.35 0.3502 020 0 3 4 5 6 7 8 9 10

2971 297199 995 5 2971 297199 995 5 2971 297199 995 5 2971 297199 995 5 2971 297199 995 5 2971 2971995 995 2971 2971995 995 2543 2543215 215

0.43 0.4369 692 2 0.43 0.4343 430 0 0.34 0.3428 286 6 0.18 0.1813 132 2 -0. -0.01 0173 730 0 -0. -0.21 21239 239 -0.36 -0.36404 404 -0.3 -0.3775 7759 9

0.064 0.06435 35 0.093 0.09366 66 0.12 0.12346 346 0.15 0.15104 104 0.17 0.17386 386 0.18 0.18985 985 0.14 0.14465 465 Sum =

{øik}

2

0.02 0.0269 691 1 0.12 0.1226 264 4

Wi*øik

Wi*{øik}

2

-145 -14566 664. 4.49 498 8 -394 -39465 657. 7.18 180 0 -5809 -580960 60.3 .304 04

8350 8350.6 .662 62 5240 52407. 7.31 319 9 1135 113565 65.08 .089 9

-7539 -753914 14.6 .665 65 -9095 -909546 46.2 .277 77 -104 -104427 4279. 9.18 183 3 -115 -115501 5017. 7.61 615 5 -123 -123921 9217. 7.13 130 0 -129 -129494 4943. 3.07 070 0 -9672 -967263 63.6 .680 80 -8485463.602 -8485463.602

1912 191247 47.73 .738 8 2783 278356 56.60 .602 2 3669 366931 31.64 .644 4 4488 448878 78.84 .848 8 5167 516709 09.85 .852 2 5642 564226 26.23 .236 6 3678 367880 80.43 .430 0 2908554.419 2908554.419

Wi*øik

Wi*{øik}

2

M = 2941.9031 N-s /mm

p1 = -2.917 2

M1 = 2523.510 N-s /mm M1/M = 85.7 85.778 78 %

2

4168 416812 12.6 .630 30 1040 104080 803. 3.10 106 6

6837 68374. 4.66 662 2 3644 364492 92.9 .910 10

0.19 0.1909 090 0 1298 129852 528. 8.35 357 7 0.18 0.1886 861 1 1290 129072 722. 2.75 750 0 0.11 0.1175 755 5 1018 101898 982. 2.42 423 3 0.03 0.0328 288 8 5388 538874 74.4 .466 66 0.00 0.0003 030 0 -5142 51425. 5.77 770 0 0.045 0.04511 11 -6312 -631210 10.1 .157 57 0.13 0.13252 252 -108 -108192 1920. 0.90 909 9 0.14 0.14257 257 -9602 -960291 91.7 .741 41

5673 567354 54.8 .889 89 5605 560554 54.5 .515 15 3493 349369 69.7 .759 59 9770 97707. 7.32 328 8 889. 889.84 843 3 1340 134060 60.20 .206 6 3938 393860 60.97 .977 7 3625 362596 96.25 .252 2

p2 = 0.993 2

M2 = 291.602 N-s /mm 9 .912 % M2/M = 9.


Wi Mode Floor, 2 øik {øik} k i N 1 2540 254089 894 4 0.35 0.3561 617 7 0.12 0.1268 685 5 5 2 2971 297199 995 5 0.25 0.2543 431 1 0.06 0.0646 467 7 3 2971 2971995 995 -0. -0.32 32131 131 0.103 0.10324 24 4 5 6 7 8 9 10

2971 2971995 995 2971 297199 995 5 2971 297199 995 5 2971 297199 995 5 2971 2971995 995 2971 297199 995 5 2543 254321 215 5

-0.37 -0.37470 470 0.18 0.1809 092 2 0.44 0.4424 248 8 -0. -0.01 0151 513 3 -0.44 -0.44815 815 -0.15 -0.1527 278 8 0.33 0.3345 451 1

0.14 0.14040 040 0.03 0.0327 273 3 0.19 0.1957 579 9 0.00 0.0002 023 3 0.20 0.20084 084 0.02 0.0233 334 4 0.11 0.1119 190 0 Sum =

Wi Mode Floor, 2 øik {øik} k i N 1 2540 2540894 894 -0.3 -0.3790 7908 8 0.14 0.14370 370 6 2 2971 297199 995 5 -0.0 -0.036 3651 51 0.00 0.0013 133 3 3 2971 297199 995 5 0.45 0.4522 227 7 0.20 0.2045 455 5 4 5 6 7 8 9 10

2971 297199 995 5 2971 2971995 995 2971 297199 995 5 2971 297199 995 5 2971 2971995 995 2971 2971995 995 2543 254321 215 5

-0.07 -0.0734 340 0 -0.43 -0.43444 444 0.17 0.1789 897 7 0.39 0.3909 095 5 -0. -0.27 27397 397 -0. -0.32 32437 437 0.30 0.3019 190 0

0.00 0.0053 539 9 0.18 0.18874 874 0.03 0.0320 203 3 0.15 0.1528 284 4 0.075 0.07506 06 0.105 0.10521 21 0.09 0.0911 114 4 Sum =

067BATCH

Wi*øik

Wi*{øik}

2

9049 904982 82.3 .385 85 7557 755796 96.9 .948 48 -9549 -954940 40.3 .396 96

3223 322324 24.7 .787 87 1922 192203 03.8 .899 99 3068 306834. 34.68 689 9

-111 -111359 3592. 2.57 574 4 5377 537701 01.2 .212 12 1315 131505 057. 7.65 652 2 -4497 44977. 7.39 396 6 -133 -133190 1909. 9.71 715 5 -454 -45406 060. 0.52 525 5 8507 850736 36.4 .414 14 464794. 464794.004 004

4172 417257 57.91 .910 0 9728 97282. 2.32 328 8 5818 581890 90.8 .827 27 680. 680.67 676 6 5968 596899 99.89 .890 0 6937 69371. 1.23 234 4 2845 284581 81.6 .699 99 2869327 2869327.94 .940 0

Wi*øik

Wi*{øik}

p5 = 0.162 M5 = 7.675 M5/M = 0. 0 .261

2

N-s /mm %

2

-9632 -963211 11.0 .095 95 -108 -10851 514. 4.40 409 9 1344 134415 155. 5.30 305 5

3651 365137. 37.47 473 3 3962 3962.1 .112 12 6079 607926 26.1 .152 52

-218 -21813 132. 2.60 601 1 -129 -129114 1146. 6.28 281 1 5318 531897 97.7 .738 38 1161 116188 888. 8.29 296 6 -8142 -814251 51.5 .523 23 -9640 -964014 14.7 .713 13 7677 767797 97.1 .174 74 -55353 -553532.1 2.109 09

1601 16010. 0.06 065 5 5609 560922 22.45 .450 0 9519 95193. 3.70 701 1 4542 454235 35.0 .088 88 2230 223084 84.34 .340 0 3126 312693 93.78 .786 6 2317 231798 98.1 .138 38 2870963 2870963.30 .304 4

p6 = -0.193 M6 = 10.879 0 .370 M6/M = 0.

2

N-s /mm %


067BATCH

Wi Mode Floor, 2 2 øik Wi*øik {øik} Wi*{øik} k i N 1 2540 254089 894 4 0.31 0.3149 499 9 0.09 0.0992 922 2 8003 800363 63.8 .889 89 2521 252109 09.0 .043 43 9 2 2971 2971995 995 -0.43 -0.43237 237 0.18 0.18695 695 -128 -128501 5014. 4.86 865 5 5556 555607. 07.66 665 5 3 2971 297199 995 5 0.37 0.3717 178 8 0.13 0.1382 822 2 1104 110492 926. 6.25 256 6 4107 410788 88.7 .723 23 4 5 6 7 8 9 10

2971 2971995 995 2971 297199 995 5 2971 297199 995 5 2971 2971995 995 2971 297199 995 5 2971 2971995 995 2543 254321 215 5

-0. -0.20 20410 410 -0. -0.02 0223 236 6 0.24 0.2423 238 8 -0.39 -0.39259 259 0.42 0.4297 973 3 -0.34 -0.34309 309 0.13 0.1349 490 0

0.041 0.04166 66 0.00 0.0005 050 0 0.05 0.0587 875 5 0.15 0.15413 413 0.18 0.1846 467 7 0.11 0.11771 771 0.01 0.0182 820 0 Sum =

Wi Mode Floor, 2 øik {øik} k i N 1 2540 254089 894 4 0.196 0.19612 12 0.03 0.0384 846 6 10 2 2971 2971995 995 -0. -0.31 31213 213 0.097 0.09743 43 3 2971 297199 995 5 0.37 0.3732 327 7 0.13 0.1393 933 3 4 5 6 7 8 9 10

2971 2971995 995 2971 297199 995 5 2971 2971995 995 2971 297199 995 5 2971 2971995 995 2971 297199 995 5 2543 2543215 215

-0.40 -0.40858 858 0.41 0.4156 563 3 -0.39 -0.39393 393 0.34 0.3449 497 7 -0. -0.27 27215 215 0.18 0.1805 050 0 -0. -0.06 06535 535

0.16 0.16694 694 0.17 0.1727 275 5 0.15 0.15518 518 0.11 0.1190 900 0 0.074 0.07406 06 0.03 0.0325 258 8 0.004 0.00427 27 Sum =

-6065 -606594 94.6 .620 20 -6644 66449. 9.58 587 7 7203 720354 54.8 .854 54 -116 -116678 6782. 2.10 104 4 1277 127715 150. 0.48 484 4 -101 -101967 9671. 1.47 479 9 3430 343070 70.9 .954 54 101353. 101353.782 782

Wi*øik

1238 123808 08.09 .093 3 1485 1485.7 .718 18 1746 174600 00.2 .266 66 4580 458069 69.57 .572 2 5488 548827 27.7 .760 60 3498 349842 42.42 .420 0 4627 46279. 9.09 091 1 2921418 2921418.35 .353 3

Wi*{øik}

p9 = 0.035 M9 = 0.358 M9/M = 0. 0 .012

2

N-s /mm %

2

4983 498332 32.0 .029 29 -9276 -927649 49.9 .985 85 1109 110934 348. 8.73 738 8

9773 97735. 5.21 211 1 2895 289547. 47.76 760 0 4140 414083 83.6 .679 79

-121 -121430 4302. 2.53 533 3 1235 123525 250. 0.64 644 4 -117 -117074 0743. 3.87 879 9 1025 102524 244. 4.82 827 7 -8088 -808819 19.1 .142 42 5364 536439 39.1 .192 92 -1661 -166186 86.9 .941 41 116912. 116912.952 952

4961 496141 41.69 .696 6 5134 513407 07.3 .376 76 4611 461185 85.57 .577 7 3536 353677 77.2 .229 29 2201 220117 17.59 .599 9 9682 96826. 6.20 208 8 10859 10859.5 .522 22 2953581 2953581.85 .857 7

p10 = 0.040 M10 = 0.472 0 .016 M10/M = 0.

2

N-s /mm %


5

067BATCH

DETERMINAT DETERMINATION ION OF LATERAL LATERAL FORCES FORCES AND SHEAR FORCES FORCES OF EACH EACH MODES

Mode, Floor, k i 1

Ak =

0.09

p1 =

-2.917

Ak =

0.09

p2 =

0.993

Ak = 0.09

p3 = 0.453

Qik N

Vik N

Mode, Floor, k i

øik

Qik N

Vik N

2540894

-0.31447

24535.205

32715.032

2540894

-0.05733

38246.756

22 28 00 6 . 56 1

2971995

-0.13279

103624.130

2189759.805

2

2971995

-0.40763

37199.372

8179.827

3

2971995

-0.19548

152541.267

2086135.674

3

2971995

-0.02224

2029.314

-29019.545

4

29 71 9 9 5

-0.25367

197953.453

1933594.407

Ak =

5

29 71 99 5

-0.30604

238817.249

17 1 735640.954

0.0829

6

2 97 19 9 5

-0.35137

274193.725

1496823.706

7

29 71 9 9 5

-0.38863

303270.033

1222629.981

8

2 9 71 99 5

-0.41696

325378.085

919359.948

9

2 97 19 9 5

-0.43572

340009.903

10

2 54 32 1 5

-0.38033

253971.960

Wi N

øik

1

2540894

0.16404

1

Wi N

1

4

p4 =

2971995

0.38635

-35257.508

-31048.859

5

2971995

0.39193

-35767.462

4208.649

6

2971995

-0.01130

1031.382

39976.111

7

2971995

-0.40275

36754.398

38944.729

8

2971995

-0.37409

34139.150

2190.330

593981.863

9

2971995

0.04478

-4086.415

-31948.820

25 253971.960

10

2543215

0.35679

-27862.405

-27862.405

Qik

Vik

N

N

37262.302

257455.674

-0.371

4

Mode, Floor, k i 1

5

Wi N 2540894

øik 0.35617

Qik N 10780.723

Vik N 5536.920

2

2971995

0.35020

93045.931

22 2 20193.372

2

2971995

0.25431

9003.531

-5243.802

3

2971995

0.43692

116086.106

1 12 27147.441

3

2971995

-0.32131

-11375.854

-14247.334

4

29 71 9 9 5

0.43430

115388.299

11061.335

5

29 71 99 5

0.34286

91095.201

-104326.964

6

2 97 19 9 5

0.18132

48174.411

-195422.165

7

29 71 9 9 5

-0.01730

-4597.372

-243596.576

p5 = 0.162

Ak =

0.0735

4

-0.37470

-13265.819

5

29 2 971995

0.18092

6405.437

6

2971995

0.44248

15665.798

7

2971995

2971995

-0.01513

-535.799

-2871.480 10394.339 3988.902 -11676.896

8

2 97 1 99 5

-0.21239

-56429.056

-238999.204

8

2971995

-0.44815

-15866.551

9

2 97 19 9 5

-0.36404

-96721.789

-182570.148

9

2971995

-0.15278

-5409.056

4725.454

10

2 54 32 1 5

-0.37759

-85848.359

-85848.359

10

2543215

0.33451

10134.510

10134.510

Qik

Vik

N

N

Mode, Floor, k i 3

øik

2

Mode, Floor, k i 2

Wi N

Wi N

øik

1

2540894

0.25101

26000.852

53292.479

Mode, Floor, k i 6

1

Wi N 2540894

øik -0.37908

Qik N 12619.261

2

2971995

0.44807

54288.119

27291.627

2

2971995

-0 - 0.03651

1421.674

3

2971995

0.35420

42914.402

-26996.491

3

2971995

0.45227

-17610.104

4

29 71 9 9 5

0.06401

7755.018

-69910.893

Ak = 0.068

5

29 71 99 5

-0.26166

-31702.649

-77665.911

6

2 97 19 9 5

-0.44230

-53588.857

-4 - 45963.263

7

29 71 9 9 5

-0.37779

-45772.994

7625.595

8

2 97 1 99 5

-0.10389

-12587.065

53398.588

9

2 97 19 9 5

0.22760

27575.349

10

2 54 32 1 5

0.37047

38410.305

p6 = -0.193

4

2971995

-0.07340

2857.808

-11141.097

Vik N 7251.958 -5367.303 -6788.977 10821.127

5

2971995

-0.43444

16915.620

7963.319

6

2971995

0.17897

-6968.521

-8952.301

7

2971995

0.39095

-15222.179

-1983.780

8

2971995

-0.27397

10667.706

65985.654

9

2971995

-0.32437

12629.790

13238.399 2570.693

38410.305

10

2543215

0.30190

-10059.096

-1 -10059.096


Mode, Floor, k i 1 7

Ak = 0.0644

Wi N

øik

067BATCH

Qik N

Vik N


2540894

-0.38424

4265.705

853.317

2

2971995

0.18990

-2465.910

-3412.388

3

2971995

0. 0 .29114

-3780.508

-946.478

4

29 71 9 9 5

-0.43258

5617.173

2834.031

Ak = 0.0608

2

5

29 2 97 1 99 5

0.06944

-901.717

-2783.143

6

2 97 19 9 5

0.37470

-4865.542

-1881.426

p7 =

7

29 71 9 9 5

-0.38177

4957.416

2984.117

p9 =

-0.068

8

2 9 71 99 5

-0.05647

733.261

-1973.299

0.035

9

2 97 19 9 5

0.42884

-5568.630

10

2 54 32 1 5

-0 -0.25757

Wi N

øik


Wi N 2540894 2971995

øik

Qik N

Vik N

0.31499

1689.282

213.922

- 0.43237

-2712.207

-1475.360

3

2971995

0 .37178

2332.104

1236.846

4

2971995

-0.20410

-1280.304

-1095.258

5

29 2971995

-0.02236

-140.251

18 5 . 047

6

2971995

0.24238

1520.411

3 25 . 29 8 -1195.113

7

-0.39259

-2462.660

8

29 2 971995

0.42973

2695.608

1267.546

-2706.561

9

2971995

-0 - 0.34309

-2152.162

-1428.062

2862.069

2862.069

10

2543215

0.13490

724.100

7 24 . 10 0

Qik N

Vik N


2971995

Wi N

øik

Qik N

Vik N

2540894

278.298

2540894

0.36770

6231.232

2071.700

0.19612

1186.221

2

2971995

-0.36736

-7281.861

-4159.532

2

2971995

-0.31213

-2208.162

-907.923

3

2971995

0.06161

1221.178

3122.329

3

2971995

0.37327

2640.674

1300.239

Ak =

4

29 71 9 9 5

0.28491

5647.405

1901.151

Ak =

-1340.436

0.0622

5

29 2971995

-0.44293

-8779.809

-3746.254

0.0601

6

2 97 19 9 5

0.30793

6103.715

5033.555

p8 =

7

29 71 9 9 5

0.03080

610.441

-1070.160

p10 =

0.107

8

2 97 1 99 5

-0.34915

-6920.745

-1680.601

0.040

9

2 97 19 9 5

0. 0 .43651

8652.461

10

2 54 32 1 5

-0 - 0.20117

-3412.317

4

-0.40858

-2890.505

5

29 2971995

0.41563

2940.369

1550.069

6

2971995

-0 -0.39393

-2786.818

-1390.300

7

2971995

2971995

0.34497

2440.475

1396.518

8

2 971995

-0.27215

-1925.299

-1043.957

5240.144

9

2971995

0. 0 .18050

1276.930

8 8 1 .3 4 2

-3412.317

10

2543215

-0 - 0.06535

-395.588

-395.588


6

067BATCH

DETERM DETERMINA INATIO TION N OF STOREY STOREY SHEA SHEAR R FORCE FORCE DUE TO TO ALL MODES MODES

Vik

Modes

N

k=1

k=2

k=3

i=10

2539 253971 71.9 .960 60

-858 -85848 48.3 .359 59

i=9

5939 593981 81.8 .863 63

-182 -18257 570. 0.14 148 8

i=8

9193 919359 59.9 .948 48

-238 -23899 999. 9.20 204 4

5339 53398. 8.58 588 8

i=7

k=6

k=7

k=8

k=9

k=10

Vi

Vi

Fi

N

kN

kN

k=4

k=5

3841 38410. 0.30 305 5

-278 -27862 62.4 .405 05

1013 10134. 4.51 510 0

-100 -10059 59.0 .096 96

2862 2862.0 .069 69

-341 -3412. 2.31 317 7

724. 724.10 100 0

-395 -395.5 .588 88

2726 272667 67.8 .879 79

272. 272.66 668 8

6598 65985. 5.65 654 4

-319 -31948 48.8 .820 20

4725 4725.4 .454 54

2570 2570.6 .693 93

-270 -2706. 6.56 561 1

5240 5240.1 .144 44

-142 -1428. 8.06 062 2

881. 881.34 342 2

6257 625769 69.6 .675 75

625. 625.77 770 0

353. 353.10 102 2

2190 2190.3 .330 30

-111 -11141 41.0 .097 97

1323 13238. 8.39 399 9

-197 -1973. 3.29 299 9

-168 -1680. 0.60 601 1

1267 1267.5 .546 46

-104 -1043. 3.95 957 7

9515 951582 82.0 .017 17

951. 951.58 582 2

325. 325.81 812 2

272. 272.66 668 8

1222 122262 629. 9.98 981 1

-243 -24359 596. 6.57 576 6

7625 7625.5 .595 95

3894 38944. 4.72 729 9

-116 -11676 76.8 .896 96

-198 -1983. 3.78 780 0

2984 2984.1 .117 17

-107 -1070. 0.16 160 0

-119 -1195. 5.11 113 3

1396 1396.5 .518 18

1247 124735 353. 3.96 967 7

1247 1247.3 .354 54

295. 295.77 772 2

i=6 14968 1496823 23.7 .706 06

-195 -19542 422. 2.16 165 5

-459 -45963 63.2 .263 63

3997 39976. 6.11 111 1

3988 3988.9 .902 02

-895 -8952. 2.30 301 1

-188 -1881. 1.42 426 6

5033 5033.5 .555 55

325. 325.29 298 8

-139 -1390. 0.30 300 0

1510 151079 797. 7.37 375 5

1510 1510.7 .797 97

263. 263.44 443 3

i=5 17356 1735640 40.9 .954 54

-104 -10432 326. 6.96 964 4

-776 -77665 65.9 .911 11

4208 4208.6 .649 49

1039 10394. 4.33 339 9

7963 7963.3 .319 19

-278 -2783. 3.14 143 3

-374 -3746. 6.25 254 4

185. 185.04 047 7

1550 1550.0 .069 69

1740 174056 568. 8.59 591 1

1740 1740.5 .569 69

229. 229.77 771 1

2834 2834.0 .031 31

1901 1901.1 .151 51

-109 -1095. 5.25 258 8

-134 -1340. 0.43 436 6

1935 193517 174. 4.73 730 0

1935 1935.1 .175 75

194. 194.60 606 6

i=4

1933 193359 594. 4.40 407 7

1106 11061. 1.33 335 5

-699 -69910 10.8 .893 93

-310 -31048 48.8 .859 59

-287 -2871. 1.48 480 0

1082 10821. 1.12 127 7

i=3

2086 208613 135. 5.67 674 4

1271 127147 47.4 .441 41

-269 -26996 96.4 .491 91

-290 -29019 19.5 .545 45

-142 -14247 47.3 .334 34

-678 -6788. 8.97 977 7

-946 -946.4 .478 78

3122 3122.3 .329 29

1236 1236.8 .846 46

1300 1300.2 .239 39

2090 209044 445. 5.50 505 5

2090 2090.4 .446 46

155. 155.27 271 1

i=2 21897 2189759 59.8 .805 05

2201 220193 93.3 .372 72

2729 27291. 1.62 627 7

8179 8179.8 .827 27

-524 -5243. 3.80 802 2

-536 -5367. 7.30 303 3

-341 -3412. 2.38 388 8

-415 -4159. 9.53 532 2

-147 -1475. 5.36 360 0

-907 -907.9 .923 23

2201 220100 007. 7.29 296 6

2201 2201.0 .007 07

110. 110.56 562 2

i=1 222 22280 8006 06.5 .561 61

2574 257455 55.6 .674 74

5329 53292. 2.47 479 9

3271 32715. 5.03 032 2

5536 5536.9 .920 20

7251 7251.9 .958 58

853. 853.31 317 7

2071 2071.7 .700 00

213. 213.92 922 2

278. 278.29 298 8

2243 224372 723. 3.56 560 0

2243 2243.7 .724 24

42.7 42.716 16

Base Base Shea Shear r=

2243 2243.7 .724 24 kN


067BATCH

MATLAB CODING FOR DETERMINATION OF NATURAL FREQUENIES AND MODE SHAPE COEFFICIENTS FOR BLOCK S2 AND S3

clc close all clear all k = [2035012.54 -1017506.27 0 0 0 0 0 0 0 0 0 ; -1017506.27 2035012.54 -1017506.27 0 0 0 0 0 0 0 0 ; 0 -1017506.27 2035012.54 -1017506.27 0 0 0 0 0 0 0 ; 0 0 -1017506.27 2035012.54 -1017506.27 0 0 0 0 0 0 ; 0 0 0 -1017506.27 2035012.54 -1017506.27 0 0 0 0 0 ; 0 0 0 0 -1017506.27 2035012.54 -1017506.27 0 0 0 0 ; 0 0 0 0 0 -1017506.27 2035012.54 -1017506.27 0 0 0 ; 0 0 0 0 0 0 -1017506.27 2035012.54 -1017506.27 0 0 ; 0 0 0 0 0 0 0 -1017506.27 2035012.54 -1017506.27 0 ; 0 0 0 0 0 0 0 0 -1017506.27 1306588.255 -289081.9844; -289081.9844; 0 0 0 0 0 0 0 0 0 -289081.9844 -289081.9844 289081.9844 ]; m = 10^-3*[172475.0255 10^-3*[1724 75.0255 0 0 0 0 199580.7339 0 0 0 0 199580.7339 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

; ;


067BATCH

DYNAMIC ANALYSIS : RESPONSE SPECTRUM ANALYSIS

FOR BLOCKS S2 AND S3

1

FORM FORMUL ULAT ATIO ION N OF OF MAS MASS S AND AND STI STIFF FFNE NESS SS MATRI ATRICE CES S

Floor

Ki

10 9 8 7 6 5 4 3 2 1 GROUND

11 10 9 8 7 6 5 4 3 2 1

K

M

N/mm 289082 1017506 1017506 1017506 1017506 1017506 1017506 1017506 1017506 1017506 1017506

N-s /mm kg 33876 33.876 176302.4 176.302 199580.7 199.581 199580.7 199.581 199580.7 199.581 199580.7 199.581 199580.7 199.581 199580.7 199.581 199580.7 199.581 199580.7 199.581 1 72 72475 172.475 M= 1979.299

2


067BATCH

2

Mass Matrix (N-s /mm) -3

[M] = 10 * 172475 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 199580.7 0 0 0 0 0 0 0 0 0 199580.7 0 0 0 0 0 0 0 0 0 199580.7 0 0 0 0 0 0 0 0 0 199580.7 0 0 0 0 0 0 0 0 0 199580.7 0 0 0 0 0 0 0 0 0 199580.7 0 0 0 0 0 0 0 0 0 199580.7 0 0 0 0 0 0 0 0 0 199580.7 0 0 0 0 0 0 0 0 0 176302.4 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 33876

Stiffness Matrix (N/mm [K] = 2035013 -1017506 0 0 0 0 0 0 0 0 0 -1017506 2035013 -1017506 0 0 0 0 0 0 0 0 0 -1017506 2035013 -1017506 0 0 0 0 0 0 0 0 0 -1017506 2035013 -1017506 0 0 0 0 0 0 0 0 0 -1017506 2035013 -1017506 0 0 0 0 0 0 0 0 0 -1017506 2035013 -1017506 0 0 0 0 0 0 0 0 0 -1017506 2035013 -1017506 0 0 0 0 0 0 0 0 0 -1017506 2035013 -1017506 0 0 0 0 0 0 0 0 0 -1017506 2035013 -1017506 0 0 0 0 0 0 0 0 0 -1017506 1306588 -289082 0 0 0 0 0 0 0 0 0 -289082 289082


2

MODE MODE SHAP SHAPES ES,, CIRCU CIRCULAR LAR FREQUE FREQUENCI NCIES ES AND AND TIME TIME PERIOD PERIODS S FOR FOR DIFFE DIFFEREN RENT T MODES MODES

Mode Shapes   -0.057 5700 00   -0.0 -0.1 -0.130 3065 65 -0.1 -0.192 9246 46 -0.2 -0.250 5000 00 -0.3 -0.302 0202 02 -0.3 -0.347 4736 36 -0.3 -0.385 8502 02 -0.4 -0.414 1415 15 -0.4 -0.434 3413 13 -0.3 -0.392 9266 66 -0.0 -0.076 7646 46



  

067BATCH

112.8 0 0 0 0 0 0 0 0 0 0

  0.16 0.1633 330 0 0.34 0.3458 588 8 0.43 0.4348 488 8 0.43 0.4385 852 2 0.35 0.3560 606 6 0.20 0.2037 371 1 0.01 0.0113 136 6 -0.1 -0.183 8321 21 -0.3 -0.341 4182 82 -0.3 -0.382 8278 78 -0.0 -0.083 8332 32

  0.25 0.2501 018 8 0.44 0.4467 671 1 0.36 0.3677 771 1 0.09 0.0942 429 9 -0.2 -0.228 2899 99 -0.4 -0.431 3119 19 -0.4 -0.405 0539 39 -0.1 -0.165 6523 23 0.16 0.1623 230 0 0.35 0.3568 688 8 0.10 0.1002 024 4

  0.31 0.3128 287 7 0.41 0.4168 689 9 0.06 0.0624 243 3 -0.3 -0.353 5333 33 -0.4 -0.422 2218 18 -0.0 -0.076 7653 53 0.34 0.3442 426 6 0.42 0.4270 705 5 0.09 0.0905 054 4 -0.2 -0.295 9580 80 -0.1 -0.137 3748 48

  -0.3 -0.349 4954 54 -0.2 -0.291 9107 07 0.25 0.2535 358 8 0.42 0.4225 253 3 -0.0 -0.034 3453 53 -0.4 -0.440 4043 43 -0.1 -0.193 9380 80 0.33 0.3399 996 6 0.37 0.3700 004 4 -0.1 -0.130 3085 85 -0.2 -0.218 1889 89

  0.36 0.3614 149 9 0.13 0.1396 969 9 -0.4 -0.408 0823 23 -0.1 -0.169 6913 13 0.39 0.3960 603 3 0.19 0.1976 768 8 -0.3 -0.381 8178 78 -0.2 -0.225 2521 21 0.36 0.3655 554 4 0.22 0.2222 223 3 -0.2 -0.281 8134 34

  0.37 0.3768 689 9 -0.0 -0.026 2663 63 -0.42 -0.4258 587 7 0.19 0.1905 057 7 0.35 0.3525 251 1 -0.3 -0.326 2627 27 -0.2 -0.226 2691 91 0.41 0.4136 362 2 0.06 0.0676 768 8 -0.3 -0.388 8839 39 0.17 0.1756 566 6

  -0.3 -0.380 8080 80 0.22 0.2224 249 9 0.24 0.2407 073 3 -0.4 -0.438 3880 80 0.15 0.1535 356 6 0.30 0.3008 082 2 -0.4 -0.423 2386 86 0.08 0.0800 005 5 0.35 0.3519 193 3 -0.3 -0.350 5006 06 0.09 0.0919 193 3

  0.36 0.3603 039 9 -0.3 -0.379 7928 28 0.10 0.1013 135 5 0.24 0.2407 077 7 -0.4 -0.430 3041 41 0.34 0.3474 749 9 -0.0 -0.044 4451 51 -0.2 -0.286 8665 65 0.43 0.4362 629 9 -0.2 -0.273 7352 52 0.05 0.0519 197 7

  0.30 0.3024 246 6 -0.4 -0.425 2547 47 0.38 0.3822 224 4 -0.2 -0.232 3237 37 0.01 0.0176 767 7 0.20 0.2019 196 6 -0.3 -0.365 6525 25 0.42 0.4266 663 3 -0.3 -0.368 6898 98 0.18 0.1840 409 9 -0.0 -0.028 2892 92

0.18 0.1833 336 6 -0.2 -0.296 9663 63 0.36 0.3609 093 3 -0.4 -0.400 0070 70 0.41 0.4132 326 6 -0.3 -0.397 9773 73 0.35 0.3551 518 8 -0.2 -0.288 8850 50 0.20 0.2022 222 2 -0.0 -0.090 9027 27 0.01 0.0128 286 6

0 1000.9 0 0 0 0 0 0 0 0 0

0 0 2695.8 0 0 0 0 0 0 0 0

0 0 0 20046.5 0 0 0 0 0 0 0

0 0 0 0 18970.5 0 0 0 0 0 0

0 0 0 0 0 17164.3 0 0 0 0 0

0 0 0 0 0 0 5005.6 0 0 0 0

0 0 0 0 0 0 0 14777.5 0 0 0

0 0 0 0 0 0 0 0 7553.4 0 0

0 0 0 0 0 0 0 0 0 9828.8 0

0 0 0 0 0 0 0 0 0 0 12159.0


Circular Frequencies (rad/sec 10.619 0 0   0 31.636 0 0 0 51.921 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Time Periods (secs [T]= 0.592 0 0 0 0 0 0 0 0 0 0

0 0.199 0 0 0 0 0 0 0 0 0

0 0 0.121 0 0 0 0 0 0 0 0

067BATCH

0 0 0 141.586 0 0 0 0 0 0 0

0 0 0 0 137.733 0 0 0 0 0 0

0 0 0 0 0 131.013 0 0 0 0 0

0 0 0 0 0 0 70.750 0 0 0 0

0 0 0 0 0 0 0 121.563 0 0 0

0 0 0 0 0 0 0 0 86.910 0 0

0 0 0 0 0 0 0 0 0 99.140 0

0 0 0 0 0 0 0 0 0 0 110.268

0 0 0 0.044 0 0 0 0 0 0 0

0 0 0 0 0.046 0 0 0 0 0 0

0 0 0 0 0 0.048 0 0 0 0 0

0 0 0 0 0 0 0.089 0 0 0 0

0 0 0 0 0 0 0 0.052 0 0 0

0 0 0 0 0 0 0 0 0.072 0 0

0 0 0 0 0 0 0 0 0 0.063 0

0 0 0 0 0 0 0 0 0 0 0.057


3

067BATCH

DETERM DETERMINAT INATION ION OF OF MODAL MODAL PARTIC PARTICIPAT IPATION ION FACTO FACTORS RS AND MODAL MODAL MASS

Wi Mode Floor, 2 øik {øik} k i N 1 1691 169198 980 0 -0.0 -0.057 5700 00 0.00 0.0032 325 5 1 2 1957 195788 887 7 -0.13 -0.1306 065 5 0.01 0.0170 707 7 3 1957 195788 887 7 -0.19 -0.1924 246 6 0.03 0.0370 704 4 4 5 6 7 8 9 10 11

1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 17295 1729527 27 3323 332320 20

Wi Mode Floor, k i N 1 1691 169198 980 0 2 2 1957 195788 887 7 3 1957 195788 887 7 4 5 6 7 8 9

-0.2 -0.250 5000 00 -0.3 -0.302 0202 02 -0.3 -0.347 4736 36 -0.3 -0.385 8502 02 -0.4 -0.414 1415 15 -0.4 -0.434 3413 13 -0.39 -0.3926 266 6 -0.0 -0.076 7646 46

øik

0.06 0.0625 250 0 0.09 0.0912 122 2 0.12 0.1206 066 6 0.14 0.1482 824 4 0.17 0.1715 152 2 0.18 0.1884 847 7 0.154 0.15418 18 0.0 0.005 0585 85 Sum =

{øik}

2

Wi*øik -964 -96439 39.3 .348 48 -255 -25579 798. 8.75 755 5 -376 -37680 806. 6.08 082 2

Wi*{øik}

2

5496 5496.8 .843 43 3342 33420. 0.21 214 4 7251 72518. 8.39 395 5

-489 -48947 479. 9.01 019 9 1223 122371 71.5 .572 72 -591 -59132 325. 5.40 408 8 1785 178593 93.4 .421 21 -680 -68009 092. 2.55 558 8 2362 236237 37.2 .274 74 -753 -75381 817. 7.07 073 3 2902 290231 31.3 .346 46 -810 -81086 868. 8.27 277 7 3358 335824 24.9 .980 80 -849 -84998 984. 4.28 280 0 3690 369006 06.6 .626 26 -679 -679122 122.9 .905 05 26666 266667. 7.08 083 3 -254 -25408 08.7 .776 76 1942 1942.7 .724 24 -5609142.481 -5609142.481 1912310.478 1912310.478

Wi*øik

Wi*{øik}

2

M = 1979.299 N-s /mm

p1 = -2.933 2

M1 = 1677.125 N-s /mm 84.733 33 % M1/M = 84.7

2

0.16 0.1633 330 0 0.34 0.3458 588 8 0.43 0.4348 488 8

0.02 0.0266 667 7 0.11 0.1196 963 3 0.18 0.1891 912 2

2763 276305 05.1 .128 28 6771 677184 84.7 .777 77 8514 851451 51.7 .770 70

4512 45121. 1.41 410 0 2342 234221 21.4 .496 96 3702 370281 81.8 .899 99

1957 195788 887 7 0.43 0.4385 852 2 1957 195788 887 7 0.35 0.3560 606 6 1957 195788 887 7 0.20 0.2037 371 1 1 95 957887 0 .0 .01136 1957 195788 887 7 -0.18 -0.1832 321 1 1957 195788 887 7 -0.3 -0.341 4182 82

0.19 0.1923 230 0 0.12 0.1267 678 8 0.04 0.0415 150 0 0. 00 00013 0.03 0.0335 357 7 0.11 0.1168 684 4

8585 858565 65.8 .891 91 6971 697130 30.5 .531 31 3988 398837 37.8 .894 94 2 22 2247.340 -358 -35871 710. 0.70 703 3 -669 -66924 248. 8.40 405 5

3764 376495 95.3 .370 70 2482 248222 22.1 .179 79 8124 81246. 6.60 602 2 252.79 5 6572 65720. 0.52 528 8 2287 228763 63.6 .676 76

p2 = 1.083 2

M2 = 227.841 N-s /mm 11.511 11 % M2/M = 11.5


Wi Mode Floor, 2 øik {øik} k i N 1 1691 169198 980 0 -0.3 -0.349 4954 54 0.122 0.12218 18 5 2 1957 195788 887 7 -0.2 -0.291 9107 07 0.08 0.0847 472 2 3 1957 195788 887 7 0.25 0.2535 358 8 0.06 0.0643 430 0 4 5 6 7 8 9 10 11

1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1729 172952 527 7 3323 332320 20

0.42 0.4225 253 3 -0.0 -0.034 3453 53 -0.4 -0.440 4043 43 -0.19 -0.1938 380 0 0.33 0.3399 996 6 0.37 0.3700 004 4 -0.1 -0.130 3085 85 -0.2 -0.218 1889 89

1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1729 172952 527 7 3323 332320 20

-0.16 -0.1691 913 3 0.39 0.3960 603 3 0.19 0.1976 768 8 -0.3 -0.381 8178 78 -0.22 -0.2252 521 1 0.36 0.3655 554 4 0.22 0.2222 223 3 -0.2 -0.281 8134 34

Wi*øik -591 -59141 413. 3.70 702 2 -569 -56988 887. 7.19 196 6 4964 496471 71.3 .340 40

Wi*{øik}

2

2067 206722 22.4 .401 01 1658 165878 78.5 .530 30 1258 125892 92.7 .757 57

0.17 0.1785 853 3 8272 827266 66.4 .456 56 3495 349545 45.0 .091 91 0.00 0.0011 119 9 -676 -67602 02.2 .219 19 2334 2334.1 .180 80 0.19 0.1939 398 8 -862 -86231 312. 2.60 606 6 3797 379788 88.5 .532 32 0.03 0.0375 756 6 -379 -37943 435. 5.42 428 8 7353 73533. 3.99 990 0 0.11 0.1155 557 7 6656 665606 06.7 .771 71 2262 226280 80.8 .870 70 0.13 0.1369 693 3 7244 724497 97.3 .395 95 2680 268093 93.3 .346 46 0.01 0.0171 712 2 -226 -22630 307. 7.91 918 8 2961 29612. 2.30 301 1 0.0 0.047 4791 91 -727 -72741 41.2 .241 41 1592 15922. 2.26 268 8 Sum = -55858 -55858.347 .347 184360 1843604.26 4.264 4

Wi Mode Floor, 2 øik {øik} k i N 1 1691 169198 980 0 0.36 0.3614 149 9 0.13 0.1306 068 8 6 2 1957 195788 887 7 0.13 0.1396 969 9 0.01 0.0195 951 1 3 1957 195788 887 7 -0.4 -0.408 0823 23 0.16 0.1666 665 5 4 5 6 7 8 9 10 11

067BATCH

Wi*øik 6116 611635 35.3 .369 69 2734 273495 95.4 .484 84 -799 -79926 265. 5.85 853 3

Wi*{øik}

p5 = -0.030 M5 = 0.173 .009 M5/M = 0 .0

2

N-s /mm %

2

2211 221100 00.6 .619 19 3820 38204. 4.33 339 9 3262 326283 83.3 .337 37

0.02 0.0286 860 0 -331 -33113 130. 0.84 840 0 5600 56003. 3.04 045 5 0.15 0.1568 684 4 7753 775387 87.8 .885 85 3070 307079 79.2 .200 00 0.03 0.0390 908 8 3870 387044 44.3 .348 48 7651 76512. 2.75 754 4 0.14 0.1457 575 5 -747 -74747 477. 7.97 974 4 2853 285370 70.5 .566 66 0.05 0.0507 072 2 -440 -44094 945. 5.26 261 1 9930 99307. 7.42 428 8 0.13 0.1336 362 2 7156 715681 81.2 .248 48 2616 261608 08.3 .381 81 0.04 0.0493 939 9 3843 384355 55.1 .129 29 8541 85415. 5.76 761 1 0.0 0.079 7915 15 -934 -93496 96.4 .409 09 2630 26304. 4.70 702 2 Sum = 735283. 735283.125 125 178319 1783190.13 0.133 3

p6 = 0.412 M6 = 30.906 .561 M6/M = 1 .5

2

N-s /mm %


Wi Mode Floor, 2 øik {øik} k i N 1 1691 169198 980 0 0.36 0.3603 039 9 0.12 0.1298 988 8 9 2 1957 195788 887 7 -0.3 -0.379 7928 28 0.14 0.1438 386 6 3 1957 195788 887 7 0.10 0.1013 135 5 0.01 0.0102 027 7 4 5 6 7 8 9 10 11

1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 17295 1729527 27 33232 0

0.24 0.2407 077 7 -0.4 -0.430 3041 41 0.34 0.3474 749 9 -0.0 -0.044 4451 51 -0.2 -0.286 8665 65 0.43 0.4362 629 9 -0.27 -0.2735 352 2 0 .0 .05197

1957 195788 887 7 1 95 957887 1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1957 195788 887 7 1729 172952 527 7 33232 0

-0.2 -0.232 3237 37 0 .0 .01767 0.20 0.2019 196 6 -0.3 -0.365 6525 25 0.42 0.4266 663 3 -0.3 -0.368 6898 98 0.18 0.1840 409 9 - 0. 0.02892

Wi*øik 6097 609776 76.3 .328 28 -742 -74259 592. 2.78 789 9 1984 198426 26.4 .434 34

Wi*{øik}

2

2197 219758 58.6 .609 09 2816 281652 52.6 .644 44 2010 20109. 9.97 971 1

0.05 0.0579 797 7 4713 471397 97.1 .154 54 1134 113497 97.4 .498 98 0.18 0.1852 526 6 -842 -84269 699. 9.71 718 8 3627 362708 08.7 .785 85 0.12 0.1207 075 5 6803 680346 46.9 .996 96 2364 236414 14.0 .070 70 0.00 0.0019 198 8 -871 -87151 51.8 .871 71 3879 3879.4 .411 11 0.08 0.0821 217 7 -561 -56123 233. 3.79 798 8 1608 160879 79.2 .242 42 0.19 0.1903 035 5 8542 854207 07.7 .715 15 3726 372682 82.8 .806 06 0.074 0.07482 82 -473 -473067 067.4 .485 85 12939 129395. 5.40 404 4 0 .0 .00270 1 72 7269.051 897.38 8 Sum = 124678. 124678.018 018 190187 1901875.82 5.828 8

Wi Mode Floor, 2 øik {øik} k i N 1 1691 169198 980 0 0.302 0.30246 46 0.09 0.0914 148 8 10 2 1957 195788 887 7 -0.4 -0.425 2547 47 0.18 0.1810 102 2 3 1957 195788 887 7 0.38 0.3822 224 4 0.14 0.1461 611 1 4 5 6 7 8 9 10 11

067BATCH

Wi*øik 5117 511757 57.1 .194 94 -833 -83301 019. 9.63 637 7 7483 748382 82.3 .387 87

Wi*{øik}

p9 = 0.066 M9 = 0.833 .042 M9/M = 0 .0

2

N-s /mm %

2

1547 154786 86.3 .360 60 3544 354423 23.7 .782 82 2860 286061 61.5 .554 54

0.05 0.0540 400 0 -454 -45495 951. 1.06 061 1 1057 105716 16.2 .248 48 0. 00 00031 3 45 4591.191 611.14 4 0.04 0.0407 079 9 3954 395419 19.4 .408 08 7985 79859. 9.82 822 2 0.13 0.1334 340 0 -715 -71511 110. 0.42 428 8 2611 261191 91.2 .235 35 0.18 0.1820 201 1 8352 835290 90.0 .043 43 3563 356358 58.3 .389 89 0.13 0.1361 615 5 -722 -72242 428. 8.88 881 1 2665 266564 64.6 .663 63 0.03 0.0338 389 9 3183 318386 86.8 .802 02 5861 58611. 1.49 491 1 0. 0. 00 00084 -9611 .1 .169 277.96 9 Sum = 108705. 108705.849 849 192446 1924462.65 2.658 8

p10 = 0.056 M10 = 0.626 .032 M10/M = 0 .0

2

N-s /mm %


Mode, Floor, k i 7 1 2

Wi N

067BATCH

øik

Qik N

Vik N

1691980

0.37689

1777.811

169.926

1957887

-0 - 0.02663

-145.331

-1607.885


Wi N

øik

Qik N

Vik N

1691980

0.30246

2029.969

431.200

2

1957887

-0 - 0.42547

-3304.309

-1598.769

3

1957887

-0 - 0.42587

-2324.566

-1462.555

3

1957887

0.38224

2968.581

1705.539

Ak =

4

1957887

0.19057

1040.194

862.011

Ak =

4

1957887

-0.23237

-1804.638

-1263.042

0.084

5

19 1 957887

0.35251

1924.133

-178.183

0.0702

5

19 1957887

0.01767

137.212

541.596

6

1957887

-0 -0.32627

-1780.907

-2102.316

6

1957887

0.20196

1568.496

404.385

7

1957887

-0.22691

-1238.557

-321.409

p10 =

7

1957887

-0.36525

-2836.602

-1164.111

8

19 1 957887

0.41362

2257.701

917.147

0.056

8

19 1957887

0.42663

3313.314

1672.491

9

1957887

0.06768

369.434

-1340.553

9

1957887

-0 -0.36898

-2865.632

-1640.823

10

1729527

-0.38839

-1872.733

-1709.987

10

1729527

0.18409

1262.933

1224.809

11

332320

0.17566

162.746

162.746

11

332320

- 0.02892

-38.124

-38.124

Wi N

øik

Qik N

Vik N

1691980

-0.38080

5831.209

2406.315

1957887

0.22249

-3942.303

-3424.894

p7 = 0.033



3

1957887

0.24073

-4265.649

517.408

Ak =

4

1957887

-0.43880

7775.266

4783.058

Ak =

0.0639

5

19 1 957887

0.15356

-2720.932

-2992.208

0.0668

6

1957887

0.30082

-5330.332

-271.276

p8 =

7

1957887

-0.42386

7510.581

5059.056

p11 =

-0.142

8

1957887

0.08005

-1418.413

-2451.525

0.029

Wi N

øik

Qik N

Vik N

1691980

0.18336

602.314

109.899

2

1957887

-0.29663

-1127.522

-492.415

3

1957887

0.36093

1371.930

635.107

4

1957887

-0.40070

-1523.125

-736.823

5

19 1957887

0.41326

1570.834

786.302

6

1957887

-0 -0.39773

-1511.817

-784.533

7 8

1957887 1957887

0.35518

1350.082

727.284

-0.28850

-1096.619

-622.798

9

1957887

0.35193

-6236.045

-1033.112

9

1957887

0.20222

768.648

473.821

10

1729527

-0.35006

5479.417

5202.933

10

1729527

-0.09027

-303.122

-294.827

11

332320

0.09193

-276.484

-276.484

11

332320

0.01286

8.295

8.295

Wi N

øik

Qik N

Vik N


1691980

0.36039

2999.624

613.319

1957887

-0.37928

-3652.977

-2386.305 1266.672

3

1957887

0.10135

976.103

Ak =

4

1957887

0.24077

2318.906

290.569

0.075

5

1957887

-0.43041

-4145.425

-2028.337

6

1957887

0.34749

3346.776

2117.087

p9 =

7

1957887

-0.04451

-428.719

-1229.689

0.066

8

1957887

-0.28665

-2760.832

-800.970

9

1957887

0.43629

4202.035

1959.863

10

1729527

-0.27352

-2327.123

-2242.172

11

33 3 32320

0.05197

84.950

84.950


6

067BATCH

DETERM DETERMINA INATIO TION N OF STOREY STOREY SHEA SHEAR R FORCE FORCE DUE DUE TO ALL MODE MODES S

Vik

Modes

N

k=1

i=11

6707.556

i=10 1 185 8598 986. 6.36 364 4

k=2

k=3

k=4

k=5

k=6

k=7

k=8

k=9

k=10

k=11

Vi

Vi

Fi

N

kN

kN

-2698.639

1203.374

-1354.024

133.634

-2386.305

162.746

-276.484

84.950

-38.124

8.295

7834.503

7.835

7.835

-672 -67220 20.5 .589 89

2350 23501. 1.21 214 4

-165 -16516 16.5 .525 25

549. 549.38 388 8

7423 7423.5 .575 75

-170 -1709. 9.98 987 7

5202 5202.9 .933 33

-224 -2242. 2.17 172 2

1224 1224.8 .809 09

-294 -294.8 .827 27

2000 200066 66.6 .634 34

200. 200.06 067 7

192. 192.23 232 2 233. 233.48 484 4

i=9

4103 410370 70.1 .149 49

-132 -13244 445. 5.49 491 1

3498 34980. 0.13 135 5

-112 -11262 62.4 .461 61

-781 -781.5 .597 97

2568 25689. 9.87 878 8

-134 -1340. 0.55 553 3

-10 -1033 33.1 .112 12

1959 1959.8 .863 63

-164 -1640. 0.82 823 3

473. 473.82 821 1

4335 433550 50.6 .601 01

433. 433.55 551 1

i=8

62442 624427. 7.86 865 5

-167 -16740 405. 5.41 411 1

2329 23293. 3.51 514 4

1351 13517. 7.92 923 3

-200 -2004. 4.39 393 3

1443 14435. 5.65 651 1

917. 917.14 147 7

-245 -2451. 1.52 525 5

-800 -800.9 .970 70

1672 1672.4 .491 91

-622 -622.7 .798 98

6472 647211 11.8 .817 17

647. 647.21 212 2

213. 213.66 661 1

i=7

8234 823424 24.8 .873 73

-165 -16523 237. 7.18 187 7

-537 -5379. 9.17 172 2

3349 33494. 4.60 606 6

-130 -1307. 7.32 327 7

-464 -4642. 2.19 199 9

-321 -321.4 .409 09

5059 5059.0 .056 56

-122 -1229. 9.68 689 9

-116 -1164. 4.11 111 1

727. 727.28 284 4

8405 840556 56.3 .379 79

840. 840.55 556 6

193. 193.34 345 5

i=6 1 100 0029 2959 59.6 .655 55

-126 -12636 366. 6.47 474 4

-358 -35876 76.8 .805 05

2905 29053. 3.96 966 6

276. 276.84 840 0

5236 5236.3 .318 18

-210 -2102. 2.31 316 6

-271 -271.2 .276 76

2117 2117.0 .087 87

404. 404.38 385 5

-784 -784.5 .533 33

1011 101196 961. 1.00 009 9

1011 1011.9 .961 61

171. 171.40 405 5

i=5 115 11590 9061 61.1 .170 70

-584 -58424 24.1 .181 81

-520 -52073 73.2 .299 99

4555 4555.9 .938 38

401. 401.03 033 3

2502 25026. 6.51 511 1

-178 -178.1 .183 83

-299 -2992. 2.20 208 8

-202 -2028. 8.33 337 7

541. 541.59 596 6

786. 786.30 302 2

1161 116198 984. 4.96 967 7

1161 1161.9 .985 85

150. 150.02 024 4

i=4 1288 128827 276. 6.68 683 3

2525 25251. 1.59 590 0

-454 -45404 04.5 .513 13

-159 -15946 46.6 .683 83

-111 -1118. 8.75 750 0

1657 16575. 5.07 072 2

862. 862.01 011 1

4783 4783.0 .058 58

290. 290.56 569 9

-126 -1263. 3.04 042 2

-736 -736.8 .823 23

1289 128953 539. 9.51 510 0

1289 1289.5 .540 40

127. 127.55 555 5

i=3 138 13877 7748 48.1 .140 40

1082 108234 34.0 .019 19

-193 -19396 96.6 .668 68

-123 -12323 23.8 .893 93

-203 -2030. 0.82 825 5

-382 -3824. 4.55 557 7

-146 -1462. 2.55 555 5

517. 517.40 408 8

1266 1266.6 .672 72

1705 1705.5 .539 39

635. 635.10 107 7

1392 139216 161. 1.51 516 6

1392 1392.1 .162 62

102. 102.62 622 2

i=2 145 14552 5275 75.3 .381 81

1742 174232 32.4 .400 00

1219 12198. 8.19 193 3

1186 11867. 7.35 357 7

-983 -983.8 .877 77

3155 3155.8 .857 57

-160 -1607. 7.88 885 5

-342 -3424. 4.89 894 4

-2386 -2386.3 .305 05

-159 -1598. 8.76 769 9

-492 -492.4 .415 15

1465 146577 778. 8.54 540 0

1465 1465.7 .779 79

73.6 73.617 17

i=1

2011 201161 61.0 .078 78

2748 27489. 9.76 767 7

2755 27556. 6.61 614 4

102. 102.61 618 8

1876 18766. 6.60 601 1

169. 169.92 926 6

2406 2406.3 .315 15

613. 613.31 319 9

431. 431.20 200 0

109. 109.89 899 9

1494 149496 962. 2.40 408 8

1494 1494.9 .962 62

29.1 29.184 84

1480 148073 734. 4.00 000 0

Base Shear =

1494.962 kN

ANNEX - II

B

A

D

C

F

E

H

G

I

J

K

Y

L

M

N

O

8'-10"

5 W

6

6

" 2 / 1 5 ' 5 1

5

5 " 4 / 1 2 ' 9

4

4

t f i L

t f i L t f i L 7 3

t f i L 7

" 1 ' 1

3

2

2

" 4 / 1 1 ' 5 1

1

N A L P R T O F S O 1 1 . L 6 F 6 5 T 6 = N A E E R A M E S A B

1

8'-2 1/4"

8'-10"

17'-5 1/2"

6'-8 1/4"

8'-2 1/4"

7'-0"

17'-5 1/2"

8'-2 1/4"

8'-10"

9'-3"

7'-1 1/4"

8'-10"

A

B

C

D

E

F

G

H

I

J

L

K Y

TRIBHUVAN UNIVERSITY

PROJECT:

TITLE:

DATE:

AUGUST, 2014

SUPERVISOR:

M

N

O

SCALE SCALE: NOT TO SCALE

GENERAL NOTES: 1. ALL DIMENSIONS IN feet.

A

B

C

F

E

D

G

H

I

J

K

5 W

6

Y

L

N

M

O

5 W

6

5

5

4

4

8 W

e p a r c s e e r d d i a F l

t f i L

e p a r c s e e r d d i a F l

t f i L 7 3

8 W

t f i L t f i L

7

" 1 ' 1

3

2

2

N A L P R T F O S 9 O 5 . 2 L 4 F 2 6 = D A E N R A U O R G

T O N T E M P N E W M S A O A R D B

1

1

A


B

C

PROJECT:

D

E

TITLE:

F

G

DATE:

H

AUGUST, 2014

I

J

K

Y

SUPERVISOR:

L

M

N

O



" 4 ' 9

" 4 ' 9

" 4 ' 9

" 4 '

" 4 '

" 4 ' 9

" 4 ' 9

" 4 '

" 4 '

" 4 ' 9

" 4 ' 9

9





 

 

 

 





 

 

 

 





9

 

 

9





 

 

 

 





 

 

 

 





  " 4 ' 9





 

 

 

 





 

 

 

 







 

 

 

 





 

 

 

 






PROJECT:

 

 



 

TITLE:

 



1 2 1

" 4 ' 9

" 4 ' 9

" 4 ' 9

" 4 '

" 4 '

" 4 ' 9

" 4 ' 9

" 4 '

" 4 '

" 4 ' 9

" 4 ' 9

" 4 ' 9

" 4 ' 9

" 4 ' 9

" 4 ' 9

 

9

 

 

9



" 3 '

 

9



9

 

9

 

DATE:

AUGUST, 2014

SUPERVISOR:



EAST ELEVATION


PROJECT:

WEST ELEVATION

TITLE:

DATE:

AUGUST, 2014

SUPERVISOR:



NORTH ELEVATION


PROJECT:

TITLE:

SOUTH ELEVATION

DATE:

AUGUST, 2014

SUPERVISOR:



FOUNDATION DETAILS 2798.73

4599.57

2798.29

         

X

4530.74

4602.4

         

5183.11

1019.47 5169.95

   

7359.29 Lift

         

7455.64

         

   

Lift

4629.53

5185.66

   

5185.67    

4629.53 2136.01

Lift

   

7455.69 Lift

   

7359.29

2035.43 4530.67          

X

2798.73

         

5183.11

4602.4

RAFT FOUNDATION PLAN (Top And Bottom)


PROJECT

TITLE


FOUNDATION DETAILS

KHWOPA COLLEGE OF ENGINEERING LIBALI, BHAKTAPUR

DATE:

AUGUST 2014

DRAWN BY: SHARMILA, SNEHA, SUJATA, SUPRIM

SUPERVISOR ER. BIGYAN UPADHAYAY

SCALE: NOT TO SCALE DWG NO: 08

GENERAL NOTES 1. 2. 3.

ALL DIMENSIONS IN mm UNLESS OTHERWISE NOTED GRADE OF CONCRETE SHALLBE M25 REINFORCEMENT SHALL BE HIGH STRENGTH DEFORMED BARS OF GRADE Fe415

FOUNDATION DETAILS

800

800

7455.64

   

   

   

   

   

Ld = 1008

   

RAFT

   

800

5185.66

Ld = 1008

RAFT

   

Ld = 1008

900

RAFT

   

   

   

SECTION AT X-X TRIBHUVAN UNIVERSITY

PROJECT

TITLE


FOUNDATIONDETAILS


DATE:

AUGUST 2014





A AL LL LD DIIMEN MENSIO SIONS NS IN mm UNLE UNLE SS OTH OT HER ERWISE WISE NOTED GRADE GRADE OF CON ONC CRET RET E SH SHAL ALL BE M25 M25 REINFORCE NFORCEMENT MENT SHA AL LL L BE HIGH STRE ST RE NG GT TH H DEFORMED BARS OF GRADE Fe415

COLUMN SECTION SN

COLUMN

FLOOR

1

N1

2

N1

GROUND FLOOR

3

N1

4

SIZE

MAIN BARS

TIES

Lo

12 - 25

4LEGGED 8

800

8 dia TS @ 100 mm c/c upto 800 mm from support and remainning 8 dia TS @ 200 mm c/c

800X800

12 - 25

4LEGGED 8

800


FIRST FLOOR

800X800

12 - 25

4LEGGED 8

800


N1

SECOND FLOOR

800X800

12 - 25

4LEGGED 8

800


5

N1

THIRD FLOOR

800X800

12 - 25

4LEGGED 8

800


6

N1

FOURTH FLOOR

800X800

12 - 25

4LEGGED 8

800


7

N1

FIFTH FLOOR

800X800

12 - 25

4LEGGED 8

800


8

N1

SIXTH FLOOR

800X800

4LEGGED 8

800


9

N1

SEVENTH FLOOR

800X800

4LEGGED 8

800


10

N1

EIGHTH FLOOR

800X800

4LEGGED 8

800


11

N1

NINTH FLOOR

800X800

4LEGGED 8

800


BASEMENT 800X800

XSECTION

6 - 25   

6 - 25   

6 - 25   

6 - 25


  

PROJECT

TITLE


COLUMN DETAILS


DATE: AUGUST 2014 DRAWN BY: SHARMILA, SNEHA, SUJATA, SUPRIM

SAMPLE OF TIES

SPACING OF TRANSVERSE STIRUPS (TS)




ALL DIMENSIONS IN mm UNLESS OTHERWISE NOTED GRADE GRADE OF CONCR CONCRETE SHALL HALL BE M25 M25 REINFORCEMENT SHALL BE HIGH STRENGTH DEFORMED BARS OF GRADE Fe415

SLAB REINFORCEMENT DETAILS 2300.06

2300.51

2797.6 1529.89

1379.87

229.87

279.77

125.01 300

399.97 300

230

  

  

  

800

GROUND FLOOR SLAB DETAILS SECTION AT Y-Y

2798 279.77

4602.4 4602.4 841.32

2089.5

1379.74

458.05

3902.22

125.01 400

  

300

  

  

800

GROUND FLOOR SLAB DETAILS SECTION AT Z-Z TRIBHUVAN UNIVERSITY

PROJECT

TITLE


SLAB REINFORCEMENT DETAILS


DATE:

AUGUST 2014





A AL LL LD DIIMEN MENSIO SIONS NS IN mm UNLE UNLE SS OTH OT HER ERWISE WISE NOTED GRADE GRADE OF CONC CON CRET RET E SHAL L BE M20. M20. REINFORCE NFORCEMENT MENT SHA AL LL L BE HIGH STRE ST RE NG GT TH H DEFORMED BARS OF GRADE Fe415

SLAB REINFORCEMENT DETAILS 258.34

5186.58

4629.31

7356. 63

1563. 07

788.11

1549. 66

1095.47

2211.9

1106.5

1483. 6

1815.52

2566.3

691.87

1387.19 931.12

231.92 1618.2

125.01 300

399.97 300 800

300 230

  

300 230

  

230

  

  

GROUND FLOOR SLAB DETAILS SECTION AT W-W Continuous Ly

i d s t m A o f 5 7 0.

0.2Lx

0.2Lx

0.2Ly

s u o u n i t n o c s i D

i d s t m A o f 7 5 3 0. 0.2Ly

s u o u n i t n o C

Lx

0. 2Ly

0.2Ly

i d m s t A 0.2Lx o f 5 7 3 0.

0.2Lx

n t o e N c e m o r f i n e R

Discontinuous

PROVISION FOR TORSIONAL REINFORCEMENT TRIBHUVAN UNIVERSITY

PROJECT

TITLE


SLAB REINFORCEMENT DETAILS






ALL DIMENSIONS IN mm UNLESS OTHERWISE NOTED GRADE GRADE OF CONCR CONCRETE SHALL HALL BE M20. M20. REINFORCEMENT SHALL BE HIGH STRENGTH DEFORMED BARS OF GRADE Fe415

LIFT WALL DETAILS

200

Main vertical reinforcement of 16 mm dia.@ 60 mm c/c

Main Horizontal reinforcement of 12 mm dia.@ 240 mm c/c Main Horizontal Main vertical

reinforcement of

1980

12 mm dia.@ 240 mm c/c

reinforcement of 16 mm dia.@ 60 mm c/c

reinforcement of X

25 mm dia.@ 100 mm c/c

X

1933 Ld = 752

PLAN OF LIFT WALL TRIBHUVAN UNIVERSITY

PROJECT

TITLE


LIFT WALL DETAILS


900

SECTION AT X-X






REINFORCEMENT DETAILS OF BASEMENT WALL 200

16 mm  @ 300 mm c/c

8mm @ 200mm c/c

2 1 9 1

16mm @ 300mm c/c

SOIL 16 mm  @ 150mm c/c 16mm @ 300mm c/c

8mm @ 200mm c/c

X

800

SOIL

6 5 9

COLUMN

0 0 8

0 0 9

X

Ld = 645

8mm @ 200mm c/c

PLAN

SECTION AT X-X TRIBHUVAN UNIVERSITY

PROJECT

TITLE


BASEMENT WALL DETAILS







REINFORCEMENT DETAIL OF STAIRCASE 1869.00 0 0 0. 5 7

280.00

0 0 . 0 8 1

10mm dia. @ 300 mm c/c

0 0 . 0 0 4

300.00

1393.00 12mm dia. @ 140 mm c/c



Quarter Turn Flight 10mm dia. @ 300 mm c/c

1393.00 5 7 0 . 0 0

0 0 . 0 0 4

280.00

300.00 0 0 . 0 8 1


1720.00

10mm dia. @ 300 mm c/c 12mm dia. @ 150 mm c/c

Quarter Turn Flight TRIBHUVAN UNIVERSITY

PROJECT:

TITLE:

DATE: AUGUST, 2014

SUPERVISOR:


GENERAL NOTES: 1. ALL DIMENSIONS IN mm.

TU BCE 4th Year Project Report on Structural Analysis and Design of Multi-Storied Building - Bigyan Upadhayay

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