ABBREVIATIONSA - Areabf - Effective width of flangeD - Overall depth of beam or slab or diameter of column;

dimension of a rectangular column in the direction underconsideration

Df - Thickness of flangeDL - Dead loadd - Effective depth of beam or slabd - Depth of compression reinforcement from the highly

compressed faceEC - Modulus of elasticity of concreteEL - Earthquake loadEs - Modulus of elasticity of steelfck - characteristic cube compressive strength of concretefy - Characteristic strength of steelIef - Effective moment of inertiaK - Stiffness of memberk - Constant or coefficient or factorLd - Development lengthLL - Live load or imposed loadLw - Horizontal distance between centers of lateral restraintl - Length of a column or beam between adequate lateral

restraints or the unsupported length of a columnlef - Effective span of beam or slab or effective length of columnlex - Effective length about x-x axisley - Effective length about y-y axisln - Clear span, face-to-face of supportslx - Length of shorter side of slably - Length of longer side of slabll - Span in the direction in which moments are determined, centre

to centre of supportsl2 - Span transverse to I,, centre to centre of supportsl2 - l2 for the shorter of the continuous spansM - Bending momentm - Modular ratioP - Axial load on a compression memberq0 - Calculated maximum bearing pressure of soilr - Radiuss - Spacing of stirrups or standard deviationT - Torsional momentV - Shear forceW - Total load

X - Depth of neutral axisZ - Modulus of sectionz - Lever armf - Partial safety factor for loadm - Partial safety factor for materialm - Percentage reduction in moment

- Creep strain of concretecbc - Permissible stress in concrete in bending compressioncc - Permissible stress in concrete in direct compressionsc - Permissible stress in steel in compressionst - Permissible stress in steel in tensionsv - Permissible tensile stress in shear reinforcementc - Shear stress in concretec,max - Maximum shear stress in concrete with shear reinforcementv - Nominal shear stress - Diameter of bar

`

INTRODUCTION

GENERAL PRINCIPLES OF DESIGN

OBJECTIVES OF STRUCTURAL DESIGNS

The design of a structure must satisfy three basic requirements:

Stability: - To prevent overturning, sliding or buckling of the structure, or part of it,under the action of loads.

Strength: - To resist safely the stresses induced by the loads in the various structuralmembers.

Serviceability: - To ensure satisfactory performance under service load conditionswhich implies providing adequate stiffness and reinforcement to contain deflections,crack widths and vibrations within acceptable limits, and also providingimpermeability and durability.

STRUCTURAL SYSTEM

The whole structure is analyzed as closed column beam frame in ETABS analysissoftware and the design of various structural elements done manually.

Isolated Column foundations are proposed by the Geotechnical Expert and thefoundations and building is designed for GF+6 floors. As per the soil report, soil conditionat some portion is very loose as per the bore log. First two boreholes terminated at veryshallow depth of 3 to 4m where hard strata are available. The fourth borehole at south eastcorner of the plot is having very loose soil profile of N value 10 at upper level and the hardstrata obtained at 9m from GL and at this portion the foundation is proposed with pilefoundation. This borehole may be a typical case, so it is recommend to inspect this area bythe EIC and the hard strata is found at reasonable depth, the pile foundation can be replaceswith Isolated spread foundation which will effectively reduce the cost of foundation.

Design parameters

Design loads

Dead loadsThe dead loads are in accordance with IS 875 Part 1 (1987).

For the calculation of dead load acting over beams at various levels the unit weight ofthe building materials are taken according to that given in IS 875 Part -I-Dead weight ofbuilding materials. For calculating the live load acting over various floor levels IS 875 Part IIis referred. All the loads are given according to the data given in the floor plans and crosssections given. The self weight of the structure is taken by the software itself.

The unit weight of hollow brick masonry is taken as =20 kN/m3

The unit weight of concrete is taken as =25 kN/m3

Weight of brick wall = 0.20 x 3.4x 20 = 13.60kN/m

Wt of floor finish = 1.0 kN/m2

Self Wt of floor slab (12cm Thick) = 3 kN/m2

Load considered for water tank = 15 kN/m2

Live loadsThe live loads are in accordance with IS 875 Part 2 (1987).

type Live load (kN/m2)Operation theatres,

ICUs, 3

Offices, Lounges, 3Stair cases, Storages,

X rays, Balconies,Corridors,

4

Wards, Rooms,Toilets,

Consultations,2

Earthquake Loads as per IS: 1893 (part 1): 2002Dynamic forces on multi-storied are best computed through a detailed vibration analysis.Detailed dynamic analysis or modal analysis or pseudo static analysis should be carried outdepending on the importance of problem. BIS Code 1893 (Part 1): 2002 recommends that[Ref: Cl: 7:8:1]

Dynamic analysis shall be performed to obtain the design seismic force, and its distribution todifferent levels along the height of the building and to the various lateral load-resistingelements for the following buildings:

a) Regular buildings those greater than 40m in height in Zone IV andZone V, and those greater than 90m in height in Zone II and Zone III.

b) Irregular building all framed buildings higher than 12m in Zones IVand Zone V, and those greater than 40m in height in Zone II and III.

Since the height of the residential complex is 44.35m and its located in Zone III, staticmethod of analysis was performed to find the seismic load and its distribution.

Static method:

The base shear or total design lateral force along any principal direction shall bedetermined by the following expression:

VB = Ah W

Where,

VB = the design base shear

Ah = Design horizontal acceleration spectrum value using the fundamental naturalperiod T.

W = Seismic weight of the building.

The design horizontal seismic coefficientgR2

SIZ ah A

Where,

Z = Zone factor given in table 2, for the Maximum Considered Earthquake (MCE)and service life of structure in a zone. The factor 2 in the denominator of Z isused so as to reduce the MCE zone factor to the factor for Design BasisEarthquake (DBE)

I = Importance factor, depending upon the functional use of structures, characterizedby hazardous consequences of failure, post-earthquake functional needs,historical value or economic importance (Table 6 IS 1893 (Part 1):2002

R = Response reduction factor, depending on the perceived seismic damageperformance of the structure, characterized by ductile or brittle deformations.However, the ratio (I/R) shall not be greater than 1.0. The values for buildingsare given in Table 7 of IS 1893 (Part 1): 2002.

gSa Average response acceleration coefficient.

Distribution of Design Force

The design base shear VB was distributed along the height of the buildings asper the following expressions.

ni

iii

iii

hW

hWVBQ

1

2

2

Where,

iQ = Design lateral force at floor i

iW = Seismic weight of floor i

ih = Height of floor i measured from base.

n = Number of storeys in the building is the number of levels at which the masses arelocated.

Seismic weight, W

The seismic weight of each floor is its full dead load plus appropriate amountof imposed loads while computing the seismic weight of each floor, the weight of columnsand walls in any storey shall be equally distributed to the floors above and below the storey.The seismic weight of the whole building is the sum of the seismic weights of all the floors.Any weight supported in between storey shall be distributed to the floors above and below ininverse proportion to its distance from the floors.

Imposed uniformly distributed floorloads kN/m

Percentage of imposed load

%

Upto and including 3.0 25

Above 3.0 50

Table-Percentage of imposed load to be considered in seismic weight calculation

Determination of Design Base Shear for Seismic Analysis:

As per IS 1893 (Part 1):2002

Fundamental natural period, Ta (Clause 7.6.2) = 0.075h0.75

h = height of building exclude basement floor = 20.16m

Ta = 0.8

For 0.4

IS1893 2002 Auto Seismic Load CalculationThis calculation presents the automatically generated lateral seismic loads for load pattern EQX according toIS1893 2002, as calculated by ETABS.

Direction and Eccentricity

Direction = Multiple

Eccentricity Ratio = 5% for all diaphragms

Structural Period

Period Calculation Method = User Specified

User Period T = 0.8 sec

Factors and Coefficients

Seismic Zone Factor, Z [IS Table 2] Z = 0.16

Response Reduction Factor, R [IS Table 7] R = 3

Importance Factor, I [IS Table 6] I = 1.5

Site Type [IS Table 1] = II

Seismic Response

Spectral Acceleration Coefficient, S a /g [IS6.4.5]

Sag =

1.36T

Sag = 1.36

Equivalent Lateral Forces

Seismic Coefficient, A h [IS 6.4.2] Ah =Z I Sag2 R

Calculated Base Shear

Direction Period Used(sec)W

(kN)V b

(kN)X 0.8 55701.068 3787.6726

X + Ecc. Y 0.8 55701.068 3787.6726

X - Ecc. Y 0.8 55701.068 3787.6726

Applied Story Forces

Lateral Load to Stories - X

Force, kN

E+30.00 0.15 0.30 0.45 0.60 0.75 0.90 1.05

LFT RF

STAIR RF

ROOF

SXF

FFF

FRF

TF

SF

FF

GFBase

0.7444kN

50.9622kN

139.916kN

278.9351kN

475.6341kN

716.1913kN

1002.4689kN

820.7809kN

259.7531kN

42.2866kN

Story Elevation X-Dir Y-Dir

m kN kNLFT RF 34.6 42.2866 0

STAIRRF 32.1 259.7531 0

ROOF 29.1 820.7809 0

SXF 25.2 1002.4689 0

FFF 21.3 716.1913 0

FRF 17.4 475.6341 0

TF 13.5 278.9351 0

SF 9.6 139.916 0

FF 5.7 50.9622 0

GF 1.5 0.7444 0

Base 0 0 0

IS1893 2002 Auto Seismic Load CalculationThis calculation presents the automatically generated lateral seismic loads for load pattern EQY according toIS1893 2002, as calculated by ETABS.

Direction and Eccentricity

Direction = Multiple

Eccentricity Ratio = 5% for all diaphragms

Structural Period

Period Calculation Method = User Specified

User Period T = 0.8 sec

Factors and Coefficients

Seismic Zone Factor, Z [IS Table 2] Z = 0.16

Response Reduction Factor, R [IS Table 7] R = 3

Importance Factor, I [IS Table 6] I = 1

Site Type [IS Table 1] = II

Seismic Response

Spectral Acceleration Coefficient, S a /g [IS6.4.5]

Sag =

1.36T

Sag = 1.36

Equivalent Lateral Forces

Seismic Coefficient, A h [IS 6.4.2] Ah =Z I Sag2 R

Calculated Base Shear

Direction Period Used(sec)W

(kN)V b

(kN)Y 0.8 55701.068 2525.1151

Y + Ecc. X 0.8 55701.068 2525.1151

Y - Ecc. X 0.8 55701.068 2525.1151

Applied Story Forces

Lateral Load to Stories - Y

Force, kN

0 100 200 300 400 500 600 700

LFT RF

STAIR RF

ROOF

SXF

FFF

FRF

TF

SF

FF

GFBase

0.4963kN

33.9748kN

93.2774kN

185.9567kN

317.0894kN

477.4609kN

668.3126kN

547.1873kN

173.1687kN

28.191kN

Story Elevation X-Dir Y-Dir

m kN kNLFT RF 34.6 0 28.191

STAIRRF 32.1 0 173.1687

ROOF 29.1 0 547.1873

SXF 25.2 0 668.3126

FFF 21.3 0 477.4609

FRF 17.4 0 317.0894

TF 13.5 0 185.9567

SF 9.6 0 93.2774

FF 5.7 0 33.9748

GF 1.5 0 0.4963

Base 0 0 0

The above parameters are defined in the ETABS software and software itself will calculatethe seismic loads and create the load cases and load combinations. The softwareautomatically has done the distribution of seismic force.

STRUCTURAL MATERIALS

Concrete and Reinforcement

Concrete: M25 for Foundations, M25 for Columns, M25 for Beams, Slabs, Stairs,and all other components

Steel reinforcement:

Fe500 TMT grade pertaining to IS: 1786 1985

Cover:From durability requirement, environmental exposure condition is assumed as severe

for substructure and super structure.The nominal cover to outermost reinforcement shall be as follows for two hour fire

rating.Columns 40mmBeams 25mmSlab 20mmStair 25mm

Foundations 50mm

MODELLING AND ANALYSIS METHODOLOGY

BRIEF:The building is modelled as 3D structure and is analysed as OMRF (Ordinary

Moment Resisting Frames with Ductile shear walls).The FEM based structural software (ETABS 2013 Nonlinear) is used for modeling

and analysis of the building.

MODELLINGThe basic approach for using the program is very straight forward. The user

establishes grid lines, defines material and structural properties, places structural objectsrelative to the grid lines using point, line and area object tool. All the types of loads that thestructure is subjected can be defined and assigned to the appropriate structural components.The analysis can be performed and the results are generated in graphical or tabular form thatcan be printed to a printer or to a file for use in other programs. The following topics describesome of the important areas in the modeling.

Defining Material Properties

In the property data area, name of the material, mass per unit volume, weight per unitvolume, modulus of elasticity, Poissons ratio should be specified for each type of material

defined. The mass per unit volume is used in the calculation of self-mass of the structure.The weight per unit volume is used in calculating the self-weight of the structure.

Defining Frame Sections

Frame sections like beams, columns and are defined under this. The sizes of beamsand columns are fixed here and their reinforcement requirements and concrete coversdefined. Hinges were introduced (i.e. end moments were released) near the connecting whereever required.

Defining Slab Sections

For defining the type of slab section in ETABS, there are three options availablebased on its behavior, namely shell type, membrane type and plate type. Shell type behaviormeans, both in-plane membrane stiffness and out-of-plane plate bending stiffness can beprovided for the section. Membrane type behavior mean, only in-plane membrane stiffness isprovided for the section. Plate-type behavior means that only out-of-plane bending stiffness isprovided for the section. In the present analysis, slabs are given membrane type behavior toprovide in plane stiffness and.

Dead load, live load, roof live load, are defined under the static load case option of thedefine menu. Various load combinations can also be defined in the load combinationsoption of the define menu.

Member Property Specifications and Support Condition

The dimensions of different members were fixed based on the trial design. The columndimensions provided for the modeling is as prescribed by the Architect. If necessary it willrevised during the design stage. The beams are provided in such a way that torsion is releasedsince compatibility torsion alone comes in them. The member properties assigned are asgiven below.

Slab

Thickness of the slab = 120mm

Beams

The dimensions of the beams are as shown below

Beam Breadth, B Depth, D

Fixed Beams 200mm 500mm

Fixed beam 250mm 600mm

Fixed beam 150mm 600mm

Fixed beam 200mm 750mm

Column:

The column dimensions are as follows:

Ground floor: 250mm X 500mm, 300mm X 500mm, 300mm X 600mm, 250mmX 600mm,(steel as per details)

Staircase:

The staircase is provided as an equivalent slab. The thicknesses of the slab used for staircaseis 175mm

Shear walls

250mm thk shear walls are provided

Support condition

Then support conditions were given to the structure. The support condition given was Pinned.

LOAD COMBINATION

The following are the load combinations as IS: 456-2000

1) 1.5 D.L + 1.5 LL

2) 1.5 DL + 1.5 SLX

3) 1.5 DL - 1.5 SLX

4) 1.5 DL + 1.5 SLY

5) 1.5 DL - 1.5 SLX

6) 0.9 DL + 1.5 SLX

7) 0.9 DL - 1.5 SLX

8) 0.9 DL + 1.5 SLY

9) 0.9 DL - 1.5 SLY

10) 1.2 DL + 1.2LL + 1.2 SLX

11) 1.2 DL + 1.2LL - 1.2 SLX

12) 1.2 DL + 1.2LL + 1.2 SLY

13) 1.2 DL + 1.2LL - 1.2 SLY

Modelling Images

Column Layout

Completed Model

Completed Extruded Model of Buildings

DESIGN OF ELEMENTS

Analysis Results

Axial Force on Columns

Bending Moment Diagram of Beams

Shear Force Diagram of Beams

Design Methodology:

All structural concrete elements will be designed according to the Limit State Methodas specified in IS: 456 - 2000 for reinforced concrete elements and detailing will be as perstandards.

Soil Profile

The boreholes numbered 1, 2 and 4 were terminated at 6m, 4.7m, and 9.3m,respectively from ground level. Hard rock was encountered in all the boreholes, as theboreholes were terminated at shallow depth. Lateritic clay and silty sand were found in all thebore holes. The N value is found to be varying from 03 to greater than 100.

Recommendations

The soil at the site consists of mainly lateritic clay and silty sand. Hard rock wasfound at all bore holes. The N value is found to be varying from 10to greater than 100. It issuggested to provide open foundation which extends to hard rock. The recommendationsmade in this report are based on the results of the tests as well as tests done on the samplesrecovered from the boreholes. It is presumed that the soil below the maximum depth ofexploration at the site does not vary much or rather improves from that observed at themaximum depth.

Design of foundation:

This building is proposed to have individual isolated column footings. Footings aredesigned by taking the forces and moments from FEM software. The sizes of footings will befixed by making grouping of loads. The Depth of foundation is decided from four factors.The depth is initially proposed based on Development length required according to the size ofbars used. Then that proposed depth is checked for sufficiency of punching shear (Two wayshear) and diagonal tension (One way shear), then the depth is checked for moment. Onfinalizing the satisfying depth for the above conditions area of steel is worked out for themoment according to the finalized depth. The safe bearing capacity of the soil is adopted as400kN/m2 as per the Soil Report (The N value is above 100 at 2m below GL).At certain portions the foundation system adopted is pile foundations. The bore hole at southeast corner of the plot shows that the soil is loose and the hard strata available is at 8.5mbelow GL. At this portion the building id founded in piles. At the time of execution, detailedexamination of the area can be done and if the hard strata are available at shallow deoth, thefoundation can be changed to isolated foundations

The foundations are designed for GF+6 floors.

The reaction of a considered column coming on the foundation is 2400 kN. (DL+LLcombo)

DESIGN OF BI-AXIAL ISOLATED RCC FOOTING (IS 456, 2000)Building Name Hence footing is safe against max gross bearing pr.Footing Number: f3 tv < tc hence O.K.Node number tv < tc hence O.K.

tv < allowable hence O.K.COLUMN f3Length (l, dim. || Z axis ) = 500 mmBreadth (b, dim. || X axis) = 500 mm

Breadth 2.7 mFOOTINGFoot length (L, dim. || Z axis) = 2.7 mFoot Breadth (B, dim. || X axis) = 2.7 mThickness of footing (t) = 800 mmClear cover of footing = 50 mmMain bar dia of footing = 12 mmEffective depth of footing = 744 mm Length 2.7 mSelfweight of the footing = 145.80 KNArea of Footing(A) = 7.29 m2

Sect mod of foot about Z axis (Zz) = 3.28 m3

Sec mod of foot about X axis (Zx) = 3.28 m3

MATERIALS OF CONSTRUCTIONGrade of concrete fck = 25 N/mm

2

Grade of steel fy = 500 N/mm2

globalZ

globalX

globalX

globalZ

Footing Dimensions

CHECK FOR GROSS BEARING PRESSURESafe NET bearing pressure = 350 KN/m

2

Safe gross bearing pr. = 391.40 KN/m3

(net pr. + depth of foot * soil unit wt)Unfactored load case number = 1Axial load from output (P1) = 2400.00 KN 3600Moment about Z axis (Mz) = 3.333333 KN-m 10Moment about X axis (Mx) = 3.333333 KN-m 10Depth of top of foot. from ground = 1.5 mUnit wt of soil = 18 KN/m

3

Weight of soil retained above foot = 190.08 KNP = (P1+soil+foot self wt) = 2735.88 KNMaximum bearing pressure = 377.32 KN/m

2

Minimum bearing pressure = 373.26 KN/m2

Hence footing is safe against max gross bearing pr.

DESIGN FORCESFactored load comb. no. 1Axial load:(Pu) = 3600.00 KNMoment about Z axis (Muz) = 10 KN-mMoment about X axis (Mux) = 10 KN-mMaximum effective soil pressure p e max( Pu/Area+ Muz/Zz + Mux/Zx) = 499.92 KN/m2

Minimum effective soil pressure pe min

( Pu/Area - Muz/Zz - Mux/Zx) = 487.73 KN/m2

Design of footing is done using above maximum effective soil pressure

x

x

y

y

ZM

ZM

AP

CALCULATION FOR BOTTOM STEELMu about X1 X1 = ( pe max x length

2/2)= 302.45 KN-m per meter

Mulimit = 1840.86 KN-m per meterThe section is singly reinforced

Hence, Ast = 959.768 mm2

Min Ast = 892.800 mm2

(0.12 % for slab, cl 26.5.2.1)Spacing = 117.84 mm (considering max of above two calculated values of Ast)pt provided = 0.13 %Hence provide 12 mm dia bar @ 117 mm c/c parellel to length of footing ( || to Z)

Mu about N1 N1 = ( pe max x length2/2)= 302.45 KN-m per meter

Calc. Ast = 959.768 mm2

The section is singly reinforcedMin Ast = 892.8 mm

2(0.12 % for slab, cl 26.5.2.1)

Spacing = 117.84 mm (considering max of above two calculated values of Ast)pt provided = 0.12900101 %Hence provide 12 mm dia bar @ 117 mm c/c parellel to breadth of footing ( || to X)Arrangement of bottom reinforcement as per above design is shown below

12 mm dia bar @ 117 mm c/c

globalZ

globalX

globalX

globalZ

Footing Dimensions

bdbdfM

ffA

ck

u

y

ckst

2

6.4115.0

12 mm dia bar @ 117 mm c/c

1 1

Footing Length 2700 mm Breadth 2700 mm

Sec 1-1

1244 5001244

L1 X1 X

a a

Z ZN1 N1

a a

L2 L2

356 X1 XL1 Breadth 2700 mm

500 Footing Length 2700 mm 356

globalZ

globalX

globalX

globalZ

Footing Dimensions

Design of columns:

Columns are designed by taking the forces and moments from the FEM software. Thesizes of columns are kept constant at all the stories. The design of column is done consideringthe axial compression, biaxial bending moment including slenderness effect. Excel spreadsheets are used for designing of columns as per standards. The Columns are designed forGF+2 floors.

Axial force, Major BM, Minor BM of typical Column

Companys' Name: SafeMatrix India (P) Ltd., Job No.:Muvattupuzha Design by: PNC

SPREADSHEET OF DESIGN OF RECTANGULAR COLUMN SECTION BY LIMIT-STATE METHODfor AXIAL COMPRESSIVE LOAD & BIAXIAL BENDING MOMENT, INCLUDING SLENDERNESSEFFECT, AS PER IS:456-2000, BY N. PRABHAKARCalculates range of safe loads for a Column Section with given Concrete grade and Reinforcementand checks adequacy of the section for the given loads.

Column Dimensions:Breadth, 'b' = 500 mmDepth, 'D' = 500 mmConcrete Grade = M 25Yield Strength of Steel, fy = 500 N/mm2Concrete Cover to main bars = 40 mm

Details of Reinforcement:Diameter of bars = 25 mmNo. of bars on 500 mm face = 4

D

b

X X

Braced Slender ColumnSingle Curvature Double curvature Unbraced Slender Column(Column with side sway)

Addn. Moments Max & Maydue to slendernessDeflected

shape

Muix1 or

++

-

+

-

Muiy1

No. of bars on 500 mm face = 4No. of bars on 500 mm face = 4Total number of bars = 12Total Ast = 5890 mm2Percentage of Reinforcement = 2.356 < 4% O.K.

Applied Ultimate Loads Effective Length Un- Braced /Col. Axial Load Initial Moment Muix(kN.m)Initial Moment Muiy(kN.m)lex (m) ley (m) Supported UnbracedMk. Pu (kN) M*uix1(+ or -) Muix2 (+ only) M*uiy1(+ or -) Muiy2 (+ only) Length (m) ColumnCI 4280 11 11 2.000 2.000 2.000 BracedCI 4220 115 28 4.000 4.000 4.000 BracedCI 3470 227 54 4.000 4.000 4.000 BracedCI 2790 168 73 4.000 4.000 4.000 BracedCI 2130 175 71 4.000 4.000 4.000 BracedCI 1540 146 74 4.000 4.000 4.000 BracedCI 1000 145 72 4.000 4.000 4.000 BracedCI 350 185 72 4.000 4.000 4.000 Braced

COLUMNSECTION

(Max. nos. of bar that can beshown in the section at eachface =6 only)

Braced Slender ColumnSingle Curvature Double curvature Unbraced Slender Column(Column with side sway)

Addn. Moments Max & Maydue to slendernessDeflected

shape

Muix1 or

++

-

+

-

(See figures on next page)

Muiy1

Client: PWD Date: 18-Mar-15Project: Koodal Page No. C/101

Note: * at Muix1 and Muiy1 indicates moment is +ve for single curvature bending, and -ve for double curvature bending.Companys' Name: SafeMatrix India (P) Ltd., Job No.: 0

Muvattupuzha Design by: PNCClient: PWD Date: 18-Mar-15Project: Varkala Page No. C/102

For calculations of Final Design Moments, see worksheet on 'Slenderness eff.'.

Summary of Results:

COLUMNSECTION

(Max. nos. of bar that can beshown in the section at eachface =6 only)

D

b

X X

Braced Slender ColumnSingle Curvature Double curvature Unbraced Slender Column(Column with side sway)

Addn. Moments Max & Maydue to slenderness

Initial Moments Muix & Muiy

Deflectedshape

Muix1 or

Muix2 or

++

-

+

-

Pu

(See figures on next page)

Muix2>Muix1Muiy2>Muiy1

Muiy2

Muiy1

Summary of Results:

Axial Load Final Design Moments Permissible MomentsCol. (kN) StatusMk. Mux(kN.m) Muy(kN.m) Mux1(kN.m) Muy1(kN.m)CI 4280 88.453 88.453 146.21 146.21 0.732 Section O.K.CI 4220 115.000 104.093 158 158.00 0.964 Section O.K.CI 3470 227.000 85.593 287.43 287.43 0.762 Section O.K.CI 2790 168.000 73.000 371.97 371.97 0.357 Section O.K.CI 2130 175.000 71.000 438.86 438.86 0.365 Section O.K.CI 1540 146.000 74.000 489.04 489.04 0.349 Section O.K.CI 1000 145.000 72.000 504.87 504.87 0.430 Section O.K.CI 350 185.000 72.000 490.08 490.08 0.524 Section O.K.0 0 0.000 0.000 461.72 461.72 0.000 Section O.K.0 0 0.000 0.000 461.72 461.72 0.00 Section O.K.

See Charts for range of permissible values of Pu with M ux1 and M uy1.

nn

1uy

uy

1ux

ux

MM

MM

Design of beams

The RC beams and slabs are designed using Excel spreadsheet using the analysisresults from FEM software. The top as well as bottom reinforcement shall consist of at leasttwo bars throughout the member length.

Bending Moment diagram of typical continuous beam

Shear Force diagram of typical continuous beam

Design for area of steel and shear for singly reinforced beam by limit state design method

Calculation of Ast req for beamsRef IS 456-2000 Cl G-1.1b & G-1.1c For sections without compression reinforcement

fy fck b D Cc Cg of bar d Mu lim pt limN/mm2 N/mm2 mm mm mm mm mm kN.m %

500 25 200 500 25 8 467 145.03 0.94

Mu support Ast req. spt pt req.spt Mu span Ast span pt req.spankNm mm2 % kNm mm2 % d req mm d prov mm Result

128.2353 752.97 0.81 133.2353 789.74 0.85 439.13 467 okay

Reinforcement details provided at support and span of beam

Nos. dia Ast support pt support Result Nos. dia Ast span pt spanmm mm

2 % mm mm2 %2 16 2 162 16 2 16

Check for shear in beams (limit state design method)Ref IS 456-2000 Cl 40.1, Cl 40.2.3, Table 19, Table 20 & Cl 40.2.1

fck Vu pt v c c maxprov. Cl 40.1 Table 19 Table 20

N/mm2 kN % N/mm2 N/mm2 N/mm225 142 0.86 1.52 0.61 3.1

Design for shear reinforcement (vertical stirrups)Ref IS 456-2000 Cl 40.4a

check for depth

Reinf. details at support Reinf. details at span

804.25 0.86

Resulttau_v > tau_c,design for shear

okay 804.25 0.86

tau_v

Design of slab

Design of slab

Material Constants:

Concrete, fck = 25 N/mmSteel, fy = 500 N/mmLoads:

Using 120 mm thick slab

Dead Load on Slab = 0.12 x 25 = 3 kN/m

Live Load on Slab = 3kN/m

Finishes = 1.5 kN/m

Partition load = 2.5 kN/m

Total =10.0 kN/m

Boundary Conditions one long edge discontinuous

Assume a clear cover of 20 mm & 8 mm dia bars

Eff: depth along shorter direction dx = 96 mm

Eff: depth along longer direction dy = 88 mm

Effective span as per IS 456: 2000 clause 22.2.b

lyeff = 4.67+0.088 = 4.758 m

lxeff = 4+0.096 = 4.096 m

lyeff/lxeff =1.16, Hence design as Two Way Slab.

1 Design for area of steel and shear for two way slab by limit state design methodSlab Geometry

Lx Ly Ly/Lxm m

4.096 4.758 1.162

8 150 8 1500 250 0 150

Moment calculation for '1m' strip of the slab spanning Lyw Lx w Lx

2

kN/m2 m kNm - y - y w Lx

2 + y + y w Lx2

10.5 4.096 176.16 0.037 6.52 0.028 4.93

Calculation of Ast req for slab spanning LyRef IS 456-2000 Cl G-1.1b & G-1.1c

- Muy cont. Ast req.cont. pt req.cont. + Muy span Ast min pt req.spankNm mm

2 % kNm mm2

%6.52 177.52 0.20 4.93 144.00 0.16

Reinforcement details provided at support and span of slab spanning Ly

dia prov. spacing Ast cont. pt cont. Result dia prov. spacing Ast spanmm mm mm

2% mm mm mm

2

8 150 8 150okay 335.10

335.10 0.35 okay 335.10

- Muycont. edge 'kNm' + Muy mid-span 'kNm'

Reinf. details at support Reinf. details at span

335.10 0.388 150 8 1500 250 0 250

Check for shear in solid slabs for limit state design methodRef IS 456-2000 Cl 40.1, Cl 40.2.3, Table 19, Table 20 & Cl 40.2.1.1

fck Vu b D clear cg dN/mm

2kN mm of slab mm cover mm of bar mm mm

25 25.8048 1000 120 20 4 96

pt v k c c maxCl 40.1 Cl 40.2.1.1 Table 20

% N/mm2

N/mm2

N/mm2

0.35 0.27 0.55 3.1

Check for span to depth ratioRef IS 456-2000 Cl 23.2.1

Type of fy span d pt req. pt prov. pc MFtbeam N/mm

2 mm mm % % %Cont.slab 500 4096 96 0.20 0.35 0 2.147

l/d l/d Resultprov Cl 23.2.1 Cl 23.2.1

42.67 55.82 Okay

okay 335.10

Result

tau_v < k tau_c, Oktau_v

DESIGN OF DOG LEGGED STAIRCASEDataInternal DimensionsLength = 5.32 mWidth = 3.2 mFloor Height = 3.9 mFck = 25 N/mm2

Fy = 500 N/mm2

Riser = 160 mmTread = 280 mmLanding width = 1500 mmEffective Span = 5.32 mHeight of each flight = 1.95 mNo. of risers in each flight 12.1875 NosNo. of Tread in each flight 11.1875 Nos

Designd = 168 mm Required

D = 200 mmd = 179 mm

LoadsDL of waist slab = 5 kN/m2

DL on horizontal area = 5.76 kN/m2

DL of steps = 2 kN/m2DL of steps = 2 kN/m2

LL = 5 kN/m2

FF = 1.5 kN/m2

Total load = 14.26 kN/m2

Factored load = 21.4 (of one flight)

BM and SFMu = 76 kN-mVu = 57 kN

d from BM consideration 166 mm

k = 2.362pt = 0.620 %Ast = 1110 mm2

Main ReinforcementDia = 12 mmSpacing = 101 mm

Distribution SteelAst = 215 mm2

Dia of bar = 8 mmSpacing = 230 mm

Development Length

Ld = Ld = ( xs) / (4 x T bd)Therefore, Ld = 583 mmProvide, Ld = 590 mm

Floor Beam

5320mm

DOWN UP

1500 mm

Mid Landing Beam3200mm

PLAN

Ld = 590 mm

300mm

Y8 @ 230 mm C/C (Distribution Reinforcement)Y12@101 mm C/C(Main Reinforcement)

200 mm200 mm

DETAILING

ETABS 2013 Shear Wall DesignIS 456:2000 Pier Design

Pier Details

Story ID Pier ID Centroid X (mm) Centroid Y (mm) Length (mm) Thickness (mm) LLRFFF P2 2535 18570 5070 200 0.592

Material Properties

E c (MPa) f ck (MPa) Lt.Wt Factor (Unitless) f y (MPa) f ys (MPa)25000 25 1 500 500

Design Code Parameters

S C IP MAX IP MIN P MAX1.15 1.5 0.04 0.0025 0.8

Pier Leg Location, Length and Thickness

StationLocation

ID Left X 1mm

Left Y 1mm

Right X 2mm

Right Y 2mm

Lengthmm

Thicknessmm

Top Leg 1 0 18570 5070 18570 5070 200

Bottom Leg 1 0 18570 5070 18570 5070 200

Flexural Design for P u, M u2 and M u3

StationLocation

RequiredRebar Area (mm)

RequiredReinf Ratio

CurrentReinf Ratio

FlexuralCombo

P ukN

M u2kN-m

M u3kN-m

Pier A gmm

Top 16128 0.0159 0.0021 DWal12 -606.0331 -16.3907 -9196.8621 1014000

Bottom 28013 0.0276 0.0021 DWal12 -1011.7141 20.2343 -14780.6283 1014000

Shear Design

StationLocation

ID Rebarmm/m

Shear Combo P ukN

M ukN-m

V ukN

V ckN

V c + V skN

Top Leg 1 881.71 DWal8 260.411 -9135.6733 -1777.7813 487.2326 1777.7813

Bottom Leg 1 825.6 DWal8 -138.3875 -14874.4741 -1793.3115 584.8861 1793.3115

Boundary Element Check

StationLocation

ID EdgeLength (mm)

GoverningCombo

P ukN

M ukN-m

Stress CompMPa

Stress LimitMPa

TopLeft Leg 1 600 DWal9 3858.0192 -1944.9148 6.07 5

TopRight Leg 1 900 DWal9 4071.8092 9441.6175 15.03 5

BottomLeft Leg 1 1000 DWal12 -754.2077 -14300.9969 15.95 5

BotttomRight Leg 1 1300 DWal12 4505.0204 14405.2455 21.26 5

DETAILINGAll the structural elements were detailed according to IS 456:2000 and SP34. Detailed

drawings were prepared in AutoCAD 2007. Detailing of all the structural elements were donebased on SP 34 and IS 13920

COLUMN DETAILSSpecial confining reinforcement as per is 13920:1993

Special confining reinforcement shall be provided over a length lo from each joint face,towards midspan, and on either side of any section, where flexural yielding may occur underthe effect of earthquake forces

The length lo shall not be less than

(a) Larger lateral dimension of the member at

Section where yielding occurs,

(b) 1/6 of Clear span of the member, and

(c) 450 mm.

The spacing of hoops used as special confining reinforcement shall not exceed 1/4 ofminimum member dimension but need not be less than 75 mm nor more than 100 mm.

BEAM DETAILING

Different things which are to be detailed in Beam Detailing is shown below vide sp 34, page108

SLAB DETAILINGDifferent things which are to be detailed in Slab Detailing is shown below vide sp 34, page127