Aastha Chowk

STRUCTURAL ANALYSIS REPORT ON REINFORCED CONCRETE BUILDING

OWNER: Kamala Timilsina Bharatpur-12 Submitted By:

Submitted To:

Sahara Engineering Solution

Bharatpur Sub-Metropolitan

Bharatpur-10, Chitwan

Chitwan, Nepal

March 2016

CERTIFICATION This Certificate is submitted with reference to the detail structural design of multi storied building of the following detail. Owner : Kamala Timilsina Address : Bharatpur-12 No. of Storey : G+2 Size of Column : (14"x14") and (12"x12") Size of Beam : (9"x16") Concrete Grade : M20 Rebar : Fe 415 Other details are attached in the design documents. All the designs are done as per the design criteria specified in NBC 000:1994 to 114:1994, NBC 205:2012, IS 456:2000, IS:875 and relevant other Indian design codes. The referenced calculations were prepared by us / under our supervision and comply with all applicable structural provisions of the Construction Codes. We hereby certify that the design is structurally adequate and economic. However, during construction the use of construction materials and workmanship is to be carried out under the supervision of qualified and certified technical person. The designer is not responsible for the violence of the specifications provided.

Analysed By :

Checked By :

Er. Suraj Khatiwada NEC No. 6268 CIVIL 'A' +977-9843069923

Er. Ashim Adhikari NEC No. 7464 CIVIL 'A'

On behalf of : Sahara Engineering Solution Bharatpur-10, Chitwan

(Structure Engineer) +977-9841547347

STRUCTURAL ANALYSIS REPORT ON REINFORCED CONCRETE BUILDING

CONTENTS 1.0 INTRODUCTION 2.0 DESIGN PHILOSOPHY 3.0 LOADING AND LOAD COMBINATIONS 3.1 3.2 3.3 3.4

DEAD LOAD AND SIDL LIVE LOADS SEISMIC LOAD LOAD COMBINATIONS

4.0 ANALYSIS OF THE STRUCTURE 4.1 LOAD CALCULATIOS 4.2 SKETCHES SHOWING THE MODEL 5.0 DESIGN OF TYPICAL COLUMNS & FOOTINGS 6.0 DESIGN OF SLAB 7.0 DESIGN OF BEAM 8.0 DESIGN OF STAIR 9.0 LIST OF DESIGN CODES AND STANDARDS 10.0 RESULT SUMMARY 11.0 DESIGN SPECIFICATION

1.0 INTRODUCTION The analysed proposed reinforced concrete framed structure consists of

G+2

Storey

The structural system chosen is Moment Resisting RCC Frames. Columns and beams have been laid out in plan in coordination with architectural and services planning that acts jointly support and transmit to the ground those forces arising from earthquake motions, gravity and live load. The structure is designed by carrying out the space frame analysis. A three dimensional mathematical model of the physical structure represents the spatial distribution of the mass and stiffness of the structure. Thus, the essential requirements for the analytical model are the conclusion of sufficient details of geometry, material, loading and support such that it reflects the near true behavior of the physical structure for the structural modelling of the present building SAP 2000 V-14 software was used. The analysed structure is found to be safe against the all the load combinations and designed for the governing load combination. The load combinations considered for the designing of structure using limit state method are listed in this report. M20 grade concrete is used for different RC members of super-structure and sub structure. The steel grade for all the structural elements is Fe415

1

2.0 DESIGN PHILOSOPHY

The Design of the total structure is based on the Limit State method of design as envisaged in Nepal National Building Codes (NBC) and Indian Standard codes of practice. Structure is designed for Dead loads, Imposed loads (floor finishes), service loads, taking into consideration of the relevant codes and load combination specified in the codes.

The structure is designed using individual footings under the columns designed for a safe bearing of 175KN/m2. The Strata is in general stiff clay having the above strength and is available at most of the places at a depth of 2.0m below naturural ground level. In case such strata is not available at this depth, foundations are taken deeper to required strata.

2

3.0 LOADINGS AND LOAD COMBINATIONS 3.1 DEAD LOAD AND SIDL 3.1.1 Dead Load is the self weight of the slab. Self weight of 110 mm thick slab

=

0.110

x =

25.00 2.750

KN/m2

a) From 1st floor level to 3rd floor level Floor Finishes

=

1.00

KN/m2

b) Roof level Floor Finishes

=

1.00

KN/m2

a) From 1st floor level to 3rd floor level Live Load in rooms Live Load in Balconies & Corridors

= =

2.00 3.00

KN/m2 KN/m2

b) Roof level Live Load (accessible) Live Load (Non-accessible)

= =

1.50 1.00

KN/m2 KN/m2

=

3.00

KN/m2

3.1.2 SIDL (Super Imposd Dead Load)

3.2 LIVE LOADS

c) Stair Live Load

3.3 SEISMIC LOAD 3.3.1 Seismic Coefficient Method Nepal National Building Code NBC105:1994 contains provisions for both the static analysis and the dynamic analysis of buildings. Static analysis using equivalent lateral force procedure is restricted to regular buildings having height up to 40 m. At the core of seismic analysis is the use of response spectra plot as given in figure 8.1 of NBC 105:1994, in which the spectral acceleration is plotted for Wide range of fundamental natural period of the structures. For the static analysis, the static forces in the structure are derived from the design seismic base shear (V) given by; Horizontal seismic base shear, V=Cd*Wt Where, Cd Wt

= Design Horizontal Seismic Coefficient = Seismic Weight of the building

3

Design Horizontal Seismic Coefficient Cd = CZIK Where, C = Basic seismic coefficient as per figure 8.1, NBC 105:1994 Z = Seismic zoning factor, figure 8.2 I = Importance factor for the buildings, table 8.1 K = Structural performance factor, table 8.2 Determining seismic Load based on NBC 105:1994 Seismic zoning factor, Z Importance factor, I Structural Performance Factor, K Height of the Building Dimension of the building along X, Dx Dimension of the building along Y, Dy Time preiod of the building along X, Tx Time preiod of the building along Y, Ty Soil Type Basic Seismic coefficient along X, C Basic Seismic coefficient along Y, C Design Horizontal Seismic Coefficient, Cd Seismic Weight of the Building (DL+0.25LL) Base Shear Distribution of Lateral Forces along different Storey Storey Storey Wi Height (Hi) Level Stair Cover 12.80 135.23 1025.44 9.60 3rd floor 1554.59 6.40 2nd floor st 3.20 1405.18 1 floor Total 4120.44

= = = = = = = = = = = = = =

0.99 1.00 1.00 12.80m 8.84m 13.72m 0.39 sec 0.31 sec II 0.08 0.08 0.08 4120.44 326.34

Wi*Hi

Fi=V*(WiHi/∑WiHi)

1730.89 9844.22 9949.38 4496.59 26021.08

21.71 123.46 124.78 56.39 326.34

3.4 LOAD COMBINATIONS The analysis & designs are done for the following load combinations using limit state method. S.NO

Load Comb

Description

1)

Comb 1

1.0 (Dead Load) + 1.3 (Live Load) + 1.25 (Eqx)

2)

Comb 2

1.0 (Dead Load) + 1.3 (Live Load) - 1.25 (Eqx)

3)

Comb 3

1.0 (Dead Load) + 1.3 (Live Load) + 1.25 (Eqy)

4)

Comb 4

1.0 (Dead Load) + 1.3 (Live Load) - 1.25 (Eqy)

4

5)

Comb 5

0.9 (Dead Load) + 1.25 (Eqx)

6)

Comb 6

0.9 (Dead Load) - 1.25 (Eqx)

7)

Comb 7

0.9 (Dead Load) + 1.25 (Eqy)

8)

Comb 8

0.9 (Dead Load) - 1.25 (Eqy)

9)

Comb 9

1.0 (Dead Load) + 1.3 (SL) + 1.25 (Eqx)

10 )

Comb 10

1.0 (Dead Load) + 1.3 (SL) - 1.25 (Eqx)

11 )

Comb 11

1.0 (Dead Load) + 1.3 (SL) + 1.25 (Eqy)

12 )

Comb 12

1.0 (Dead Load) + 1.3 (SL) - 1.25 (Eqy)

13 )

S. WT

1.0 ( Dead Load ) + 0.25 (Live Load)

Note: SL S. WT Dead Load

= = =

Snow Load (Not Considered) Seismic Weight Selfweight of the structure + SIDL

5

4.0 ANALYSIS OF THE STRUCTURE 4.1 LOAD CALCULATIONS

a) At Ground Floor level 230 mm thick brick wall load

= x

0.23 20

x =

3.20 14.72

x KN/m

x

0.115 20

x =

3.20 7.36

x KN/m

Live Load in rooms Live Load in Balconies & Corridors

= =

2.00 3.00

KN/m2 KN/m2

b) At 1st to 3rd floor level Dead load = Self weight of the Slab + SIDL = 2.750 + 1.00

=

3.75

KN/m2

115mm thick brick wall load

=

115 mm thick brick wall load

=

115mm thick brick wall load

x

0.12 20

x =

3.20 7.36

x KN/m

x

0.115 20

x =

3.20 7.36

x KN/m

= =

2.00 3.00

KN/m2 KN/m2

= = =

3.75 1.50 1.00

KN/m2 KN/m2 KN/m2

x =

1.00 2.30

x KN/m

=

Live Load in rooms Live Load in Balconies & Corridors c) Roof level Dead load

= Self weight of the Slab + SIDL = 2.750 + 1.00 Live Load (accessible) Live Load (Non-accessible) = (considering 1000mm height)

x

0.115 20

For analysys of the structure,. The height of the structure is as per the approved architectural drawings. The total building height above ground level is 12.8 m and below ground level is considered 2.0m The floor heights are as follows.

6

3.200

Stair Cover

3.200

Second floor

12.8m 3.200

First floor

3.200

Ground floor

The sketches showing the model created for the analysis are shown in the following pages.

7

4.2 SKETCHES SHOWING THE MODEL 4.2.1 3D Model

8

4.2.2 Column Joint Label

9

4.2.3 Deformed Shape

10

4.2.4 Axial Force Diagram

0.00

11

4.2.5 Moment Diagram

12

5.0 DESIGN OF COLUMNS AND FOOTINGS 5.1 DESIGN OF COLUMN AND FOOTING 5.1.1 Design of Column (C1) - 79, 80, 83, 84 Ground Floor Only(From SAP) Size of the Column

(

350

x

350

) mm

M 20 Fy 415

Checking the slenderness of the column Length of column,

L

Effective length of column

=

3.200

m

= =

0.707 2.262

m

Effective lenth of column / least lateral dimension

x =

From the SAP results,

L 2.262 / 0.35 6.5 < 12 Hence this is Short column

The governing condition for the design of column and footing is the case 3 Pu My Mz

= = =

Therefore for design, Pu = Mu

= =

875 KN 81.42 KNm 42.88 KNm 875

KN ,

Sqrt ( My2 + Mz2) KNm 92

Minimum moment due to minimum eccentricity of column is Min. Mu = 0.020 x 875.20 Pu fck.B.D

= =

Mu fck.B.D2

=

20

875 x

x 350

92.02 x

x 350

=

0.14

= x

17.50 KNm 10

3

10

6

350

0.357

20

=

0.1073

d' D

=

50 350

p fck

=

0.081

13

x

350

2

p

=

0.081

Ac

=

122500

=

1.62

Ast- req

Minimum % of reinforcement

Provide

=

4 nos.

x

20

=

x 100

122500

=

x

122500

mm2

0.8/100 980

mm2

Tor 20

= =

2 1985 mm

+

Ast Provided Maximum % of reinforcement

1.62 %

4/100 4900

4 nos. 2 2061 mm )

(= mm2

x

Tor 16

122500

Reinforcement Provided for the section is more than mimimum and less than maximum Hence safe Diameter of lateral Ties Dia. of tie not less than

5

Spacing of ties required

=

Provide

Tor -

8

mm,

Provide

256 links

Tor -

8

mm

mm

@

150

c/c

Check for minimum eccentricity In the direction of longer dimension e-min =

2262.4 500

e-min / lateral dimension

+ =

350 30

=

16.2

0.046

<

0.05

mm

Check for minimum eccentricity In the direction of shorter dimension e-min =

2262.4 500


+ =

350 30

=

16.2

0.046

<

0.05

mm

Hence the following formula can be used for calculating load carrying capacity of the column Pu

= =

(

0.4 + 1553 KN

x 0.67

20 x

x 415

>

1.000 x 875 KN

14

x 2061 Hence safe

122500 )

5.1.2 Design of Footing The governing condition for the design of footing is the case 3

M 20 Fy 415

For the above case, Pu =

875

P

=

875 1.5

=

M

=

92 1.5

=

Mu

=

0.020

=

92.02 1.5

=

S.B.C

=

175

Footing area

=

583.5

Min. M

kN

Mu =

Providing footing size Size of the column

kNm

583.5 KN 61 KNm x

875

=

KN/m2 x 175

1.00

x x

1.89 0.35

14 no.s Tor -

m m

583.5 1.89 x 1.89

+

=

163.34

+

10.00

=

173.34

or

153.34

350

12

14 no. s Tor-

1890

B L

= =

1890 1890

d

=

425

-

50

=

357

61.35 1.89

<

x x

S.B.C of Soil

-

15

12

x

1.1 1.89

=

mm mm

mm

2 3.57 m )

(

100 =

2 3.33 m

=

100

Pressure from soil

18 KNm

61.35 KNm

1.89 0.35

425

92

12

1890

100

2

2

175 KN/m Hence Safe

-

12 2

In Long Span Direction Max. BM

=

173.34

=

97

Check for Depth dreq

= sqrt. {

=

(

Ast

=

KNm

1.5 0.133

x x

170 mm

2

97 20

<

1.5

x 1890

=

0.77 2

x

1.89

( Bending Moment Consideration)

= Mu/bd2

x

x x

1.00E+06 ) } 1890

357 mm

97.12 x

x

1890

x

357

Hence Safe 10

2

6

0.60 0.20 100

x

357 2 1370 mm

= Provide

14

nos. Tor -

12

=

173.34

x

=

97

2

( =

1583 mm )

In Short Span Direction Max. BM


= sqrt. {

=

(

1.5 0.133

170 mm 1.5

Ast

=

x x

97 20

< x

1890 =

KNm

2

x

1.89


= Mu/bd2

0.77 2

x x

1.00E+06 ) } 1890

357 mm

97.12 x

x

1890

x

357

Hence Safe 10

2

0.60 0.20 100

x

357 =

Provide

6

14

nos. Tor -

12

( =

16

2 1370 mm 2

1583 mm )

( Transverse shear check) 1890

Check for One Way Shear Critical Section is at 'd' from face of column.

350

357

In Short Span Direction Vu =

1.5 x

Effective depth at critical section =

=

203.0 1890

Percentage of reinforcement

x x = =

Shear Strength of Concrete,

Check for Two Way Shear

1890

413

Overall Depth at critical section

v

350

x 1.89

)

173.34

x

=

(

=

425

425

-

=

357

1.00E+03 357

=

0.301

1583 1890

x x

100 357

0.413 203.0 KN

mm 62

-

mm

12 2

Mpa =

0.235

9.90 c

=

0.350

> 0.301 Safe in shear

Mpa

( Punching Shear Check) 1890

Critical Section is at 'd/2' from face of column/pedestal

707 350 707

17

350

1890

Overall Depth at critical section d

=

425

= Vu

B

v

=

1.5 798.8 KN

=

2

=

2828 mm

=

where, ks

c

mm

-

62

-

12 2

x

173.34

x (

3.57 x

0.71 0.707 )

707

+

707

)

1.00E+03 357

=

x

798.8 2828

c

0.25 =

(

x x

Shear Strength of Concrete, cc

425

357 mm

=

=

=

=

sqrt

ks . (

20

(

0.5

+

350 350

=

1.000

x

1.12

=

1.12

cc

)

0.5

=

>

0.79

0.79 Mpa

= +

Short side of column Long side of column =

Mpa

18

1.12 Mpa

1.50

Hence Safe

>

) 1.0

5.2 DESIGN OF COLUMN AND FOOTING 5.2.1 Design of Column (C2) - 81, 82, 85, 86 (From SAP) Size of the Column

(

300

x

300

) mm

M 20 Fy 415


L


=

3.200

m

= =

0.707 2.26

m


x =




= = =


= =

600.68 KN 25.78 KNm 43.08 KNm 601

KN ,



= =

Mu fck.B.D2

=

20

601 x

x 300

50.21 x

x 300

=

0.15

x

20

= x

12.01 KNm 10

3

10

6

300

0.334

20

=

0.0930

d' D

=

45 300

p fck

=

0.08

p

=

0.080

Ac

=

90000

mm 2

19

2

x

300

=

1.6 %

Ast- req

=

1.6

x 100

=

0.8/100 720


Provide

4 nos.

=

x

90000

mm 2

Tor 16

+


= =

2 1440 mm

90000

4/100 3600

4 nos. 2 1608 mm )

(= mm 2

Tor 16

x

90000


4


=

Provide

Tor -

8

mm,

Provide

256 links

Tor -

8

mm

mm

@

150 mm

c/c


2262.4 500


+ =

300 30

=

14.5

0.048

<

0.05

mm


2262.4 500


+ =

300 30

=

14.5

0.048

<

0.05

mm


= =

(

0.4 + 1167 KN

x 0.67

20 x

x 415

>

1.000 x 601 KN

20

x 1608 Hence safe

90000 )


M 20 Fy 415


601

P

=

601 1.5

=

M

=

50 1.5

=

Mu

=

0.020

=

50.21 1.5

=

S.B.C

=

175

Footing area

=

400.5

Min. M

kN

Mu =


kNm

400.5 KN 33 KNm x

601

=

KN/m2 x 175 x x

11 no.s Tor -

1.00 1.60 0.30

m m

400.5 1.6 x 1.6

+

=

156.43

+

8.99

=

165.42

or

147.44

300

12

11 no. s Tor-

1600

B L

= =

1600 1600

d

=

400

-

50

=

332

33.47 1.60

<

x x

S.B.C of Soil

-

21

12

x

1.1 1.60

=

mm mm

mm

2 2.56 m )

(

100 =

2 2.29 m

=

100

Pressure from soil

12 KNm

33 KNm

1.60 0.30

400

50

12

1600

2

2 175 KN/m Hence Safe

-

12 2

100


=

165.42

=

56


= sqrt. {

=

(

Ast

=

KNm

1.5 0.133

x x

140 mm

2

56 20

<

1.5

x 1600

=

0.65 2

x

1.60


= Mu/bd2

x

x x

1.00E+06 ) } 1600

332 mm

55.91 x

x

1600

x

332

Hence Safe 10

2

6

0.48 0.17 100

x

332 2 914 mm

= Provide

11

nos. Tor -

12

=

165.42

x

=

56

2

( =

1244 mm )



= sqrt. {

=

(

1.5 0.133

140 mm 1.5

Ast

=

x x

56 20

< x

1600 =

KNm

2

x

1.60


= Mu/bd2

0.65 2

x x

1.00E+06 ) } 1600

332 mm

55.91 x

x

1600

x

332

Hence Safe 10

2

0.48 0.17 100

x

332 =

Provide

6

11

nos. Tor -

12

( =

22

2 914 mm 2

1244 mm )



300

332


1.5 x


=

126.2 1600


x x = =



1600

318


v

300

x 1.60

)

165.42

x

=

(

=

400

400

-

=

332

1.00E+03 332

=

0.238

1244 1600

x x

100 332

0.318 126.2 KN

mm 62

-

mm

12 2

Mpa

=

0.234

9.92 c

=

0.349


Mpa



632 300 632

23

300

1600


=

400

= Vu

B

v

=

1.5 536.1 KN

=

2

=

2528 mm

=

where, k s

c

mm

-

62

-

12 2

x

165.42

x (

2.56 x

0.63 0.632 )

632

+

632

)

1.00E+03 332

=

x

536.1 2528

c

0.25 =

(

x x


400

332 mm

=

=

=

=

sqrt

ks . (

20

(

0.5

+

300 300

=

1.000

x

1.12

=

1.12

cc

)

0.5

=

>

0.64

0.64 Mpa

= +


Mpa

24

1.12 Mpa

1.50

Hence Safe

>

)

1.0

5.3 DESIGN OF COLUMN AND FOOTING 5.3.1 Design of Column (C3) - 75, 76, 77, 78, 87, 88, 89, 90 (From SAP) Size of the Column

(

300

x

300

) mm

M 20 Fy 415


L


=

3.200

m

= =

0.707 2.26

m


x =




= = =


= =

413.12 KN 38.30 KNm 44.24 KNm 413

KN ,



= =

Mu fck.B.D2

=

20

413 x

x 300

58.52 x

x 300

=

0.15

x

20

= x

8.26 KNm 10

3

10

6

300

0.230

20

=

0.1084

d' D

=

45 300

p fck

=

0.065

p

=

0.065

Ac

=

90000

mm 2

25

2

x

300

=

1.3 %

Ast- req

=

1.3

x 100

=

0.8/100 720


Provide

4 nos.

=

x

90000

mm 2

Tor 16

+


= =

2 1170 mm

90000

4/100 3600

4 nos. 2 1257 mm )

(= mm 2

Tor 12

x

90000


4


=

Provide

Tor -

8

mm,

Provide

192 links

Tor -

8

mm

mm

@

150 mm

c/c


2262.4 500


+ =

300 30

=

14.5

0.048

<

0.05

mm


2262.4 500


+ =

300 30

=

14.5

0.048

<

0.05

mm


= =

(

0.4 + 1069 KN

x 0.67

20 x

x 415

>

1.000 x 413 KN

26

x 1257 Hence safe

90000 )


M 20 Fy 415


413

P

=

413 1.5

=

M

=

59 1.5

=

Mu

=

0.020

=

58.52 1.5

=

S.B.C

=

175

Footing area

=

275.4

Min. M

kN

Mu =


kNm

275.4 KN 39 KNm x

413

=

KN/m2 x 175 x x

11 no.s Tor -

1.00 1.40 0.30

m m

275.4 1.4 x 1.4

+

=

140.52

+

15.64

=

156.16

or

124.88

300

12

11 no. s Tor-

1400

B L

= =

1400 1400

d

=

400

-

50

=

332

39.01 1.40

<

x x

S.B.C of Soil

-

27

12

x

1.1 1.40

=

mm mm

mm

2 1.96 m )

(

100 =

2 1.57 m

=

100

Pressure from soil

8 KNm

39 KNm

1.40 0.30

400

59

12

1400

2

2 175 KN/m Hence Safe

-

12 2

100


=

156.16

=

33


= sqrt. {

=

(

Ast

=

KNm

1.5 0.133

x x

115 mm

2

33 20

<

1.5

x 1400

=

0.55 2

x

1.40


= Mu/bd2

x

x x

1.00E+06 ) } 1400

332 mm

33.07 x

x

1400

x

332

Hence Safe 10

2

6

0.32 0.17 100

x

332 2 799 mm

= Provide

11

nos. Tor -

12

=

156.16

x

=

33

2

( =

1244 mm )



= sqrt. {

=

(

1.5 0.133

115 mm 1.5

Ast

=

x x

33 20

< x

1400 =

KNm

2

x

1.40


= Mu/bd2

0.55 2

x x

1.00E+06 ) } 1400

332 mm

33.07 x

x

1400

x

332

Hence Safe 10

2

0.32 0.17 100

x

332 =

Provide

6

11

nos. Tor -

12

( =

28

2 799 mm 2

1244 mm )



300

332


1.5 x


=

71.5 1400


x x = =



1400

218


v

300

x 1.40

)

156.16

x

=

(

=

400

400

-

=

332

1.00E+03 332

=

0.154

1244 1400

x x

100 332

0.218 71.5 KN

mm 62

-

mm

12 2

Mpa

=

0.268

8.68 c

=

0.370


Mpa



632 300 632

29

300

1400


=

400

= Vu

B

v

=

1.5 365.5 KN

=

2

=

2528 mm

=

where, k s

c

mm

-

62

-

12 2

x

156.16

x (

1.96 x

0.63 0.632 )

632

+

632

)

1.00E+03 332

=

x

365.5 2528

c

0.25 =

(

x x


400

332 mm

=

=

=

=

sqrt

ks . (

20

(

0.5

+

300 300

=

1.000

x

1.12

=

1.12

cc

)

0.5

=

>

0.44

0.44 Mpa

= +


Mpa

30

1.12 Mpa

1.50

Hence Safe

>

)

1.0

6.0 DESIGN OF FLOOR SLAB

6.1 Design of Slab Span Assuming

(In First Floors)

=

3.049

110

mm

x

4.573

thick slab &

m

15

M 20 Fe 415

mm

clear cover

loads Self weight

=

0.110

x

25.00

=

2.75

KN/m2

Live Load

=

2.00

KN/m2

Floor Finishes

=

1.00

KN/m2

=

5.75

KN/m2

=

8.63

KN/m2

=

1.50

Total load Factored load

=

1.50

End condition :

x

5.75

Two adjacent edge discontineous

( From Table 26 of IS 456 - 2000 )

for ly/lx

At continuous edge Maximum BM, Mu = ( In short span direction )

0.0750

x

8.63 =

x 6.01

3.049 KNm

2

Maximum BM, Mu ( In long span direction )

=

0.047

x

8.63 =

x 3.77

3.049 KNm

2

Maximum BM, Mu = ( In short span direction )

0.056

x

8.63 =

x 4.49

3.049 KNm

2

Maximum BM, Mu ( In long span direction )

0.035

x

8.63 =

x 2.81

3.049 KNm

2

110

-

15

=

8 83

mm

15

=

91

mm

At mid span

Provided (for long span)

d

Provided (for short span)

d

=

8 / 2 =

110

8 / 2

31

i). At Continuous edge a). In short span direction Mu b.d2

=

6.01 1000

x x

=

0.248

pt

10 91

6

=

2

%

minimum steel to be provided in slabs

=

0.12

%

Ast

91

=

=

Provide

0.248 100

x

1000

x

8

@

150

3.77 1000

x x

=

0.218

Tor -

0.73

226

mm2

mm c/c ( = 335 mm2 ) at top in short span direction

b). In long span direction Mu b.d2

= pt

10 83

6

=

2

%


=

0.12

%

Ast

83

=

=

Provide

0.218 100

x

1000

x

8

@

150

4.49 1000

x x

=

0.218

Tor -

0.55

181

mm2

mm c/c ( = 335 mm2 ) at top in long span direction

ii). At mid span a). In short span direction Mu b.d2

= pt

10 91

6

=

2

%


=

0.12

%

Ast

91

=

=

Provide

0.218 100 Tor -

0.54

x

1000

x

8

@

150

32

198

mm2

mm c/c ( = 335 mm2 ) at bottom In short span direction

b). In long span direction Mu b.d2

= pt

2.81 1000

x x

=

0.158

10 83

6

=

2

%


=

0.12

%

Ast

83

=

=

0.158 100

Provide

Tor -

0.41

x

1000

x

8

@

150

131

mm2

mm c/c ( = 335 mm2 ) at bottom in long span direction

Check for depth provided For, 3049 91

pt

=

0.248

%

(span) (d)

=

33.5

x

1.3

dreq.

=

3049

/

43.55

=

70.0

<

83

33

=

mm

43.55401

Hence Safe

7.0 DESIGN OF BEAMS 7.1 Design of Beam - floor level @ Z=3.2m to Z= 6.4m (Frame ID B2-B3 ) (

230

x

400

M 20 Fe 415

)

Factored bending moments obtained from SAP analysis are, At mid span

=

64.50

KNm

At supports = 96.54 ( At face of the column )

KNm

i). At midspan X

d

d| d

Mu

=

2

x 2

=

=

41.0

=

400

=

359.0

=

33.0 359.0

=

0.09

x x

pt

=

0.701

Ast

=

0.701

2

Nos. Tor -

=

0.613

3

Nos. Tor -

ii). At supports X

d

+ +

x 2

49

400

-

41.0

10 359.0

6 2

=

2.18

359.0

=

; x

230 100

16 ( =

+ 628

x

230 100

16 ( =

Mu

=

3

x 3

=

=

2

mm

64.50 230

Provide

KNm

33

X

=

Asc

64.50

-

Mu bd2

Provide

{ Member ID 14 From SAP}

=

41.0

mm

= =

400 359.0

mm

-

+ 603 96.54 33

x

2 Nos. Tor 12 mm2 ) ------- Bottom steel x

359.0

34

=

0 Nos. Tor mm2 ) ------- Top steel

506 mm 2

12

KNm + +

X

579 mm 2

=

3

400

x 3

49

-

41.0

Mu bd2

=

96.54 230

d|

=

33

d| d

=

33 359.0

pt

=

1.100

Ast

=

1.100

3

Nos. Tor -

=

0.715

2

Nos. Tor -

Provide

Asc

Provide

x x

10 359.0

=

0.09

x

230 100

6 2

=

3.26

359.0

=

;

16 ( =

+ 942

x

x


230 100

16 ( =

+ 628

x

359.0

908 mm 2

12

=

590 mm 2

2 Nos. Tor 12 mm2 ) ------- Bottom steel

Shear Design At effective depth d,

100 Ast bd (

c

Vu

=

100 230

from SP-16, Table-61 for c

=

0.700

Vus

=

Vu -

=

126600

=

68.80

Spacing

Provide

=

=

126.60

x x

942 359.0

Pt

= <

c.b.d

-

1.14 c,max

KN

=

1.14

( Pt )

=

3.1

N/mm 2

)

( Vus = shear to be carried by stirrups ) 0.700

x

230

x

x x

415 1000

x

@

150

359.0

KN

0.87 . fy . Asv . d Vus

=

0.87

=

189 2L

Tor -

x

101 68.8

mm 8

Stirrups

35

c/c

359.0

7.2 Design of Beam - floor level @ Z=3.2m to Z=12.8m (Remaining Beam) (

300

x

400

M 20 Fe 415

)

Factored bending moments obtained from SAP analysis are, At mid span

=

22.16

KNm

At supports = 42.95 ( At face of the column )

KNm

i). At midspan X

d

d| d

Mu

=

2

x 2

=

=

38.3

=

400

=

361.7

=

33.0 361.7

=

0.09

x x

pt

=

0.369

Ast

=

0.369

2

Nos. Tor -

=

0.369

2

Nos. Tor -

ii). At supports X

d

+ +

400

=

359.0

+ 515

x

300 100

16 ( =

x 2

=

300 100

16 ( =

2

41.0

10 361.7

x

=

=

x 1

49

400

-

38.3

6 2

=

0.56

361.7

=

;

Mu =

=

1

mm

22.16 300

Provide

KNm

33

X

=

Asc

22.16

-

Mu bd2

Provide

{ Member ID 178 From SAP}

-

+ 515 42.95 33

x

1 Nos. Tor 12 mm2 ) ------- Bottom steel x

361.7

mm

36

=


400 mm 2

12

KNm + +

X

400 mm 2

=

2

400

x 2

49

-

41.0

Mu bd2

=

42.95 300

d|

=

33

d| d

=

33 359.0

pt

=

0.525

Ast

=

0.525

2

Nos. Tor -

=

0.369

2

Nos. Tor -

Provide

Asc

Provide

x x

10 359.0

=

0.09

x

300 100

6 2

=

1.11

359.0

=

;

16 ( =

+ 628

x

x


300 100

16 ( =

+ 515

x

359.0

566 mm 2

12

=

397 mm 2

1 Nos. Tor 12 mm2 ) ------- Bottom steel

Shear Design At effective depth d,

100 Ast bd (

c

Vu

=

100 300

from SP-16, Table-61 for c

=

0.490

Vus

=

Vu -

=

74175

=

21.40

Spacing

Provide

=

=

74.18

x x

628 359.0

Pt

= <

c.b.d

-

0.58 c,max

KN

=

0.58

( Pt )

=

3.1

N/mm 2

)

( Vus = shear to be carried by stirrups ) 0.490

x

300

x

x x

415 1000

x

@

150

359.0

KN

0.87 . fy . Asv . d Vus

=

0.87

=

609 2L

Tor -

x

101 21.4

mm 8

Stirrups

37

c/c

359.0

8. DESIGN OF STAIR M 20 Fe 415 Tread = Riser =

260 180

Effective Horizontal Span For AB and CD (L+F)

mm mm

=

3.748 m

8.1 Loading Calculation Considering 1m stripe of slab Assuming landing and waist slab thickness

=

Weight of slab on slope w' = Weight on horizontal area w'' = Dead Load of Steps w* = Weight of Finishning w** = Live Load Lv =

2300 2797 1800 100 2500

N/m2 N/m2 N/m2 N/m2 N/m2

=

9497

N/m

Dead Load = Weight of Finishning w** = Live Load Lv =

2300 100 2500

N/m2 N/m2 N/m2

4900

N/m

Total Load WS

115

mm

2

For Landing Portion

Total Load WL

=

2

8.2 Design Section

9497 N/m 4900 N/m

8.2.1 For Flight AB

L1 F1

= =

1.067 2.48

L

=

3.55

RA = = RB = =

B 1.067 m

2.48 m

Fig - 1 Loading 1 2 x [ ((0.5 x WL) x (0.5 x L1 ))+(WS x F1 x ((0.5 x L1)+ F1)))] L 15717.948 N 1 x [ (0.5 X (WS x F12))+ ((0.5 x WL) x L1 x (L-(0.5 X L1)))] L 10459.499 N

SF is Zero at XA =

1.65

m from A

38

A

M max

[(RA x XA) - (WS x XA2 x 0.5)]

= =

Depth d

13006396 N-mm

= =

Sqrt (M/(1000 x R)) 123.7 mm

Provide Overall Depth D

=

Area of Steel Ast =

861

Using bars of Φ

12

mm

131.33

mm

125

mm

Spacing

=

Adopt Spacing = No of Bars Required

=

Area of Steel Provided

=

140

~

124.0 mm

mm

mm2 AΦ =

1000 125

=

8 2

905

mm /m

113.097

mm2

Nos OK

Provide 10 mm Φ @125 mm C/C Distribution Reinforcement Asd =

1.5D

=

210

mm2

Provide 8 mm Φ @150 mm C/C Shear Check V bd

Nominal Shear tv =

=

0.13

0.6

Safe in Shear

9497 N/m

8.2.2 For Flight BC

L1 = L2 = F2 =

1.067 1.067 1.24

m m m

L =

3.37

m

RC=RB =

<

2450 N/m

B

1.0671 m

2450 N/m

1.241 m

1.0671 m

0.5 x (0.5 x WL x L1 + W S x F2 + W L x L2) = 8505.1085 N

M max

= =

[(RC x 0.5 x L)-(WL x L1 x (L1+F2) x 0.5)-0.5 x WS x (F2 x 0.5)2)] x 1000 9507616 N-mm

39

C

Depth d

= =

Sqrt (M/(1000 x R)) 105.8 mm

Provide Overall Depth D

=

Area of Steel Ast =

736

Using bars of Φ

12

mm

153.58

mm

120

mm

Spacing

=

Adopt Spacing = No of Bars Required Area of Steel Provided

= =

140

~

106.0 mm

mm

mm2 AΦ =

1067.073 120

=

1006

mm

9 2

113.097

Nos OK

Provide 10 mm Φ @120 mm C/C Distribution Reinforcement Asd =

1.5D

=

Provide 8mm Φ @150 mm C/C

40

210

mm2

mm2

9.0 LIST OF DESIGN CODES AND STANDARDS

1). NBC- 000-114 :1994

: All relevant design codes in Nepal

2). IS 456 - 2000

: Code of Practice for Plain and Reinforced Concrete.

3). IS 875 - 1987

: Code of Practice for Design Loads ( other than Earth Quake ) for Buildings and Structures.

4). IS 1893 ( Part 1) - 2002

: Code of Practice for Earth Quake resistant design of Structures.

5). IS 13920 - 1993

: Code of Practice for Ductile Detailing of Reinforced Concrete Structures Subjected to Seismic Forces.

6). SP : 16 - 1980

: Design Aids for Reinforced Concrete to IS 456 - 1978.

7). SAP 2000 - V 14

: Proprietary program of Research Engineers.

41

10.0 RESULT SUMMARY 1.0 Column Detail Column ID

Type

Size

75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90

Square Square Square Square Square Square Square Square Square Square Square Square Square Square Square Square

(12"x12") (12"x12") (12"x12") (12"x12") (14"x14") (14"x14") (12"x12") (12"x12") (14"x14") (14"x14") (12"x12") (12"x12") (12"x12") (12"x12") (12"x12") (12"x12")

Reinforcement detail GF to 1st floor 2nd floor 4-16Ф+4-12Ф 4-16Ф+4-12Ф 4-16Ф+4-12Ф 4-16Ф+4-12Ф 4-20Ф+4-16Ф 4-20Ф+4-16Ф 4-16Ф+4-16Ф 4-16Ф+4-16Ф 4-20Ф+4-16Ф 4-20Ф+4-16Ф 4-16Ф+4-16Ф 4-16Ф+4-16Ф 4-16Ф+4-12Ф 4-16Ф+4-12Ф 4-16Ф+4-12Ф 4-16Ф+4-12Ф

4-16Ф+4-12Ф 4-16Ф+4-12Ф 4-16Ф+4-12Ф 4-16Ф+4-12Ф 4-16Ф+4-12Ф 4-16Ф+4-12Ф 4-16Ф+4-16Ф 4-16Ф+4-16Ф 4-16Ф+4-12Ф 4-16Ф+4-12Ф 4-16Ф+4-16Ф 4-16Ф+4-16Ф 4-16Ф+4-12Ф 4-16Ф+4-12Ф 4-16Ф+4-12Ф 4-16Ф+4-12Ф

2.0 Beam Detail

3-16Ф+3-12Ф 2-16Ф+2-12Ф

At Support

3-16Ф+0-12Ф 2-16Ф+2-12Ф

At Midspan At Z=3.2m to Z= 6.4m (Frame ID B2-B3)

2-16Ф+2-12Ф 2-16Ф+1-12Ф

At Support

2-16Ф+1-12Ф 2-16Ф+1-12Ф

At Midspan At Z=3.2m to Z=12.8m (Remaining Beam)

For Strap Beam:Adopt 14"x20" Strap beam with 2-16Ф+2-12Ф as top and bottom bar throughout.

42

11.0 CHECKLIST FOR STRUCTURAL DESIGN AND SPECIFICATION S.N. Description

As per submitted design

1. General: G+2 Number of Storey 12.80m Total height of structure Structure system Load Bearing ……. Frame √ Others ……. If Computer Aided Design (CAD) is used, please state the name of the package Yes No √ a) Provision for future extension b) If Yes - How many floors will be …... Floors extended? c) Structural design consideration for Yes …... No ……. future extension. 2. Requirements of NEPAL NATIONAL BUILDING CODE (NBC) 2.1 NBC-000-1994 Requirements for Professionally Enngineered Building : An Introduction International State-of-the-art ……. Professionally Engineered Structures √ Level of design: Mandatory Rule of thumb ……. Guidelines to rural buildings ……. 2.2 NBC 101:1994 Materials Specifications √ Cement √ Coarse Aggregates √ Fine Aggregates (Sand) ........ Building Lime √ Bricks Tick the listed materials that ........ Natural building stones will be used in the construction √ Timber ........ Tiles √ Structural steel ........ Metal frames Other ………………… In what manner / way have you used NBC 101 ? 2.3 NBC 102-1994 Unit Weight of Materials Where do you plan to apply NBC 102 ? Specify the design unit weight of materials Steel Brick RCC Brick Masonry

Design Calculation √ …….. Specifications …….. Bill of Quantity

BOQ ……. √

Design Calculation

. 78 KN/m3 19 KN/m3

25 KN/m3 20 KN/m3

2.4 NBC 103-1994 Occupancy load (Imposed Load) Proposed occupancy type Occupancy load (Fill in only concerning occupancy Uniformly Distributed load Concentrated Load (kN) type) (kN/m2) For Residential/Apartment Buildings Rooms and Kitchen 2.00 Corridors, Staircase, store 3.00 Balcony 3.00 ………………..

43

2.5 NBC 104-1994 Wind load Wind zone Basic wind velocity …….. m/s 2.6 NBC 105-1994 Seismic Design of Buildings in Nepal √ Seismic coefficient method Method of earthquake analysis: Model Response Spectrum method …….. ……………………………………. II Subsoil category 0.39 sec Fundamental transactions period 0.08 Basic seismic coefficient 0.99 Seismic zoning factor 1.00 Importance factor 1.00 Structural performance factor 2.7 NBC 106 : 1994 Snow load N/A 2.8 NBC 107: 1994 Provisional Recommendation on Fire Safety N/A 2.9 NBC 108: 1994 Site Consideration for Seismic Hazards Distance from toe/beginning of Distance from river bank Medium soil Soil type in footing 175 KN/m2 Adopted safe bearing capacity Isolated Type of foundation 2m Depth of foundation Soil test report available? Yes …….. No √ 2.10 NBC 109 : 1994 Masonry : Unreinforced N/A 2.11 NBC 110 : 1994 Plain and Reinforced Concrete Concrete grade M15 …….. M20 √ M25 …….. Other …….. Fe 415 Reinforcement Steel Grade 10'0''x15'0'' Critical size of slab panel Calculated short span to effective depth 33.50 ratio (L/d) for corresponding slab Permissible L/d ratio Effective depth Span correction factor Tension reinforcement (Ast)Percent Ast modification factor Compression reinforcement modification factor Beam characteristics

Maximum span/depth ratio Span of corresponding beam Depth of corresponding beam Width of corresponding beam Maximum slenderness ratio of column Lateral dimension of corresponding column Design Philosophy:

40 91 mm

Condition of beams CantiSimply lever supported

One side Continuous

Both side continuous

11.43 4572 mm 400 mm 230 mm 6.5 350 mm √ Limit State method Working stress method …….. Ultimate strength method ……..

Load Combinations: 1: 2: 3: 4:

Mentioned in Design Sheets

44

2.12 NBC : 111-1994 Steel Design assumption: Yield Stress: Least wall thickness Exposed condition For Exposed Section For not exposed section Have you used Truss? What is the critical span of purlin Purlin size Have you used steel post? Slenderness ratio of the critical post 2.13 NBC : 112 Timber Name of structural wood: Modulus of Elasticity: Critical span of the beam element Designed deflection Slenderness ratio of the critical post Joint type: 2.14 NBC : 113 : 1994 Aluminium Have you used aluminium as structure member? If yes, please mention the name of design code. 2.15 NBC : 114 : 1994 Construction safety Are you sure that all safety measures will be fulfilled in the construction site as per this code ? Safety wares use

Simple connection Semi-rigid connection Fully rigid connection

Pipe

Webs of Standard size

Yes

No √

Yes

No √

Yes No √

Yes No

√ ……..

Safety hard hat √ Safety goggles √ Safety boots √ Safety belt √ First aid facility √

45

Composite section

Aastha Chowk

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