Jassuda Report Print

A STRUCTURAL DESIGN REPORT OF THE PROPOSED BUILDING OF COMMERCIAL

OWNER:

Mrs.Jasuda Rai SUBMITTED TO:

Dharan Sub-Metropolitan city, Sunsari 0

TO WHOM IT MAY CONCERN This report comprises the summary of the Commercial building of Mrs.Jasuda Rai Dharan-15 Sunsari Nepal. The reports consist of the design procedures adopted, the assumptions made, the inputs made in the design and the design output. During the design, it is assumed that the client will completely follow the architectural as well as the structural design. It is also assumed that the construction will be supervised by professional engineer.

The designer will not be responsible if any alterations to the structural system is made by the client or the contractor without the prior written permission from the designer, or the alterations to non-structural system is made such that the weight of each individual floor or the weight of the whole building is altered by more than 10% of design weight of each floor and the total weight.

The design calculations and derivations are limited to only a minimum to let the concerned people know the methodology adopted. However, the calculations may be provided to the client or concerned authorities when needed, upon request. Hence the building is safe.

Designer ………………………………… Er. Rabin Bhattarai Earthquake Engineer (M.E) Council No:4944 . “Civil” A

1

TABLE OF CONTENTS

S.N. Title

Page No.

1

Introduction

1

2

Salient features

1

3

Design Approach and Methodology

3

4

Preliminary Design

6

5

Final Analysis

7

6

Design Methodology

8

7

Analysis Output

10

8

Design of Members

16

2

1.0 Background This report summarizes structural analysis and design of the Commercial building for Dharan

Sub-Metro politician City. The analysis and design has been based on the

prevailing codes that are in practice in Nepal, the National Building Code of Nepal and the IS codes at places.

2.0 Salient Features 2.1 Project Information: Owner

:

Mrs. Jasadu Rai

Building Type

:

Commercial Building

Location

:

Dharan-15

Plot no.

:

9571, 9566, 9569

Land Area

:

1485.00 sq.ft.

Plinth Area

:

1350.00 sq.ft.

2.2 Building Features: Type of Structure:

RCC Framed Structure

Storey:

2 & half storey

Storey Height:

3.175m

Total Height:

9.525 m

2.3 Site Condition: Soil Type:

III (for seismic consideration as per NBC 105)

Seismic Zone Factor:

1.0

Safe Bearing Capacity:

150 KN/m2 (assumed)

3

2.4 Material Specification: Considering Architectural, Economic and strength demands reinforced cement concrete (RCC) is used as the major structural material. The selected material also confirms the availability and ease in construction. The concrete grade used is M20 as per Indian Standard Specification. This material provides minimum grade of structural concrete and favorable for easy production and quality control as well. Fe 500 is provided as longitudinal and shear reinforcing in Beams, Columns, foundations, and slabs wherever RCC is used. Considerations of material for loading and strength parameter are as detailed below: Structural Components: Concrete: Grade:

M20

Characteristic Compressive Strength:

20 N/mm2

Unit Weight:

25.0 KN/m3

Young’s Modulus of Elasticity (E):

= 5000  fck N/mm2 ≈ 22360680 KN/m2 (for M20)

Steel Reinforcement: Grade:

Fe 500 (for both longitudinal and shear reinforcement)

Non-Structural Components: Brick wall: Unit Weight:

18.85 KN/m3

Strength:

Not Available

Finishing: Plaster: Unit Weight:

20.4 KN/m3

Flooring:

Screed + Punning

Unit Weight per meter:

1.1 KN/m2

4

2.5 Loading Details Number of Storey Loading in General

2 & half Storey Structural Self Weight

(Gravity loads)

Live Load for residential services

Panel walls

Dead load of finishing materials for floor 250mm & 125mm thick brick walls without openings

Partition walls Parapet walls Live Load Lateral Loading

125mm thick brick walls with 30% openings 125mm thick (half brick) walls with 30 & 20% openings 125 mm thick (half brick) wall height 0.8m As per IS 875 Part II As per NBC 105:1994

 The loads distributed over the area are imposed on area element and that distributed over length are imposed on line element whenever possible.  Where such facility is not feasible, equivalent conversion to different loading distribution is carried to load the Model near the real case as far as possible.  For lateral load, necessary calculations were performed and checked using NBC 105: 1994 for response spectrum method.  Different load combinations based on Nepal National Codes are developed and used for design purposes. Load Combinations: The load combinations are based on NBC 105: 1994 Static Load Combination: 1.5 DL + 1.5 LL Seismic Load Combinations: 1.0 DL + 1.3 LL 1.25 EQ 0.9 DL  1.25 EQ For seismic loading, mass equivalent to the load that composed of 100% of Dead load and 25% of Live load is taken into consideration. The Earthquake lateral loads were used in the combination from the Self-Generated Load on the Seismic coefficient Method. Modal analysis is carried out using FEM Based three dimensional analyses.

3.0 Design Approach and Methodology: 3.1 Introduction

5

The structure is analyzed for full Finite Element. Beams and columns modeled as frame (line) elements with five and three internal stations. All floor slabs are modeled as Shell (Area) elements with sufficient and appropriate meshing. Modulus of elasticity and Poisson’s ratio for used material i.e. M20 grade concrete (as per Indian Specification) are taken accordingly and section properties used are based on Preliminary section sizing with consideration for deflection, minimum size specified and serviceability. Computation for stiffness as a whole is carried out using FEM based latest software. Full Modal Analysis is carried out up to twelve modes confirming more than 95 % seismic mass participation and it is applied for lateral seismic force distribution that generated with NBC 105 based Spectral Function for Soil Type-III. For Section Design and Check, suitable Load combinations as suggested in NBC105:1994 and if not covered in that, IS 1893- 2002 is referred with consideration of Envelopes of internal Forces developed. Foundation design is carried out to satisfy strength and stability requirements. 3.2 Software used: (Introduction to Analysis software) The analysis for the structural system was carried out using ETABS 2016 ver 16.0.0 is a product of computers and structures Inc, Berkeley. It is a FEM based software having facility of RC Design based on IS-456:2000 3.3 Structural Performance: Structural response under limit state of serviceability is thoroughly checked. The force and stiffness relationship resulting the deflection under various load cases and combined action of forces are duly evaluated. Basically short-term elastic deflection due to vertical loads and lateral deflection due to seismic forces are of major importance along with the long-term deflection of beam elements under sustained loading condition due to shrinkage and creep are also taken into account. 3.4 Deformation under Vertical Loads: Maximum vertical deflection in all components that resulted under vertical load of combined effect of self, imposed dead and live load are checked for every element and maintained to be within permissible limit. Short-term elastic deflection and long-term deflection due to shrinkage and creep due to sustained loads also are maintained within permissible limits for all the elements. 6

3.5 Deformation under Lateral Loads: Effect of lateral load due to seismic force is analyzed using self-generated seismic load compatible with Codal provision. The distribution of lateral force at different parts of the structure is done based on the response under unit force. Using Complete Quadratic Combination (CQC) method of modal combination combines the deformations, and related forces reported. 3.6 Recommendations: The following recommendations are made: 

Materials used shall confirm minimum standard specified before use. Primarily the cement, aggregate, sand and steel shall be used that confirms to NS or IS standard.



Batching, mixing, placing and curing of concrete and steel fabrication and placing shall be done as per standard practice.



Construction safety shall be well planned and implemented.

7

4.0 Preliminary Design The Preliminary Design was done using the prevailing thumb rules and span consideration. Slab: The slab is designed based on IS456:2000. The slab is designed to meet the deflection criteria for the slab. Beam: The beam is designed based on IS456:2000. The slab is preliminarily designed to meet the deflection criteria as well as the moment requirements for the span. Column: The column is preliminarily designed to meet the stiffness criteria for the building. Staircase: The staircase is designed to satisfy the moment requirement as well as the deflection criteria. The sizes of the structural components are as given below: Sizes of Structural Components: Slab:

5” thick RCC (M20) Slab

Beam:

Rectangular main Beam size- 10” X 15” (BXD)

Column:

Square, size-

Staircase:

Waist Slab thickness 5.4”

12”X 12” (HXB)

8

5.0 Final Analysis 5.1 Load Calculations: Refer Table: Load Intensity of Building Components Live Load:

3.0 KN/m2 (for all rooms)

Live Load:

4 KN/m2 (for staircases and lobbies)

Roof Live Load:

1.5 KN/m2 (for roof accessible), 0.75 KN/m2 (for roof inaccessible)

5.2 Seismic Lump Load: Seismic weight: Comprises Dead Load+ 50% of Live Load (as per IS Code for live load intensity > 3 KN/m2) Seismic wt. at ith floor level (WI) = (Total dead load of all components i.e. Beam, Slab, Columns And Walls for ½ height above and ½ height below the floor level + 50% of live load) n

Total Weight of the frame, W=  Wi

Where, n = total number of storey

I=1

Seismic Wt. of Building W = 4197.85 KN Base Shear Calculation: As Per NBC 105: Total Horizontal Base Shear V= Cd  W Where, Cd = CZIK Where, Basic Shear Factor (C)

= According to time period of vibration and Soil type

Seismic Zoning Factor (Z) = For Dharan Importance Factor (I)

= According to the type of building

Performance Factor (K)

= for the moment resisting frame

Distribution of design seismic force: Fi = Design Seismic Force at floor Level I Wi = seismic wt. at ith floor level hi = height of floor i measured from base According to NBC 105:1994 Height of building (h) = 9.525 m

9

Soil type = III Time period (T) = 0.06  H0.75 = 0.3254 Sec C = 0.08

(from Fig 8.1 of NBC105:1994)

Z = 1.00

(for Dharan, Fig 8.2 of NBC105:1994)

I = 1.5

(for Commercial Bldg., Table 8.1 of NBC105:1994)

K = 1.00

(for Ductile Moment resisting Frame, Table 8.2 of NBC105:1994)

Cd = CZIK = 0.12 Horizontal Base shear Vx = Vy = 0.12*4197.85 Total Horizontal Base shear Vx = Vy = 503.75 KN 5.3 Load Cases: Dead : Self Weight of the building structural components (Beams, columns and slabs) Finish : Weight of the finishing of the slabs as well as staircases (including steps). Wall

: Wall loads (inclusive of plaster)

Live

: Live load in the building area elements.

Rlive : Live load in the terraces both accessible and inaccessible (not including in seismic behaviour) EQX : Spectral Seismic Load in X – Direction EQY : Spectral Seismic Load in Y – Direction 5.4 Load Combination: DL = 1.5Dead + 1.5Finish + 1.5 Wall + 1.5 Rlive + 1.5Live DQX = 0.9 Dead + 0.9 Wall + 0.9 Finish ± 1.25 EQX DQY = 0.9 Dead + 0.9 Wall + 0.9 Finish ± 1.25 EQY DLEQX = 1.0 Dead + 1.0Wall + 1.0 Finish + 1.3 Live ± 1.25 EQX DLEQY= 1.0 Dead + 1.0 Wall + 1.0 Finish + 1.3 Live ± 1.25 EQY

10

6.0 Design of Structural Members 6.1 Design Assumptions: Foundation The Safe Bearing Capacity (SBC) of the soil is taken to be 150 KN/m 2. The depth of the foundation is taken as 1.67 m. It is assumed that the soil below is converted to a firm base by sufficient compaction through any convenient means or as directed by the site engineer. Beam: The beams are assumed to be rectangular. The preliminary design of the beam is carried out considering the deflection criteria as well as the loading condition. Slab: The longest span slab is designed and for uniformity in construction, all the slabs are detailed according to the designed slab. The slab is designed based on IS 456:2000, for adjacent edge discontinuous. However during detailing, the torsion in the free edges is considered. 6.2 Design Methodology: The design of beams and columns that are the structural components in the building are carried out using the results and analysis for critical responses and also checking with manual calculations is carried out. The design of the foundation is carried out based on the base reactions as obtained from the software with necessary adjustments. The design of slabs and staircases are carried out based on the prevailing design practices, following the codal provisions. 6.2 Calculation of Wall Loads. The calculations of the loads are given in the following tables: Load Intensity of Wall 10”Thickness of wall with 1” plaster both side of wall Full wall intensity =18.85*0.25*(3.175-0.375)+20.4*1*0.025*(3.1750.375)* 20% opening Wall =14.6*0.3 intensity 11

=13.6 KN/M =10.9KN/M

30% opening Wall intensity

=13.6x0.7

=9.50KN/M

5”Thickness of wall with 1” plaster both side of wall Full wall intensity =18.85*0.125*(3.175-0.375)+20.4*2*0.025*(3.1750.375)* 20% opening Wall =6.8*0.8 intensity 30% opening Wall =6.8*0.7 intensity Parapet 5”wall Parapet wall

=18.85*0.125*0.92

12

=6.8 KN/M =5.4 KN/M =4.7 KN/M

=2.2KN/M

7.0 ANALYSIS OUTPUT Result from Structural models and analysis 3D Model of the Building

13

JOINT REACTIONS

14

Design Plan (Ground Floor)

Design Plan (First Floor) 15

Shear Force Diagram (Sample only)

16

Axial Force Diagram (Sample only)

17

18

Bending Moment Diagram (Sample only)

19

8.0 Design of Members Design of Beams and Columns The design of beams and columns are done from the software itself. However, it is to be notified that the limitations of the design by the software have been evaluated and the adjustments have been made accordingly. The samples (summary) of the design through the software based on IS456: 2000 has been presented hereunder. Output for the Reinforcement Area (Beams and Columns)

Grid -A

20

Grid -B

21

Grid -c

22

Column Reinforcement Details

Column Reinforcement Column Type C-1 (12"X12") C2(12"X12") C-3 (12"X12") C-4 (12"X12") C-5 (12"X12")

Ground floor

First floor

Second-floor

8-16Ø

8-16Ø

8-16Ø 4-20Ø+ 416Ø 4-20Ø+ 416Ø

8-16Ø 4-20Ø+ 416Ø 4-20Ø+ 416Ø

x 4-16Ø+ 412Ø

8-20Ø

8-20Ø

x 8-16Ø 4-20Ø+ 412Ø

Footing Reinforcement Details

23

STIRRUPS

8mm DIA @ 4" C/C near joint & 6" C/C at mid

ETABS 2016 Concrete Frame Design IS 456:2000 Column Section Design

Column Element Details Type: Ductile Frame (Summary) Level

Element

Unique Name

Section ID

Combo ID

Station Loc

Length (mm)

LLRF

Story1

C4

141

C-12"X12"

DL+FL+LL+WL+1.3LL-1.25EQX

0

3175

0.794

Section Properties b (mm)

h (mm)

dc (mm)

Cover (Torsion) (mm)

304.8

304.8

54.1

28.1

Material Properties Ec (MPa)

fck (MPa)

Lt.Wt Factor (Unitless)

fy (MPa)

fys (MPa)

22360.68

20

1

500

500

Design Code Parameters ɣC

ɣS

1.5

1.15

Axial Force and Biaxial Moment Design For Pu , Mu2 , Mu3 Design Pu kN

Design Mu2 kN-m

Design Mu3 kN-m

Minimum M2 kN-m

Minimum M3 kN-m

Rebar Area mm²

Rebar % %

417.4856

-13.8851

-81.2021

8.3497

8.3497

2127

2.29

Axial Force and Biaxial Moment Factors K Factor Unitless

Length mm

Initial Moment kN-m

Additional Moment kN-m

Minimum Moment kN-m

Major Bend(M3)

0.732464

2794

-32.4808

0

8.3497

Minor Bend(M2)

0.664085

2794

-5.554

0

8.3497

Shear Design for Vu2 , Vu3 Shear Vu kN

Shear Vc kN

Shear Vs kN

Shear Vp kN

Rebar Asv /s mm²/m

Major, Vu2

48.4516

80.038

30.5649

43.4655

337.85

Minor, Vu3

42.1197

80.038

30.5649

42.1197

337.85

Joint Shear Check/Design

24

Joint Shear Force kN

Shear VTop kN

Shear Vu,Tot kN

Shear Vc kN

Joint Area cm²

Shear Ratio Unitless

Major Shear, Vu2

N/A

N/A

N/A

N/A

N/A

N/A

Minor Shear, Vu3

N/A

N/A

N/A

N/A

N/A

N/A

(1.1) Beam/Column Capacity Ratio Major Ratio

Minor Ratio

N/A

N/A

Additional Moment Reduction Factor k (IS 39.7.1.1) Ag cm²

Asc cm²

Puz kN

Pb kN

Pu kN

k Unitless

929

21.3

1633.5835

323.1396

417.4856

0.928005

Additional Moment (IS 39.7.1) Consider Ma

Length Factor

Section Depth (mm)

KL/Depth Ratio

KL/Depth Limit

KL/Depth Exceeded

Ma Moment (kN-m)

Major Bending (M3 )

Yes

0.88

304.8

6.714

12

No

0

Minor Bending (M2 )

Yes

0.88

304.8

6.087

12

No

0

Notes: N/A: Not Applicable N/C: Not Calculated N/N: Not Needed

25

ETABS 2016 Concrete Frame Design IS 456:2000 Beam Section Design

Beam Element Details Type: Ductile Frame (Summary) Level

Element

Unique Name

Section ID

Combo ID

Station Loc

Length (mm)

LLRF

Story1

B4

13

B-10"X15"

DL+FL+LL+WL+1.3LL-1.25EQY

152.4

3530.6

1

Section Properties b (mm)

h (mm)

bf (mm)

ds (mm)

dct (mm)

dcb (mm)

254

381

254

0

25.4

25.4

Material Properties Ec (MPa)

fck (MPa)

Lt.Wt Factor (Unitless)

fy (MPa)

fys (MPa)

22360.68

20

1

500

500

Design Code Parameters ɣC

ɣS

1.5

1.15

Factored Forces and Moments Factored Mu3 kN-m

Factored Tu kN-m

Factored Vu2 kN

Factored Pu kN

-56.7272

6.4527

63.3109

0

Design Moments, Mu3 & Mt Factored Moment kN-m

Factored Mt kN-m

Positive Moment kN-m

Negative Moment kN-m

-56.7272

9.4893

0

-66.2165

Design Moment and Flexural Reinforcement for Moment, Mu3 & Tu Design -Moment kN-m Top

(+2 Axis)

Design +Moment kN-m

-66.2165

Bottom (-2 Axis)

0

-Moment Rebar mm²

+Moment Rebar mm²

Minimum Rebar mm²

Required Rebar mm²

498

0

498

208

249

0

0

249

Shear Force and Reinforcement for Shear, Vu2 & Tu Shear Ve kN

Shear Vc kN

Shear Vs kN

Shear Vp kN

Rebar Asv /s mm²/m

87.6927

44.8358

84.6894

44.7511

659.96

26

Torsion Force and Torsion Reinforcement for Torsion, T u & VU2 Tu kN-m

Vu kN

Core b1 mm

Core d1 mm

Rebar Asvt /s mm²/m

6.4527

63.3109

223.2

350.2

460.72

Slab Design Input Parameters

27

Length of shorter span (lx) = Length of longer span (ly) = Support condition

3.74 4.69

m m

2

Slab type

= =

23 1

 (assumed) = ly/lx = Design two way slab

1.25 1.25

Assume grade of concrete (fck) = Assume steel (fy) = Thickness of marble finishing = Thickness of screed = Thickness of plaster = Unit weight of marble = Unit weight of screed = Unit weight of plaster = Unit weight of concrete = Live load = Assume bar diameter =

M Fe 25.00 25.00 20.00 26.70 20.40 20.40 25.00 3 8.00

20 500 mm mm mm KN/m3 KN/m3 KN/m3 KN/m3 KN/m2 mm

Effective depth of slab (d)  Assume, d = Total depth of slab, D =

130.09 96.00 125.00

mm mm mm

3.13 0.67 0.51 0.41 1.00 3.13 6.13 9.19

KN/m2 KN/m2 KN/m2 KN/m2 KN/m2 KN/m2 KN/m2 KN/m2

Dead load calculation of slab Dead load of slab due to concrete = Dead load due to floor finish (marble) = Dead load due to screed = Dead load due to plaster = Partition load = Total dead load = Dead load + Live load = Design load = Bending moment Coefficients

Max. bending moment

x =

0.0376

Mx =

4.83

KNm

x =

0.0496

-Mx =

6.38

KNm

y =

0.0280

My =

5.66

KNm

y =

0.0370

-My =

7.48

KNm

Mmax =

7.48

KNm

28

Check depth for moment Required depth for moment = Provided depth, d =

<

Required depth is

52.05 96.00

mm mm

13008.04 17189.19 Top bars 3651.71 188.29

= 0 = 0

Provided depth

O.K. safe

0.025 0.025

Ast2 Ast2

Area of steel Solving quadratic equation -96.00 Ast -96.00 Ast

+ +

Bottom bars 3699.35 mm2 140.65 mm2

Ast = Ast =

+ + Ast = Ast =

mm2 mm2

Spacing required

 rods @ 8  rods @ 8

357.2

mm c/c

Bottom bars

266.8

mm c/c

Top bars

150.0

mm c/c

Bottom bars

150.0

mm c/c

Top bars

Spacing provided

 rods @ 8  rods @ 8

Provided Ast = p% =

Check for shear 334.93 mm2 0.35

c' =

0.41

c =

0.53

Max.shear force (Vu) =

17.18

v =

0.18

c

k= 2

N/mm

1.3 IS 456:2000 (Table 19)

2

N/mm KN

N/mm2

v

> O.K. safe

Check for minimum steel Minimum steel (0.12%) 115.20 mm2

Provided steel 334.93 mm2

< O.K. Check for deflection

= =

23 1

fs = =

Allowable L/d = Actual L/d =

46.00 38.96

Allowable L/d

>

121.783 2.000

Actual L/d

O.K.

Design of Staicase Concrete

20.00 N/mm2

M20

29

= =

1 1

Steel Riser Thread

500.00 N/mm2 0.15 m 0.25 m

Fe500 R T

SQRT(R2+T2)/T

1.17

Effective Span

l

4600.00

Assumed effctive Depth

d

115.00

mm

Provide Cover

12.00

Overall Depth

D

133.00

Take Overall Depth Effective Depth

D d

135.00 mm 117.00 mm

steel Diameter

12

Load Calculation for Waist Slab Self wt. of waist Slab

3.94

kN/m2

Floor Finishes

2.00

kN/m2

Live Load

3.00

kN/m2

Total Load w 8.94 Factored Load wu 10.72 Considering 1m wide strip of Slab Length Lef 1.1 Load/m2 5.361536 Reaction at support

16.70118

Max. Bending Moment

34.12952

kN/m2 kN/m2 Center

2 10.72

Right

0.133fckbd2=Mu Reqd Depth

d= 113.27

mm

Calculation for Reinforcement Mu/bd2

R

2.49

Mpa

Steel Required

(Ast)reqd

811.26

mm2

30

Provided Effective Depth (d)=117> 113.27, Hence Safe ok

1.13 5.361536

Provide 12 mm dia bar s= 139.29

Spacing

Provide 12mm bar @125 c/c( Main Bar) Steel provoded

(Ast)prvd

Calculation for distribution bar Steel (Ast)reqd Required Spacing Provide 12 mm bar @150c/c Steel provoded

(Ast)prvd

mm2

1130.00

Provided Steel =1130mm2 > 811.26mm2 , Hence Safe ok

162.00

mm2 Provide 120mm dia bar s= 314.81 mm2

255.00

Provided Steel =255mm2 > 162.0mm2 , Hence Safe ok

Provide 12mm bar @125 c/c (Main Bar) Provide 12mm bar @150 c/c (Distribution Bar)

Combined Footing Design Sample (CF-2)

31

Point Loads (DEAD - LIVE) [kN, kN-m]

32

Strip moment diagram in layer- A [kN-m]

33

Strip moment diagram in layer - B [kN-m]

34

Punching Shear Capacity Ratios/Shear Reinforcement

35

Slab Strip Design - Layer A - Top and Bottom Reinforcement Intensity (Enveloping Flexural) [mm2/m] - 12 mm Ø @ 125 mm (Top), 12 Ø mm @ 125mm (bottom). Depth-20” thick

36

Slab Strip Design - Layer B - Top and Bottom Reinforcement Intensity (Enveloping Flexural) [mm2/m] - 12mm @ 125 mm (Top), 12mm Ø @ 125 mm (bottom). Depth-20” thick

37

Slab Resultant M11 Diagram - (DEAD-LIVE) [kN-m/m]

38

List of design code and Standards 1.

NBC-000-114:1994

: All relevant design codes in Nepal

2.

IS 456 – 2000

: Code for practice for plain & Reinforced concrete

3.

IS 875 – 1987

: Code of practice for Design Loads (other than earthquake load) for building & structures.

4.

IS 1893(part-I)-2002

: Code of practice for earthquake resist design of Structures.

5.

IS 13920 – 1993 Reinforced

: Code of practice for Ductile detailing of Concrete structures subjected to seismic forces.

6.

SP: 16 – 1980

: Design aids for Reinforced concrete to IS 456

-1978

7.

ETABS 2016 V 16.0.0

: Proprietary program of Research Engineers.

39