Structure Analysis Report

of
Residential Building
At
eni Municipality City,
Bhaktapur

Submitted to
Khaireni municipality

Submitted by:
Er. Khem Thapa
Nec. No. 18130 ”A”
Contents

1. Project Detail.........................................................................3
1.1 Building Design Parameters..............................................................................................4
1.2 Materials............................................................................................................................4
1.3 Load Calculations..............................................................................................................5
1.4 Load Combination.............................................................................................................7
2. Structural Analysis................................................................8
2.1 3D modeling of the building:............................................................................................9
3. Design of Elements..............................................................15
3.1 Design of Column elements:...........................................................................................23
3.2 Design of Beam elements:...............................................................................................25
3.3 Design of Slab:................................................................................................................27
3.4 Design of Footing:...........................................................................................................32
3.5 Design Of Stair Case...........................................................................................................39
4. Design Summary..................................................................42
4.1 Column Design Summary....................................................................................................42
4.2 Footing Desing Summary...................................................................................................44
4.3 Beam Design Summary........................................................................................................45
 1. Project Detail
Name of the Client: Mrs.
Location : Ward No:4, KMC,Bhaktapur
Type of Building: The Building covers a total plinth area of …………. sq.ft. The building has
been designed for 2-1/2 numbers of storeys.

Figure 1: Architectural Plan of the Building

1.1 Building Design Parameters
The building consists of a RCC framed structure, which is essentially an assembly of cast-in-
situ-concrete beams and columns. Floors and roof consists of cast-in-place concrete slabs.
Lateral load resisting system consists of bare frame elements only and the system has been
designed to meet the ductility requirements of IS 13920 - 1993.

For the design of the building, Nepal National Building Code for seismic design of the
buildings has been referred to. All the factors related with the seismic design were adopted as
per NBC 105:1994 for Bhaktapur and soil performance factor is based on the geo technical
investigation carried out at the site.

1.2 Materials
Concrete
Concrete is to conform to IS 456: Structural use of concrete. Unless noted otherwise concrete is
to be normal-weight, with a typical dry density of 2400 kg/m 3. Concrete is to achieve the 28-
day cube strength as 20 N/mm2and 25 N/mm2.
Reinforcement

Reinforcement bars are to be in accordance with IS 456: specification for carbon steel bars for
the reinforcement of concrete is to be in accordance with IS 1786: specification for high
deformed steel bars for the reinforcement of concrete.
The following design strengths are to be used for the design of concrete and reinforcement.
Grade of Concrete : M20
Grade of steel : High Yield Fe 500 N/mm2
1.3 Load Calculations
Dead Load
Dead loads are calculated on the basis of unit weights of the specified construction materials in
accordance with NBC 102.
Reinforced concrete: 25.00 KN/m3
Floor Screed and Punning: 20.00KN/m3
Brick work with plaster: 19.20 KN/m3

Sand/ cement screed: 20.00KN/m2

Live Load
The Live Load for building has been adopted as given NBC 103 Section I Loads for residential
buildings.
For living rooms etc. 2 kN/m2
For staircases 2 kN/m2
For kitchen 2 kN/m2
For balcony 2 kN/m2
For passage 2 kN/m2
For terrace 1.5 kN /m2

Seismic Loads:
Seismic coefficient method
Seismic coefficient method is applied to calculate the seismic load on the components.
The seismic coefficient factors are calculated as per IS code 1893-2002 and NBC 105 and the
maximum coefficient is adopted after comparing both.
Seismic load on the building is calculated automatically and distributed to each floor
 diaphragm from the software ETABS and only seismic coefficient is inputted to the
software as calculated before. The seismic coefficient is calculated as follows:

Design Horizontal Seismic Coefficient Ah = Z/2 * I/R *Sa/g

 Zone Factor (Z) of 0.36 has been adopted as applicable for structures built in zone
V.
 Importance factor (I) for the buildings has been taken as 1.5.
 Response Reduction factor (=R) as per Table 7 is taken as 5.
 Average Response Acceleration Coefficient. is taken for Soil Type-III and 5%
Damping
 Seismic forces are calculated for Full Dead Load plus percentage of Imposed
load
 For Imposed load up to and including 3kN/sqm Percentage of Live Load
considered is 25%. For Imposed load above 3kN/sqm Percentage of Live Load
considered is 50%.
 Number of Mode shapes taken ensures that the sum total of modal masses of all
modes considered is at least 90%.
 The Design Base Shear is compared with the Base Shear calculated using a
fundamental period Ta and all the response quantities are scaled accordingly.
 Detailing provisions of IS: 13920 have been followed as applicable, in order to
provide appropriate ductile properties to the structure.
 Calculation of Storey Shear.
Fi = V* Wih/ZWihi
Where, Wi = DL + appropriate LL (25%)
hi = Height of floor level from base of building.

 Distribution of seismic forces to individual

frames: Py = (kij/Xkij)*Fi
Where,
Fi = Seismic force at particulars storey of
the frame. Kij = Effective lateral stiffness
of the frame
Zkij = Sum of effective lateral stiffness of
the frame. Where,
Kij = 12EI/L3
Where, E = 5000sqrt(fck)= 5000sqrt (20)N/mm2 =
22,360.67 N/mm2 I = BD3/12
L = Eff. Length of column

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Preliminary dimension of the structural elements are as follows:
Column Size:
300 mm X 300 mm
Beam Size :
Tie Beam: 230 mm x 300 mm
Main Beam:
 First floor Beam : 230 mm x 350mm
 Roof Floor Beam : 230mm X 350 mm

Slab thickness: 125 mm

Stair slab Thickness : 150 mm
Brick masonry wall: 230 mm and 125 mm

1. Load parameter
a. Dead Load :- as per NBC 102:1994
b. Live Load :- as per NBC 103:1994
c. Seismic Load :- as per IS 1893:2002
1. Zone Factor :-0.36
2. Importance Factor :-1.00
3. Fundamental Time Period :-0.438 sec
4. Response Reduction Factor :-5
5. Soil Type : II
6. Damping :-0.05
2. Load combination: IS 1893:2002
3. Concrete design Code : IS 456 : 2000
4. Ductile Detailing Code: IS 13920: 1993

1.1.Seismic Loads
TABLE: Auto Seismic - IS 1893:2002
Load Directio Soil Period Weight Base
Patter Type n Ecc. Z Typ I R Used Coeff Used Shear
n     %   e     sec Used kN kN
Seismi
EQx X 5 0.36 II 1 5 3075.166 276.7649
c 0.438 0.09
Seismi X + Ecc.
EQx 5 0.36 II 1 5 3075.166 276.7649
c Y 0.438 0.09
Seismi X - Ecc.
EQx 5 0.36 II 1 5 3075.166 276.7649
c Y 0.438 0.09
Seismi
EQy Y 0.36 II 1 5 3075.166 276.7649
c 0.438 0.09
Seismi Y + Ecc.
EQy 5 0.36 II 1 5 3075.166 276.7649
c X 0.438 0.09

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 Seismi Y - Ecc. 3075.166
EQy 5 0.36 II 1 5 276.7649
c X 0.438 0.09

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1.4 Load Combination
The load combination has been taken as given IS 1893:2002. The said code has
recommended the following load combination
Load Combination for Concrete Design: (As per IS 1893:2002)

 1.5DL
 1.5 (DL + LL)
 0.9 DL + 1.5EQX
 0.9 DL - 1.5EQX
 0.9 DL + 1.5EQY
 0.9 DL - 1.5EQY
 1.2 (DL + LL + EQX)
 1.2 (DL + LL - EQX)
 1.2 (DL + LL + EQY)
 1.2 (DL + LL - EQY)
 1.5 (DL + EQX)
 1.5 (DL – EQX)
 1.5 (DL + EQY)
 1.5 (DL – EQY)

Design Assumptions
The concrete has been designed using limit state method based on IS 456 –2000. The
detailing of reinforcement has been based on IS 13920 –1993 and where required
Uniform Building Code of USA has been also referred to for detailing of
reinforcement.

The design has been based on the most critical load combination mentioned above.

For the above loads and load combinations, the design of beams and columns is
carried out by the ETABS.
Static Coefficient Method of Analysis was performed using IS1893:2002 code. The
design base shear was compared with base shear computed using fundamental period.
Mass Source

Load Pattern Multiplier

Dead 1
Live=<3 0.25
Wall 1
FF 1
PARAPET 1
SDL 1
SLL 0.25

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 2. Structural Analysis

The analysis and design have been carried out using software called ETABS2016.2. It
provides the Structural Engineer with all the tools necessary to create, modify, analyse,
design, and optimize the structural elements in a building model.
The building geometry based on architectural drawings been generated using above
named software. The dead load, live load and lateral loads were supplied to the digital
models as per standard code of practices. Several analysis run were performed to achieve
the best result to meet the design and service requirements.

For the analysis, following loading parameters were considered:

i. Self-weight of the frames and slabs

ii. Floor finishing dead loads

iii. Fixed wall loads as per architectural drawings

iv. Staircase load

v. Partition wall loads as per architectural drawings only

vi. Live loads

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2.1 3D modeling of the building:

i. 3D model of the building

ii. Plan of the building
iii. Elevation of the building

Fig: 3D model of the building

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 Plan of the building

Elevation of the building

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 Application of Wall Load

MODAL PARTICIPATING MASS RATIOS

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 TABLE: Modal Participating Mass Ratios      
Case Mode Period UX UY Sum UX Sum UY
    sec        
Modal 1 0.625 0.4272 0.1451 0.4272 0.1451
Modal 2 0.59 0.244 0.5371 0.6711 0.6822
Modal 3 0.508 0.1215 0.1059 0.7926 0.7881
Modal 4 0.204 0.0109 0.0437 0.8035 0.8318
Modal 5 0.202 0.0518 0.0143 0.8553 0.8461
Modal 6 0.181 0.0026 0.0102 0.8578 0.8563
Modal 7 0.128 0.0001 0.0105 0.8579 0.8668
Modal 8 0.125 0.0119 4.64E-06 0.8699 0.8668
Modal 9 0.118 0.0001 0.0016 0.87 0.8683
Modal 10 0.07 0.036 0.0209 0.906 0.8892
Modal 11 0.065 0.0528 0.0777 0.9588 0.967
Modal 12 0.061 0.0412 0.033 1 1

CENTERS OF MASS AND RIGIDITY

TABLE: Centers of Mass and Rigidity        
Diaphrag
Story m Mass X Mass Y XCCM YCCM XCR YCR
    kg kg m m m m
GF D1 66953.39 66953.39 5.506 4.6676 5.9619 4.2303
FF D2 99590.76 99590.76 6.2567 4.1602 6.0084 4.2385
SF D3 82936.61 82936.61 6.1301 4.7492 6.0205 4.236
ROOF D4 33903.43 33903.43 6.3758 5.3438 5.9584 4.5751

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 Story Drift along X-Direction

Story Drift along Y-Direction

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 Story Displacement along X-Direction

Story Displacement along Y-Direction

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 Shear Force Diagram along grid 2-2

Bending Moment Diagram along Grid 2-2

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 3. Design of Elements
The design of all structural elements is done using ‘Limit State Method’. All relevant
Limit State is considered in design to ensure adequate safety and serviceability.
The design includes design for durability, construction and use in service should be considered as
a whole. The realization of design objectives requires compliance with clearly defined standards
for materials, production, workmanship, and also maintenance and use of structure in service.
This section includes all the design process of sample calculation for a single element as column,
beam, slab and foundation.

Reinforcement Details of Beam for first Floor

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 Reinforcement Details of Beam for second Floor

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 Reinforcement Details of Beam for roof Floor

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 Reinforcement Details of Column Along 1-1 Grid

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 Reinforcement Details of Column Along 2-2 Grid

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 Reinforcement Details of Column Along 3-3 Grid

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3.1 Design of Column elements:

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
FF C22 45 C 12 X 12 UDCon14 0 3000 0.737

Section Properties
b (mm) h (mm) dc (mm) Cover (Torsion) (mm)
300 300 56 30

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 Design Mu2 Design Mu3 Minimum M2 Minimum M3 Rebar Area Rebar %
kN kN-m kN-m kN-m kN-m mm² %
112.5898 -64.5886 2.2518 2.2518 2.2518 1537 1.71

Axial Force and Biaxial Moment Factors

K Factor Length Initial Moment Additional Moment Minimum Moment
Unitless mm kN-m kN-m kN-m
Major Bend(M3) 0.822404 2650 0.5523 0 2.2518
Minor Bend(M2) 0.668968 2650 -25.8354 0 2.2518

Shear Design for Vu2 , Vu3

Shear Vu Shear Vc Shear Vs Shear Vp Rebar Asv /s
kN kN kN kN mm²/m
Major, Vu2 36.1541 54.7635 29.2796 36.1541 332.53
Minor, Vu3 44.3179 54.7635 29.2796 40.5403 332.53

Joint Shear Check/Design

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 Joint Shear Shear Shear Shear Joint Shear
Force VTop Vu,Tot Vc Area Ratio
kN kN kN kN cm² 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 Asc Puz Pb Pu k
cm² cm² kN kN kN Unitless
900 15.4 1386.2739 296.4765 112.5898 1

Additional Moment (IS 39.7.1)

Consider Length Section KL/Depth KL/Depth KL/Depth Ma
Ma Factor Depth (mm) Ratio Limit Exceeded Moment (kN-m)
Major Bending (M3 ) Yes 0.883 300 7.265 12 No 0
Minor Bending (M2 ) Yes 0.883 300 5.909 12 No 0

3.2 Design of Beam elements:

ETABS 2016 Concrete Frame Design

IS 456:2000 Beam Section Design

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 Beam Element Details Type: Ductile Frame (Summary)
Level Element Unique Name Section ID Combo ID Station Loc Length (mm) LLRF
FF B38 65 BEAM 9 X 14 UDCon8 150 3378.2 1

Section Properties
b (mm) h (mm) bf (mm) ds (mm) dct (mm) dcb (mm)
230 350 230 0 30 30

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 Factored Factored Factored
Mu3 Tu Vu2 Pu
kN-m kN-m kN kN
-50.9448 1.2333 52.6869 0

Design Moments, Mu3 & Mt

Factored Factored Positive Negative
Moment Mt Moment Moment
kN-m kN-m kN-m kN-m
-50.9448 1.8295 0 -52.7743

Design Moment and Flexural Reinforcement for Moment, Mu3 & Tu

Design Design -Moment +Moment Minimum Required
-Moment +Moment Rebar Rebar Rebar Rebar
kN-m kN-m mm² mm² mm² mm²
Top (+2 Axis) -52.7743 449 0 449 173
Bottom (-2 Axis) 0 224 0 0 224

Shear Force and Reinforcement for Shear, Vu2 & Tu

Shear Ve Shear Vc Shear Vs Shear Vp Rebar Asv /s
kN kN kN kN mm²/m
64.4211 37.9101 35.0905 38.4005 303.87

Torsion Force and Torsion Reinforcement for Torsion, Tu & VU2

Tu Vu Core b1 Core d1 Rebar Asvt /s
kN-m kN mm mm mm²/m
1.2333 52.6869 190 310 246.41

Design of Slab

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Here the aspect ratio Ly/Lx is less than 2
hence the slab is designed as a two way
slab. +

ThreeEdgesDiscontinuousOneShortEdge:            
Basic dimensions of slab       =   Lx Ly  
4.5
4.37
                0  
Basic Ly/Lx ratio         =   1.030 <2  
Hence designed as
                two way slab
TwoAdjacentEdgesDisContinuous:   d' =     15 mm
125
Provided overall depth     D =     .00 mm
119
Effective depth       d =     .50 mm
Diameter of bar       f =     8 mm
                     
fc N/m
Select Grade of Concrete     k =     20 m²
N/m
Select Grade of Steel     fy =     500 m²
                     
Load calculation :                
                     
D 3.1 kN/
Dead load of the slab     L =     3 m²
1.5 kN/
Floor finish(Roof finish)     FF =     0 m²
2.0 kN/
Live load       LL =     0 m²
                     
6.6 kN/
Total load       TL =     3 m²
                     
Moment and Area of Steel calculations:            
                     
                     
Mu Ast Spa
Momen /bd req Min Dia of cin Ast
Span t Mu ² Pt d Ast bar g pro
N/
Coeffici kN. m mm mm mm
  ent m m2 % ² ² mm mm ²
0. 0. 141 150 335
ax 00 0.0 0.0 00 0.0 .00 .00 .10
shorter neg 0 00 00 0 00 0 8.000 0 3
0. 0. 229 141 150 335
ax 04 9.0 0.6 00 .81 .00 .00 .10
  pos 8 92 59 2 6 0 8.000 0 3
0. 11. 0. 281 141 150 335
ay 05 00 0.7 00 .30 .00 .00 .10
longer neg 8 1 97 2 0 0 8.000 0 3

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 0. 0. 207 141 150 335
ay 04 8.2 0.5 00 .51 .00 .00 .10
  pos 4 51 98 2 0 0 8.000 0 3
                     
Check for Deflection                
                 
117
= .50
The effective depth provided       0 mm
From figure 3 of I.S 456:2000 modification factor is        
2.0
=
Modification factor         0  
94.
=
Required depth under deflection consideration   97 mm
HENC
  E
              SAFE

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DESIGN OF STRAP FOOTING

Foundation was designed in MS EXCEL

INPUT DATA :=
N/mm
fc' =     20 2
N/mm
fy =     500 2
Bearing Capacity     150 KN/m2
Size of Column A (c1xc2) =     0.3 x 0.3
Size of Column B (c1xc2) =     0.3 x 0.3
Distance between two A and B Columns (S) = 3.0988 m
Distance of Col A Left edge with edge of footing = 0 m
Distance of Col A with edge of footing = 0.15 m
Service Load Pa = 326 KN
Service Load Pb = 294 KN
FOOTING DESIGN :=
Assume Dimesions :=

Leve
r
Thickness Length Bredth
Footing Area (m2) Status Arm Lever
(m) (m) (m)
-X Arm -Y
(m) (m)
A 0.475 1.68 1.68 2.82 Dimension Ok 1.38 0.69
B 0.475 1.52 1.52 2.31 Dimension O.k 0.61 0.61

Eccentricity; e = 0.69 m
Eccentric Moment ; M = 225 knm
Shear; V
= 94 KN

Reaction Ra = 420 KN
Reaction Rb = 200 KN

Area Required of Footing A = 2.80 m2

Area Required of Footing B = 1.34 m2

Factored Load :=

Pua = 490 KN
Pub = 441 KN
Mua = 338 k-m
Vua= 140 kN

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Rua = 630.4 kn
Rub = 300.6 kn

Linear Pressure Per Linear Foot; A = 375.21 kn/m

Linear Pressure Per Linear Foot; B = 197.79 kN/m

Shear and Moment Diagram :=

Point Distance (m) Shear

K
Point 1 0.15 Vu = 56
N
K
Point 2 0.15 Vu= -434
N
K
Point 3 1.3059 Vu = 0
N
K
Point 4 1.68 Vu = 140
N
K
Point 5 1.8822 Vu= 140
N
K
Point 6 2.0844 Vu= 140
N
K
Point 7 2.2866 Vu= 140
N
K
Point 8 2.4888 Vu= 140
N
K
Point 9 3.2488 Vu = 291
N
K
Point 10 3.2488 Vu = -150
N
K
Point 11 4.0088 Vu= 0
N
Distance
Point Moment
(m)
Point 1 0.15 Mu = 4 KNm
Point 2 - Mu = - KNm
Point 3 1.3059 Mu = -246 KNm
Point 4 1.68 Mu = -220 KNm
Point 5 1.8822 Mu = -192 KNm
Point 6 2.0844 Mu = -163 KNm
Point 7 2.2866 Mu = -135 KNm
Point 8 2.4888 Mu = -107 KNm
Point 9 3.2488 Mu = 57 KNm
Point 10 4.87 Mu = 37 KNm
Point 11 4.0088 Mu = 0 KNm

Punching Check :=
Footing A:=

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Cover = 0.075 m
d avg= 0.39 m
bo = 4.75 m
kN/m
qu = 223.34 2
Vup = 229.60 KN

Vcp = 0.25fc' bo davg

= 2091.52 KN

Adequate in Punching

Footing B:=
Cover = 0.075 m
d avg = 0.39 m
bo = 3.60 m
kn/m
qu = 130.12 2
Vup = 341.03 KN

Vcp = 0.25√fc' bo davg

= 1586.70 KN

Adequate in Punching

Wide Beam Shear Check or One way shear

check :=
Footing A:=
Vud = qu{B/2-c1/2-davg} L = 111.06 KN

ΦVcd = (tc′) L davg = 185.34 KN

Adequate in Shear

Footing B:=
Vud = qu{L/2 – c2/2-davg} B = 42.72 KN
Vud = qu{B/2 – c1/2-davg} L = 42.72 KN

Vcd = (tc′) B davg = 167.69 kn

Vcd = (tc′) L davg = 167.69 kn

Adequate in Shear
Adequate in Shear

Design Reinforcement :=
Footing A:=

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 Min
As = e b d As =
Direction Mu (k-m) Ru (KN/m2) e Ast (m2)
(m2) 0.0012 b
D
X-Dir 357 1369.954 0.0034 2751.612 957.600 2751.612
Y-Dir 89 342.489 0.0008 532.104 957.600 957.600

Bar # 12
 
Footing R/F = Size 1.68 x 1.68 x 0.475
    X-Bars # 12 @ 69 mm c/c
    Y-Bars # 12 @ 198 mm c/c
Providing at 12 mm dia bar at spacing 6 " c/c
Footing B:=

Min
Mu Ru As = e b d
Direction e As = Ast (m2)
(k-m) (kN/m2) (m2)
0.0012 b h
X-Dir 37 155.954 0.0004 216.776 866.400 866.400
Y-Dir 55 234.185 0.0005 327.037 866.400 866.400
Providing at 12 mm dia bar at spacing 6 " c/c

Bar # 12
 
Footing R/F = Size 1.52 x 1.52 x 0.475
    X-Bars # 12 @ 198 in c/c
    Y-Bars # 12 @ 198 in c/c
Providing at 12 mm dia bar at spacing 6 " c/c
Strap Beam Design :=
Assume Dimension of Beam = 0.35 x 0.56
Cover = 0.04 m
Effective Depth, d = 0.52 m

Vc = tc' b d = 50.96 KN
50.96

Design Flexural R/F :=

Mu (k- Ru As Ast
Point e (req) e(min) e (max) As (req) As (max)
m) (KN/m2) (min) (mm2)
Point
3 246 2245.356 0.0061 0.0017 0.0400 1194.069 333.200 7840.000 1194.069
Point
4 220 2006.171 0.0053 0.0017 0.0400 1043.188 333.200 7840.000 1043.188

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 Point
5 192 1747.599 0.0045 0.0017 0.0400 888.514 333.200 7840.000 888.514
Point
6 163 1489.027 0.0038 0.0017 0.0400 741.357 333.200 7840.000 741.357
Point
7 135 1230.455 0.0031 0.0017 0.0400 600.717 333.200 7840.000 600.717
Point
8 107 971.883 0.0024 0.0017 0.0400 465.799 333.200 7840.000 465.799
Point
9 57 520.422 0.0012 0.0017 0.0400 242.081 333.200 7840.000 333.200

Poin As As
t (top) (bottom)
Point
1194.069 597.035
3
Point
1043.188 521.594
4
Point
888.514 444.257
5
Point
741.357 370.678
6
Point
600.717 300.359
7
Point
465.799 470.000
8

PROVIDE 4 No Top bar of 20 mm diameter

PROVIDE 3 No Bottom bar of 16 mm diameter
Design Shear
Stirrups :=

Vu ( Left Support) = 182.32 KN@ 0.82 m from left

2.578
KN@
Vu (Right Support) = 272.88 8 m from left

Φ Vc = 50.96 KN
S = Av fyt d / Vs
Max S = min ( d /2 , 0.87Av fyt /0.4 bw, 600, d/4, 300)

fyt = 500 N/mm2

Bar
Vu Av Max S
  Status Vs (KN) No. of
(KN) (mm2) (mm)
Stirrup
Beam on Shear R/F
182 131.36 8 201.088 260.000
footing (Left) Needed
Beam on 273 Shear R/F 221.92 8 201.088 260.000

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 footing (Right) Needed
Beam without Shear R/F
140 119.200461 8 201.088 260.000
footing Needed
Providing 8 mm 2-legged vertical stirrups having with spacing 6”

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DESIGN OF STAIR CASE

UNIT
1
MATERIAL PROPERTIES VALUE S
fy 500.00 N/mm2
fck 20.00 N/mm2
cover 20.00 mm
diameter of main bars 12.00 mm2
diameter of distribution bars 10.00 mm2

Tread 0.253 m
Rise 0.177 m
Thickness of waist slab 0.128 m
width of slab 1.067 m
width of landing 1.067 m
thickness of landing slab 0.128 m
span of landing A 1.067 m
span of FISRT flight 1.372 m
span of landing B 1.067 m
Total Span 3.505 m

2 LOAD CALCULATION

LOAD ON WAIST SLAB `  

area of slab 0.04 m2
area of step 0.02 m2
Total area 0.06 m2
DLper m 1.55 KN/m
DL 6.11 KN/m2
FF 2.20 KN/m2
LL 3.00 KN/m2
total load per m square 11.31 KN/m2
Factored load 22.63 KN/m2

load per meter 24.14 KN/m

2 LOAD ON LANDING

Self weight of slab 3.20 KN/m2

FF 1.50 KN/m2
LL 3.00 KN/m2
load per meter square 7.70 KN/m2
Factored load 11.55 KN/m2
load per meter 12.32 KN/m

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 3 CALCULATION OF MOMENTS

reaction at B 29.70 KN
Total load 59.40 KN
reaction at A 29.70 KN
point of zero shear force   m

assuming it lies at the flight

1.75 m

assuming it lies at thelanding 2.41 m

point of zero shear force 1.75 m
max moment at the span 30.35 KNm
design moment 30.35 KNm

4 DEPTH

effective depth from moment 0.10 m

consideration
overall depth provided 0.178 m
effective depth 0.158 m

5 CALCULATION OF MAIN STEEL CALCULATION OF DISTRIBUTION STEEL

A 10.19
B -68598.80
C 30349514.91
Ast 476.11 mm2 Ast 227 mm2
diameter of steel 12.00 mm diameter of steel 10 mm
area of each steel 113.10   area of each steel 78.54  
spacing required 253.41 mm spacing required 368 mm
spacing provided 150.00 mm spacing provided 200 mm
actual steel 804.35 mm2 actual steel 419 mm2

6 CHECK FOR SHEAR

Vu 29.70 kN
Tv 0.18 N/mm2
Pt 0.48 %
Tc 0.47 N/mm2
check safe in shear

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 7 CHECK FOR DEVELOPMENT LENGTH

Ld in terms of Ø 48.55  
M1(at A) 30.35 kNm
V(at A) 29.70 kN
Lo(ancorage required (A)) 157.70 mm
Ld 1486.11 mm
Ø< 30.61 mm

Result Safe  

8 DEFLECTION CHECK

Length (L) (m) 3.505

Breadth (b) (mm) 1066.8
Depth (D) (mm) 128.016
d (mm) 157.70
fck (N/mm2) 25
fy (N/mm2) 500.00
Moment (M) KNm 30.350
Mu/bd2 1.144
Ast(reqd) mm2 476.105
Ast(prov) mm2 804.348
a 23
b 1
g 1.824
d 1
l 1
abgdl 41.961
Reqd (d) 83.534
L/d 22.227
Check ok

1. Section of columns & Reinforcement Details

Columns Reinforcement Reinforcement Reinforcement Lateral ties
details Up to details for 1st details for 2nd

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 Ground floor only floor floor
ALL Column 8 mm dia.
4-16 dia. Bars 4-16 dia. Bars 4- legged
C1
4-12 dia. Bars 4-12 dia. Bars lateral ties
(300*300 mm)
4-16 dia. Bars 4-16 dia. Bars @100 mm &
ALL Column 150mm c/c at
8-16 dia. Bars 4-12 dia. Bars 4-12 dia. Bars
C2 ends & mid
(300*300 mm) height
ALL Column 8-16 dia. Bars 4-16 dia. Bars
8-16 dia. Bars 4-12 dia. Bars
C3
(300*300 mm)

2.Section of Floor Beams & Reinforcement details

Re-Bars at Support Re-Bars at Mid Span

Floor Beams
(Size of Beam With Slab)
Top Bottom Top Bottom

First Floor Beam

2-16dia(Th)+
Along Grid 1-1 TO 6-6 2-16 dia(Th) 2-16 dia(Th) +
1-12dia(Ex) 2-16dia (Th)
(230mm*350mm) 1-12 dia.(Ex)

2-16dia(Th)+
Along Grid A-ATO D-D 2-16 dia(Th) 2-16 dia(Th) +
1-12dia(Ex) 2-16dia (Th)
(230mm*350mm) 1-12 dia.(Ex)

Second Floor Beam

2-16dia(Th)+
Along Grid 1-1 TO 6-6 2-16 dia(Th) 2-16 dia(Th) +
1-12dia(Ex) 2-16dia (Th)
(230mm*350mm) 1-12 dia.(Ex)

2-16dia(Th)+
Along Grid A-ATO D-D 2-16 dia(Th) 2-16 dia(Th) +
1-12dia(Ex) 2-16dia (Th)
(230mm*350mm) 1-12 dia.(Ex)

Top Floor Beam

2-12dia(TH)+
Along Grid 2-2 TO 6-6 2-12 dia (Th) 2-12 dia(Th) +
1-12dia(Ex) 2-12dia (Th)
(230mm*350mm) 1-12 dia.(Ex)
2-12dia(TH)+
Along Grid A-ATO D-D 2-12 dia (Th) 2-12 dia(Th) +
1-12dia(Ex) 2-12dia (Th)
(230mm*350mm) 1-12 dia.(Ex)

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 Plinth Tie beam

Plinth Tie Beam on All Grid Of 3-12dia (Th) 3-12dia (Th) 3-12dia (Th) 3-12dia (Th)
(230mm *300mm)
FOUNDATION STRAP BEAM Of
Size(350mm*560mm) 4-20 dia. Bars 3-16 dia. Bars 4-20dia 3-16 dia. Bars
Along Grid A-A to D-D (Top) (Bottom) (Top) (Bottom)

Combined Footing TOP BAR: Transverse Bar 12 dia mm 180 mm spacing C/C
Size(2900mm*1520mm*460mm) Longitudinal Bar 12 mm dia 150 mm spacing C/C
Along Grid B(2-3),C(2-3)&D(2- Bottom Bar : Transverse Bar 12 dia mm 180 mm spacing C/C
3) Longitudinal Bar 12 mm dia 150 mm spacing C/C

8 mm dia. vertical 8 mm dia. vertical

Vertical stirrups@100mm c/c upto L/4 stirrups@150mm c/c at mid
stirrups from end of support span

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