The document discusses modeling a reinforced concrete building frame using STAAD.Pro and ETABS software. It describes how to model the beams, columns, slabs, walls, stairs, and foundations. Initial member sizes are determined based on architectural requirements and design formulas. The building is modeled by framing the beams and columns. Loads like self-weight, floor loads, and wall loads are applied to the frame. Material properties of concrete are also specified. The document provides guidance on modeling the structural elements and applying loads in STAAD.Pro and ETABS to analyze the building frame.
3. 3 3
Ground Floor
The example building:
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
4. 4 4
First Floor
The example building:
Storey ht. = 3.6m
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5. 5 5
Second Floor
The example building:
Storey ht. = 3.6m
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6. 6 6
Terrace
The example building:
Storey ht. = 3.6m
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7. 7
Initial member size fixing
Beams:
⢠Width:
â According to architectural requirements: 20, 23 or 25 cm.
â Preferably keep width not less than one-third depth.
⢠Depth:
â Fix an initial size between (span/12) and (span/15).
â Choose sizes such as 35, 40, 45, 50, 60, 70, 75, 80 cm or more
â This may have to be increased depending on Ast required (from
analysis) at a later stage.
Analysis & Design of an RC Building in STAAD.Pro Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
8. 8
Initial member size fixing (contâŚ)
Column:
⢠Width:
â What architectural requirements permit: 20, 23, 25 or 30 cm.
â Preferably keep width of column grater than that of beams to facilitate
passing of beam reinforcements.
â Increase width, wherever possible, to be preferably not less than half
depth.
⢠Depth:
â This is usually done from experience. For beginners, the following may be
taken as a starting point:
⢠Fix an arbitrary (and reasonably small) size for columns.
⢠From the axial force, find area required for each column based on short column
design formula, for 2% reinforcement.
⢠Increase this area requirement by 25% for all internal columns and by 50% for
all periphery columns. For the decided width, find depth for the area required.
⢠Based on above, choose depth such as 35, 40, 45, 50, 60, 70, 75, 80 cm or
more.
â The dimension may be suitably re-sized later based on the Asc required
from analysis.
Analysis & Design of an RC Building in STAAD.Pro Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
9. 9
Initial member size fixing (contâŚ)
Slabs:
⢠Depth:
â Calculated as minimum of [shorter span]/32
â but same depths in adjacent slabs can be convenient
â Depths of 10, 11 and 12 cms are most common.
â In case the depth required is more than 12 or 13 cm, one may spit the slab
using sub-beams, to bring the slab thickness to 12cm or within.
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10. 10 10
B
C
D
A
1 2 3 4 5
1st
Floor plan â Centre-to-centre distances (m):
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11. 11 11
1st
Floor Key plan â Beam Size:
B
A
C
D
1 2 3 4 5
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12. 12 12
1st
Floor Key plan â Column Size:
1 2 3 4 5
B
A
C
D
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13. 13 13
1st
Floor Key plan â Slab thickness:
B
A
C
D
1 2 3 4 5
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
14. 14 14
Modeling Framed Structure
ďąFrame:
⢠Beams & columns are modeled using frame elements
⢠Each beam and each column is represented by single
frame element (no subdividing by meshing is done)
⢠Beams and columns are of homogeneous isotropic
elastic material with properties (E, Îź) that of concrete â
properties of reinforcement are not considered
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15. 15 15
Modeling Framed Structure
ďąFrame:
⢠Beam elements are oriented along the centre
line, and columns are modeled using frame
elements
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16. 16 16
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17. 17 17
Modeling Framed Structure
ďąFrame:
⢠Beam elements are oriented along the centre line, and
columns are modeled using frame elements
⢠Columns are located at the intersection of beams (not
the centre line of the columns)
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19. 19 19
Centre of columns
as modeled
Actual centre of
columns
Position of column centre lines
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20. 20 20
(Plan view from STAAD, col. Without
offset)
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21. 21 21
Modeling Framed Structure
ďąFrame:
⢠Beam elements are oriented along the centre line, and
columns are modeled using frame elements
⢠Columns are located at the intersection of beams (not
the centre line of the columns)
⢠Columns can later be moved to its actual centre line by
âoffsettingâ it.
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22. 22 22
(Plan view from STAAD, col. Without &
With offset)
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23. 23 23
Modeling Framed Structure
ďąStairs:
ďąWindow on mid landing level beam
ďąWindow on floor level beam
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24. 24 24
Window on mid landing level beam
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25. 25 25
Window on floor level beam
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26. 26 26
Window on MLL beam Window on FL beam
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28. 28
Modeling Framed Structure
ďąFrame:
⢠At the points where sub-beams (or secondary beams) connect to
the main-beams (or primary beams), nodes have to be introduced
in the latter by splitting them (though not in ETABS*).
⢠The bending degree of freedom of the sub-beams are released at
either ends to prevent torsion in the main-beams. (Where sub
beams run continuous over the main beams, only the extreme ends
are released)
* This is because ETABS uses a duel model approach: the one we model is the
âphysical modelâ. On clicking the Analysis button, ETABS, in background, builds a
an âanalysis modelâ (ie., itâs corresponding Finite Element model) which it uses for
analysis. This model will have the primary beams split and nodes introduced to
connect the secondary beams.
30. 30 30
Modeling Framed Structure
ďąToilets:
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31. 31 31
Modeling Framed Structure
ďąToilets:
⢠Toilet slabs are sunk from the floor level (to
accommodate outlet pipes. The portion is then filled
with lean or brick concrete. The depth of sinking is:
⢠30 cm for European styled water closets and
⢠45 cm for Indian styled water closets
⢠20 cm for bath rooms
⢠The beams separating the sunken slab from floor slabs
should bee deep enough to accommodate the floor slab
as well as the sunken slab
Analysis & Design of an RC Building in STAAD.Pro & ETABS Presented by Rahul Leslie
35. 35 35
Supports:
For Shallow Footings and Pile Foundations
Footing Pile
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36. 36 36
Supports:
For Shallow Footings and Pile Foundations
Footing
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37. 37 37
Supports:
For Shallow Footings and Pile Foundations
Pile
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38. 38 38
Supports:
For Shallow Footings and Pile Foundations
⢠For shallow foundation, plinth beams will be at plinth
level above ground (GL), while support point is located
at founding level below GL.
⢠For pile foundation, the support point is located at top
of pile cap, which is at a level 30 cm below GL.
⢠The grade beams will also be at the pile cap level (connecting
support points in the model).
⢠Thus the GF columns will have a ht. = storey ht. + plinth ht. +
depth of pile cap below GL
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39. 39 39
Supports:
For Shallow Footings and Pile Foundations
Footing Pile
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42. 42
Modeling Framed Structure
ďąSlabs:
⢠Floor slabs are not structurally modeled â the
load on the slab (its self wt., finishes, live load,
etc.) are applied as 2-way distribution on to its
supporting beams
⢠In STAAD.Pro this is done by the 2-way
distribution âFloor Loadâ facility
⢠In ETABS, this is done by defining a floor object
âmembrane elementâ in place of the slab, with loads
on it. The membrane converts it to 2-way
distribution.
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44. 44
Coordinate System
Global system
GX
GY
GZ
Rotational directions (MX, MY
and MZ) are defined as:
When looking through the axis to
the origin, anticlockwise is +ve
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45. 45
Coordinate System
Local system for beams
GX
GY
GZ
X
Y
Z
X
Y
Z
Rotational directions (MX, MY
and MZ) are defined as:
When looking through the axis
towards origin, anticlockwise is
+ve.
Presented by Rahul Leslie
Rotational directions MY and
MZ are about local Y and Z
Analysis & Design of an RC Building in STAAD.Pro & ETABS
46. 46
Coordinate System
Local system for plates
Rotational directions MX and
MY are along local X and Y
XY
Z
Direction Z is towards
that side from which the
nodes i, j, k, l in order
appear anti-clockwise
k
j
i
l
Direction X is parallel to
i-j, and directed from i
end to j end.
Direction Y is
perpendicular to X
direction, and directed
from j end to k end.
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47. 47
Global & Local Coordinate Systems
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48. 48
Global & Local Coordinate Systems
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49. 49
Coordinate labels in STAAD.Pro & ETABS
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As shown in
previous slides
STAAD.Pro ETABS
Analysis & Design of an RC Building in STAAD.Pro & ETABS
50. 50
Loading
STAAD.Pro and ETABS have facilities for:-
⢠Self-weight (Gravity load of elements)
⢠Nodal loads (eg. Loads of Trusses)
⢠Beam loading for Uni. Distr. loads, Uni. Vary. loads,
Concentrated loads, etc.
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51. 51
Beam Loading
Along local X, Y, Z
(-ve Y shown)
Along global GX, GY,G Z
(-ve GY shown)
Along projected PX, PY, PZ
(-ve GY shown)
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52. 52
Slab load on Beams
In addition, almost all packages have facility to distribute
floor loads on to the supporting beams directly (without
modeling the slabs as elements)
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53. 53
Modeling Framed Structure
ďąSlabs:
⢠RCC Shell roofs (like domes, hyperbolic
parabolas, cylindrical roofs, etc) and pitched
roofs without skeletal beams are modeled using
shell elements
⢠Flat slabs and flat plates are modeled using
plate elements.
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54. 54
Modeling Framed Structure
ďąSlabs:
For RCC pitched roofs with skeletal beams:
⢠In STAAD.Pro this is done by a special Floor Load
distribution facility
⢠In ETABS, this is done by modeled using shell
elements.
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55. 55 55
Modeling Framed Structure
ďąWalls:
⢠Masonry walls are not modeled, but its weight
applied as a UDL on its supporting beams.
⢠No deductions are made for window or door
openings, nor additions made for lintels.
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57. 57 57
Modeling Framed Structure
ďąWalls:
⢠Masonry walls are not modeled, but its weight
applied as a UDL on its supporting beams
⢠No deductions are made for window or door
openings, nor additions made for lintels
⢠Shear walls are modeled using plate elements
⢠Surface elements in STAAD
⢠Wall elements in ETABS
⢠Retaining walls cast monolith with the structure
may be modeled using plate elements
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58. 58
Modeling Framed Structure
ďąStairs:
⢠Stairs are usually not modeled, instead their
load applied as a UDL on its supporting beams
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60. 60 60
Modeling Framed Structure
ďąFoundation:
⢠Pile and Raft foundations are modeled as fixed
support.
⢠Isolated footings are modeled as fixed or
pinned, depending on the SBC & Nature of soil
at founding depth
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61. 61
ďąConcrete
⢠fck = 20 N/mm2
⢠E = 5000 â(fck) = 22360.68 N/mm2
⢠Poissonâs ratio = 0.2
⢠Density = 25 kN/m3
Material Properties
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62. 62
Loads
ďąDead Load (IS:875 part 1):
⢠Slabs (10 cm) :
⢠STAAD: 0.1x25+1.25 = 3.75 kN/m2
(SelfWt: 0.1x25=2.5 kN/m2
)
⢠ETABS : 1.25 kN/m2
⢠Toilet slabs :
⢠Indian closet: 0.45x20 = 9 kN/m2
, + SelfWt (for STAAD)
⢠Euro. closet: 0.3x20 = 6 kN/m2
, + SelfWt (for STAAD)
⢠Roof slabs : 2.0 kN/m2
, + SelfWt (for STAAD)
⢠Walls (23 cm brick, with 40 cm beam overhead) :
(3.6 - 0.4)x0.23x20 = 14.72 kN/m
⢠Sun shade projection (60 cm wide, 7.5 cm average
thickness): 0.6x0.075x25 = 1.13 kN/m
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65. 65
Loads
ďąDead Load (IS:875 part 1):
⢠Stairs
⢠Total = 5.59 + 1.5 + 0.75 = 7.84 kN/m2
⢠Load on beams (4.57 m span) = 4.57x7.84/2 = 17.92
kN/m
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66. 66
Loads
ďąLive Load (IS:875 part 2):
BUSINESS AND OFFICE BUILDINGS:-
⢠Office/Conference: 2.5 kN/m2
⢠Stores: 5 kN/m2
⢠Dinning: 3 kN/m2
⢠Toilet: 2 kN/m2
⢠Corridors/Stairs: 4 kN/m2
⢠Roof: 1.5 kN/m2
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67. 67 67
Loads
ďąLive Load (IS:875 part 2):
⢠Stairs
⢠Live Load = 4 kN/m2
⢠Load on beams (4.57 m span)
= 4x8.59/2 = 17.18 kN/m
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68. 68
Loads
ďąLive Load (IS:875 part 2):
⢠Water tank on slab (5000 lts):
5000 lts = 5 m3
=50 kN
Load = 50/(3.45x1.93) = 7.51 kN/m2
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
69. 69
Loads
ďąLoad Combination for Design
⢠1.5 x Dead Load + 1.5 x Live Load
ďąLoad Combination for Foundation
⢠1.0 x Dead Load + 1.0 x Live Load
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74. 74
RCC Design
ďąParameters specified
⢠Load case used =
1.5 Dead Load + 1.5 Live Load
⢠Code = IS 456 : 2000
⢠fck = 20 N/mm2
⢠fy(main) = 415 N/mm2
⢠fy(shear) = 415 N/mm2
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75. 75
Model with initial cross
sectional dimensions
Run Analysis
and design
Check design
results
Are design
results okay?
Finish
Modify cross sectional
dimensions/Layout
Yes
No
Design cycle for RC Structures
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77. 77
============================================================================
B E A M N O. 141 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 4570.0 mm SIZE: 230.0 mm X 400.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 1142.5 mm 2285.0 mm 3427.5 mm 4570.0 mm
----------------------------------------------------------------------------
TOP 584.24 0.00 0.00 0.00 645.83
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 0.00 173.83 429.94 173.83 0.00
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
============================================================================
B E A M N O. 142 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 1930.0 mm SIZE: 230.0 mm X 400.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 482.5 mm 965.0 mm 1447.5 mm 1930.0 mm
----------------------------------------------------------------------------
TOP 188.88 173.83 173.83 173.83 173.83
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 0.00 0.00 0.00 0.00 0.00
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
Beam Design Output of STAAD.Pro
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
78. 78 78
Presented by Rahul Leslie
============================================================================
B E A M N O. 141 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 4570.0 mm SIZE: 230.0 mm X 400.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 1142.5 mm 2285.0 mm 3427.5 mm 4570.0 mm
----------------------------------------------------------------------------
TOP 584.24 0.00 0.00 0.00 645.83
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 0.00 173.83 429.94 173.83 0.00
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
Analysis & Design of an RC Building in STAAD.Pro & ETABS
79. 79
============================================================================
B E A M N O. 141 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 4570.0 mm SIZE: 230.0 mm X 400.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 1142.5 mm 2285.0 mm 3427.5 mm 4570.0 mm
----------------------------------------------------------------------------
TOP 584.24 0.00 0.00 0.00 645.83
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 0.00 173.83 429.94 173.83 0.00
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 1142.5 mm 2285.0 mm 3427.5 mm 4570.0 mm
----------------------------------------------------------------------------
TOP 6-12Ă 2-12Ă 2-12Ă 2-12Ă 6-12Ă
REINF. 2 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 2 layer(s)
BOTTOM 2-12Ă 2-12Ă 4-12Ă 2-12Ă 2-12Ă
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8Ă 2 legged 8Ă 2 legged 8Ă 2 legged 8Ă 2 legged 8Ă
REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
SHEAR DESIGN RESULTS AT 540.0 mm AWAY FROM START SUPPORT
VY = 74.90 MX = -0.90 LD= 3
Provide 2 Legged 8Ă @ 120 mm c/c
SHEAR DESIGN RESULTS AT 540.0 mm AWAY FROM END SUPPORT
VY = -79.08 MX = -0.90 LD= 3
Provide 2 Legged 8Ă @ 120 mm c/c
============================================================================
80. 80
============================================================================
B E A M N O. 141 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 4570.0 mm SIZE: 230.0 mm X 400.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 1142.5 mm 2285.0 mm 3427.5 mm 4570.0 mm
----------------------------------------------------------------------------
TOP 584.24 0.00 0.00 0.00 645.83
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 0.00 173.83 429.94 173.83 0.00
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
Continued...
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
81. 81
...Continued
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 1142.5 mm 2285.0 mm 3427.5 mm 4570.0 mm
----------------------------------------------------------------------------
TOP 6-12Ă 2-12Ă 2-12Ă 2-12Ă 6-12Ă
REINF. 2 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 2 layer(s)
BOTTOM 2-12Ă 2-12Ă 4-12Ă 2-12Ă 2-12Ă
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8Ă 2 legged 8Ă 2 legged 8Ă 2 legged 8Ă 2 legged 8Ă
REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
SHEAR DESIGN RESULTS AT 540.0 mm AWAY FROM START SUPPORT
VY = 74.90 MX = -0.90 LD= 3
Provide 2 Legged 8Ă @ 120 mm c/c
SHEAR DESIGN RESULTS AT 540.0 mm AWAY FROM END SUPPORT
VY = -79.08 MX = -0.90 LD= 3
Provide 2 Legged 8Ă @ 120 mm c/c
============================================================================
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
82. 82 Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
83. 83
Asv/Sv = 0.356
Asv = 2Leg, #8 = 100.53
.:Sv = 100.53 / 0.356 = 282 mm c/c
Provide 2L#8@180 mm c/c
84. 84 Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
85. 85
Detailing as per SP 34
(Sample beam)
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86. 86 Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
91. 91 Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
92. 92
SBC = 160 kN/m2
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
93. 93 93
Footing Design
⢠Further adjust size of footing considering
support moments
Zz
Mz
Zx
Mx
A
P
p ++
Ă
=
1.1
SBCp <
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
94. 94
Provide combined
footing for these
columns
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
95. 95 Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
96. 96 96
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
97. 97 97
Pile Capacity = 750 kN
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98. 98 98
Pile Design
⢠Further check no. of piles, considering support
moments
Iz
dx
Mz
Ix
dz
Mx
n
P
p ii
i ++
Ă
=
2.1
â= 2
dzIx
â= 2
dxIz
.PileCappi <
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
99. 99 99
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
101. 101 101
Concluding remarks
⢠To use a software package, one has to know it
⢠More importantly, one has to know its limitations,
⢠Still more important, one has to know its pitfalls.
⢠Software Demonstrators/Instructors may tell you the
limitations, but not the pitfalls. Mostly it can be learned
only through experience.
⢠They are also fond of promoting the idea that âThe
software does everything; You donât have to know
anything!â. Please donât take the software for granted.
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
102. 102 102
Concluding remarks
⢠A basic understanding of FEM is desirable (but not
necessary), especially when flat-slabs, shear walls or shell
roofs are included.
⢠Also one has to know the code provisions, and have them
ready reference (IS:456, SP-34, IS:875 Part-I & II,
IS:1904, IS:2911)
⢠For seismic design, refer to IS:1893 & IS:13920 and to
include wind forces, refer to IS:875 Part-III.
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
103. 103 103
To be continued with
Seismic Analysis/Design of Multi-storied RC Buildings using
STAAD.Pro
& ETABSaccording to IS:1893-2002
*
Rahul Leslie
rahul.leslie@gmail.com
* http://www.slideshare.net/rahulleslie/seismic-analysisdesign-of-multistoried-rc-buildings-using-
staadpro-etabs-according-to-is18932002-rahul-leslie