modelling building frame with staad.pro & etabs - rahul leslie
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Modelling Building Frame with
STAAD.Pro & ETABS
Rahul LeslieAssistant Director,Buildings Design,
DRIQ, Kerala PWDTrivandrum, India
Presented by
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STAAD.Pro & ETABS
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Ground Floor
The example building:
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First Floor
The example building:
Storey ht. = 3.6m
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
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Second Floor
The example building:
Storey ht. = 3.6m
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Terrace
The example building:
Storey ht. = 3.6m
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Initial member size fixing Beams: • Width:
– According to architectural requirements: 20, 23 or 25 cm. – Preferably keep width not less than one-third depth.
• Depth: – Fix an initial size between (span/12) and (span/15). – Choose sizes such as 35, 40, 45, 50, 60, 70, 75, 80 cm or more– 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
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Initial member size fixing (cont…)Column: • Width:
– What architectural requirements permit: 20, 23, 25 or 30 cm.– Preferably keep width of column grater than that of beams to facilitate
passing of beam reinforcements.– Increase width, wherever possible, to be preferably not less than half
depth. • Depth:
– 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.– 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
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Initial member size fixing (cont…)Slabs: • Depth:
– Calculated as minimum of [shorter span]/32 – but same depths in adjacent slabs can be convenient– Depths of 10, 11 and 12 cms are most common.– 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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B
C
D
A
1 2 3 4 5
1st Floor plan – Centre-to-centre distances (m):
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1st Floor Key plan – Beam Size:
B
A
C
D
1 2 3 4 5
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1st Floor Key plan – Column Size:
1 2 3 4 5
B
A
C
D
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
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1st Floor Key plan – Slab thickness:
B
A
C
D
1 2 3 4 5
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Modeling Framed StructureFrame:
• 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, μ) that of concrete – properties of reinforcement are not considered
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Modeling Framed Structure
Frame:• Beam elements are oriented along the centre
line, and columns are modeled using frame elements
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Modeling Framed Structure
Frame:• 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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Column positions
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Centre of columns as modeled
Actual centre of columns
Position of column centre lines
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(Plan view from STAAD, col. Without offset)
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Modeling Framed Structure
Frame:• 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 ‘offsetting’ it.
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(Plan view from STAAD, col. Without & With offset)
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Modeling Framed StructureStairs:
Window on mid landing level beam
Window on floor level beam
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Window on mid landing level beam
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Window on floor level beam
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Window on MLL beam Window on FL beam
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Modeling Framed StructureFrame:
• 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 ‘physical model’. On clicking the Analysis button, ETABS, in background, builds a an ‘analysis model’ (ie., it’s 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.
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Column positions
Bending moment released at these points
Moment releases in sub-beams
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Modeling Framed StructureToilets:
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Modeling Framed StructureToilets:
• 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
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STAAD.Pro & ETABSOne floor in
STAAD.Pro ETABS
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One floor and columns
STAAD.Pro ETABS
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Supports:For Shallow Footings and Pile Foundations
Footing Pile
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Supports:For Shallow Footings and Pile Foundations
Footing
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Supports:For Shallow Footings and Pile Foundations
Pile
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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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Supports:For Shallow Footings and Pile Foundations
Footing Pile
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Whole structure
STAAD.Pro ETABS
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Whole structure
STAAD.Pro ETABS
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Modeling Framed StructureSlabs:
• Floor slabs are not structurally modeled – 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 ‘Floor Load’ facility
• In ETABS, this is done by defining a floor object ‘membrane element’ in place of the slab, with loads on it. The membrane converts it to 2-way distribution.
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43STAAD.Pro ETABS
Loads applied on frame
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Coordinate System
Global system
GX
GY
GZRotational directions (MX, MY and MZ) are defined as:
When looking through the axis to the origin, anticlockwise is +ve
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Coordinate System
Local system for beams
GX
GY
GZ
XY
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
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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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Global & Local Coordinate Systems
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Global & Local Coordinate Systems
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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
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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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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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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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Modeling Framed Structure
Slabs:• 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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Modeling Framed Structure
Slabs: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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Modeling Framed Structure
Walls:• 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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56STAAD.Pro ETABS
Wall loads on beams
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Modeling Framed StructureWalls:
• 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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Modeling Framed Structure
Stairs:• Stairs are usually not modeled, instead their
load applied as a UDL on its supporting beams
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Stair load applied on model
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Modeling Framed Structure
Foundation:• 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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Concrete• fck = 20 N/mm2
• E = 5000 √(fck) = 22360.68 N/mm2
• Poisson’s ratio = 0.2• Density = 25 kN/m3
Material Properties
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LoadsDead 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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LoadsDead Load:
• Stairs
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LoadsDead Load (IS:875 part 1):
• Stairs • Slab wt (concrete) :
• Steps (brick work):
• Finish:
• Total = 5.59 + 1.5 + 0.75 = 7.84 kN/m2
222
5.59kN/m253.0
3.015.02.0
2kN/m5.120215.0
2kN/m75.05.03.0
15.03.0
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Loads
Dead 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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Loads
Live 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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Loads
Live 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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Loads
Live Load (IS:875 part 2):• Water tank on slab (5000 lts):
5000 lts = 5 m3 = 50 kNLoad = 50/(3.45x1.93) = 7.51
kN/m2
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Loads
Load Combination for Design
• 1.5 x Dead Load + 1.5 x Live Load
Load Combination for Foundation
• 1.0 x Dead Load + 1.0 x Live Load
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70STAAD.Pro ETABS
Run Analysis
71STAAD.Pro ETABS
Bending Moment
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Shear Force
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BM & SF of 2nd Floor
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RCC Design
Parameters 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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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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Beam Design Output
Main rein.Shear rein.
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============================================================================ 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
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============================================================================ 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
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============================================================================ 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 6-12í 2-12í 2-12í 2-12í 6-12í REINF. 2 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 2 layer(s) BOTTOM 2-12í 2-12í 4-12í 2-12í 2-12í REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 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 8í @ 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 8í @ 120 mm c/c ============================================================================
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============================================================================ 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...
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...Continued
SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------- SECTION 0.0 mm 1142.5 mm 2285.0 mm 3427.5 mm 4570.0 mm ---------------------------------------------------------------------------- TOP 6-12í 2-12í 2-12í 2-12í 6-12í REINF. 2 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 2 layer(s) BOTTOM 2-12í 2-12í 4-12í 2-12í 2-12í REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 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 8í @ 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 8í @ 120 mm c/c ============================================================================
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Asv/Sv = 0.356Asv = 2Leg, #8 = 100.53.:Sv = 100.53 / 0.356 = 282 mm c/c
Provide 2L#8@180 mm c/c
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Detailing as per SP 34(Sample beam)
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Column reinforcement (mm2):
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Column Groups:
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Column Schedule:
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Support Reactions
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SBC = 160 kN/m2
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Footing Design
• Further adjust size of footing considering support moments
ZzMz
ZxMx
APp
1.1
SBCp
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Provide combined footing for these columns
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Pile Capacity = 750 kN
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Pile Design
• Further check no. of piles, considering support moments
IzdxMz
IxdzMx
nPp ii
i
2.1
2dzIx
2dxIz
.PileCappi
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Concluding remarks
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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 “The software does everything; You don’t have to know anything!”. Please don’t take the software for granted.
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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
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To be continued withSeismic Analysis/Design of Multi-storied RC Buildings using
STAAD.Pro & ETABSaccording to IS:1893-2002
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Rahul [email protected]
* http://www.slideshare.net/rahulleslie/seismic-analysisdesign-of-multistoried-rc-buildings-using-staadpro-etabs-according-to-is18932002-rahul-leslie