STAD PRO PRESENTATION

1. DESIGNANDANALYSISOFMULTI-STOREDRESIDENTIALBUILDING
INSTAADPRO
2018-2020
Under the esteemed guidance of
Mr. M V CH RAJESH
Assistant Professor
JITS DEPARTMENT OF CIVIL ENGINEERING
MASTER OF TECHNOLOGY
In
STRUCTURAL ENGINEERING
By
VEERAVALLI B N V S DURGA JYOTHI (18HE1D8717)

2. ABSTRACT
The principle objective of this project is to analyze and design a multi-storeyed
building [G + 21 (3 dimensional frame)] using STAAD Pro. The design involves load
calculations manually and analyzing the whole structure by STAAD Pro. The design
methods used in STAAD-Pro analysis are Limit State Design conforming to Indian
Standard Code of Practice. STAAD.Pro features a state-of-the-art user interface,
visualization tools, powerful analysis and design engines with advanced finite element and
dynamic analysis capabilities. From model generation, analysis and design to visualization
and result verification, STAAD.Pro is the professional’s choice. Initially we started with the
analysis of simple 2 dimensional frames and manually checked the accuracy of the software
with our results. The results proved to be very accurate.

3. INTRODUCTION
Our project involves analysis and design of multi-storeyed [G + 21] using
a very popular designing software STAAD Pro. We have chosen STAAD Pro
because of its following advantages:
• easy to use interface,
• conformation with the Indian Standard Codes,
• versatile nature of solving any type of problem,
• Accuracy of the solution.

4. LOADS CONSIDERED :
1. DEAD LOADS
2. IMPOSED LOADS
3. WIND LOADS
Design Wind Speed (V): The basic wind speed (V,) for any site shall be obtained from and shall be modified to
include the following effects to get design wind velocity at any height (V,) for the chosen structure:
a) Risk level
b) Terrain roughness, height and size of structure; and
c) Local topography.
It can be mathematically expressed as V = Vb * kl * k* ks
Vb = design wind speed at any height z in m/s
kl = probability factor (risk coefficient)
k = terrain, height and structure size factor
ks = topography factor

5. Risk Coefficient (kI Factor): gives basic wind speeds for terrain Category 2 as applicable at 10 m
above ground level based on 50 years mean return period. In the design of all buildings and structures,
a regional basic wind speed having a mean return period of 50 years shall be used.
Terrain, Height and Structure Size Factor (k, Factor): Terrain - Selection of terrain categories shall
be made with due regard to the effect of obstructions which constitute the ground surface roughness.
The terrain category used in the design of a structure may vary depending on the direction of wind
under consideration. Wherever sufficient meteorological information is available about the nature of
wind direction, the orientation of any building or structure may be suitably planned.
Topography (ks Factor) - The basic wind speed Vb takes account of the general level of site above sea
level. This does not allow for local topographic features such as hills, valleys, cliffs, escarpments, or
ridges which can significantly affect wind speed in their vicinity. The effect of topography is to
accelerate wind near the summits of hills or crests of cliffs, escarpments or ridges and decelerate the
wind in valleys or near the foot of cliff, steep escarpments, or ridges.

6. WIND PRESSURES AND FORCES ON BUILDINGS/STRUCTURES:
The wind load on a building shall be calculated for:
a) The building as a whole,
b) Individual structural elements as roofs and walls, and
c) Individual cladding units including glazing and their fixings.
Pressure Coefficients - The pressure coefficients are always given for a particular
surface or part of the surface of a building. The wind load acting normal to a surface is
obtained by multiplying the area of that surface or its appropriate portion by the pressure
coefficient (C,) and the design wind pressure at the height of the surface from the
ground.
F= (Cpe – Cpi).A.Pd
Where,
Cpe = external pressure coefficient,
Cpi = internal pressure- coefficient,
A = surface area of structural or cladding unit, and
Pd = design wind pressure element

7. SEISMIC LOAD
 Design Lateral Force
 Design Seismic Base Shear
 Fundamental Natural Period
 Distribution of Design Force
 Dynamic Analysis
 Time History Method
 Response Spectrum Method

8. WORKING WITH STAAD.Pro:
Input Generation:
The GUI (or user) communicates with the STAAD analysis engine through the STD input
file. That input file is a text file consisting of a series of commands which are executed
sequentially.

9. Types of Structures:
A STRUCTURE can be defined as an assemblage of elements. STAAD is capable of
analyzing and designing structures consisting of frame, plate/shell and solid elements.
Almost any type of structure can be analyzed by STAAD.
A SPACE structure, which is a three dimensional framed structure with loads applied in any
plane, is the most general.
A PLANE structure is bound by a global X-Y coordinate system with loads in the same
plane.
A TRUSS structure consists of truss members which can have only axial member forces and
no bending in the members.
A FLOOR structure is a two or three dimensional structure having no horizontal (global X
or Z) movement of the structure [FX, FZ & MY are restrained at every joint].

10. Generation of the structure
The structure may be generated from the input file or mentioning the co-ordinates
in the GUI. The figure below shows the GUI generation method.

11. Material Constants: The material constants are: modulus of elasticity (E); weight
density (DEN); Poisson's ratio (POISS); co-efficient of thermal expansion (ALPHA),
Composite Damping Ratio, and beta angle (BETA) or coordinates for any reference
(REF) point.
G = 0.5 x E/ (1 + POISS)
Supports: Supports are specified as PINNED, FIXED, or FIXED with different releases
(known as FIXED BUT). A pinned support has restraints against all translational
movement and none against rotational movement. In other words, a pinned support will
have reactions for all forces but will resist no moments.
LOADS: Loads in a structure can be specified as joint load, member load, temperature
load and fixed-end member load. STAAD can also generate the self-weight of the
structure and use it as uniformly distributed member loads in analysis. Any fraction of this
self weight can also be applied in any desired direction.

12. Member load:
Three types of member loads may be applied directly to a member of a structure. These loads
are uniformly distributed loads, concentrated loads, and linearly varying loads (including
trapezoidal).

13. Area/floor load: Many times a floor (bound by X-Z plane) is subjected to a uniformly
distributed load. It could require a lot of work to calculate the member load for individual
members in that floor. However, with the AREA or FLOOR LOAD command, the user can
specify the area loads (unit load per unit square area) for members.
Fixed end member load: Load effects on a member may also be specified in terms of its
fixed end loads. These loads are given in terms of the member coordinate system and the
directions are opposite to the actual load on the member.
Load Generator – Moving load, Wind & Seismic: Load generation is the process of taking
a load causing unit such as wind pressure, ground movement or a truck on a bridge, and
converting it to a form such as member load or a joint load which can be then be used in the
analysis.
Moving Load Generator: This feature enables the user to generate moving loads on
members of a structure. Moving load system(s) consisting of concentrated loads at fixed
specified distances in both directions on a plane can be defined by the user.

14. Seismic Load Generator: The STAAD seismic load generator follows the procedure of
equivalent lateral load analysis. It is assumed that the lateral loads will be exerted in X and Z
directions and Y will be the direction of the gravity loads.
Wind Load Generator: The STAAD Wind Load generator is capable of calculating wind
loads on joints of a structure from user specified wind intensities and exposure factors.
Different wind intensities may be specified for different height zones of the structure.
 Design Parameters
 Beam Design:
 Design for Flexure
 Design for Shear
 Column Design

15.  General Comments:
 Allowable Stresses
 Multiple Analyses
 Post Processing Facilities
 Stability Requirements
 Deflection Check
 Code Checking

16. ANALYSIS OF G + 21 RCC FRAMED BUILDING
USING STAAD.Pro
plan of the G+21 storey building
All columns = 0.50 * 0.50 m
(until ground floor)
Columns at the ground floor:
0.8 * 0.8 m
All beams = 0.3 * 0.5 m
All slabs = 0.20 m thick
Terracing = 0.2 m thick avg.
Parapet = 0.10 m thick RCC

17. elevation of the G+21 storey building

18. Physical parameters of building:
Length = 4 bays @ 5.0m = 20.0m Width = 3
bays @ 5 m =15.0m
Height = 4m + 21 storeys @ 3.3m = 73.3m
(1.0m parapet being non- structural for seismic purposes, is not considered of
building frame height)
Live load on the floors is 2kN/m2
Live load on the roof is 0.75kN/m2
Grade of concrete and steel used:
Used M30 concrete and Fe 415 steel

19. Generation of member property
Generation of member property can be done in STAAD.Pro by using the window as shown above. The
member section is selected and the dimensions have been specified. The beams are having a dimension of
0.5 * 0.3 m and the columns are having a dimension of 0.8 * 0.8 m at the ground floor and at the other top
floors they are having a dimension of 0.5 * 0.5 m.

20. Supports:
The base supports of the
structure were assigned as
fixed. The supports were
generated using the
STAAD.Pro support generator.
Materials for the structure:
The materials for the structure were specified as
concrete with their various constants as per
standard IS code of practice.
fixing supports of the structure

21. Loading:
primary load cases
input window of floor load generator load distribution by trapezoidal method

22. structure under DL from slab structure under live load

23. Wind load:
The wind load values were generated by the software itself in accordance with IS 875.
Under the define load command section, in the wind load category, the definition of wind
load was supplied. The wind intensities at various heights were calculated manually and
feed to the software. Based on those values it generates the wind load at different floors.
Height [h] Design wind Design wind
speed [Vz] pressure [Pz]
Up to 10 m 36.379 m/s 0.793 KN/sq m
15 m 38.85 m/s 0.905 KN/sq m
20 m 40.51 m/s 0.984 KN/sq m
30 m 42.58 m/s 1.087 KN/sq m
design wind pressure at various heights

24. wind load effect on structure elevation and plan

25. Floor Wi (KN) Hi(m) Hi2 Wi hi2 *103 (Wi hi2
Along x direction Along Y direction
level )/∑(Wi Qix Storey Qiy Storey
hi2)
shear shear
22 4129 73.3 5372.89 22184662.81 .123 426.309 372.15
21 4252 70 4900 20834800 .115 398.58 824 347.95 372.1
20 4252 66.7 4448.89 18916680.28 .105 363.9 1188 317.69 720.1
19 4252 63.4 4019.56 17091169.12 .0949 328.91 1517 272.3 1037
18 4252 60.1 3612.01 15358266.52 .085 294.60 1812 257.18 1310
17 4252 56.8 3226.24 13717972.48 .076 263.41 2075 229.95 1567
16 4252 53.5 2862.25 12170287 .067 232.2 2307 202.7 1797
15 4252 50.2 2520.04 10717972.18 .059 204.48 2512 178.5 1999
14 4252 46.9 2199.61 9352741.72 .0519 179.88 2692 157.03 2178
13 4252 43.6 1900.26 8082881.92 .044 152.50 2844 133.12 2335
12 4252 40.3 1624.09 6905630.68 .0383 132.74 2977 115.88 2468
11 4252 37 1369 5820988 .032 110.90 3110 96.82 2584
10 4252 33.7 1135.69 4828953.88 .0268 92.80 3221 81.08 2665
9 4252 30.4 924.16 3929528.32 .021 72.78 3314 63.53 2729
8 4252 27.1 734.41 3122711.32 .017 58.92 3386 51.43 2780
7 4252 23.8 566.41 2408502.88 .013 45.05 3445 39.33 2831
6 4252 20.5 420.25 1786903 .0099 34.31 3490 29.95 2871
5 4252 17.2 295.84 1257911.68 .0069 23.91 3525 20.87 2901
4 4252 13.9 193.21 821528.92 .0045 15.59 3549 13.61 2922
3 4252 10.6 112.36 477754.72 .0026 9.01 3564 7.866 2935
2 4252 7.3 53.29 226589.08 .00125 4.33 3573 3.782 2943
1 4505 4 16 72080 .0004 1.38 3577 1.210 2947
total 3579 2948
vertical distribution of earthquake forces to different floor levels

26. seismic load definition structure under seismic load

27. Load combination:
The structure has been analyzed for load combinations considering all the previous loads
in proper ratio. In the first case a combination of self-weight, dead load, live load and wind
load was taken in to consideration. In the second combination case instead of wind load
seismic load was taken into consideration.
under combination with wind load under combination with seismic load

28. GUI showing the analyzing window

29. DESIGN OF G + 21 RCC FRAMED BUILDING
USING STAAD.Pro
The structure was designed for concrete in accordance with IS code. The
parameters such as clear cover, Fy, Fc, etc were specified. The window shown below is the
input window for the design purpose. Then it has to be specified which members are to be
designed as beams and which member are to be designed as columns.
input window for design purpose. design specifications in STAAD.Pro

30. ANALYSIS AND DESIGN RESULTS
TOP 1714.02 0.00 273.43 1691.96 3487.90
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 3487.98 1692.06 293.58 273.43 1713.94
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
Some of the sample analysis and design results have been shown below for beam number 149 which
is at the roof level of 1st floor.
7.1 B E A M N O. 149 D E S I G N R E S U L T S
M30 Fe415 (Main) Fe415 (Sec.)
LENGTH: 5000.0 mm SIZE: 500.0 mm X 300.0 mm COVER: 25.0 mm
SUMMARY OF REINFORCEMENT AREA (Sq.mm)
----------------------------------------------------------------------------------------------------------------
SECTION 0.0 mm 1250.0 mm 2500.0 mm 3750.0 mm 5000.0 mm
----------------------------------------------------------------------------------------------------------------
---------------------------------------------------------------------------------------------------------------

31. Geometry of beam no. 149 Property of beam no. 149

32. Shear bending of beam no. 149 Deflection of beam no. 149

33. Concrete design of beam no. 149

34. POST PROCESSING MODE
post processing mode in STAAD.Pro bending in Z

35. The stress at any point of any member can be found out in this mode. The figure below
depicts a particular case.
shear stress at any section

36. graph for shear force and bending moment for a column

37. CONCLUSION
STAAD PRO has the capability to calculate the reinforcement needed for any
concrete section. The program contains a number of parameters which are designed as per IS:
456(2000). Beams are designed for flexure, shear and torsion.
Design for Flexure: Maximum sagging (creating tensile stress at the bottom face of the
beam) and hogging (creating tensile stress at the top face) moments are calculated for all
active load cases at each of the above mentioned sections. Each of these sections are
designed to resist both of these critical sagging and hogging moments. Where ever the
rectangular section is inadequate as singly reinforced section, doubly reinforced section is
tried.
Design for Shear: Shear reinforcement is calculated to resist both shear forces and torsional
moments. Shear capacity calculation at different sections without the shear reinforcement is
based on the actual tensile reinforcement provided by STAAD program. Two-legged stirrups
are provided to take care of the balance shear forces acting on these sections.

38. Beam Design Output: The default design output of the beam contains flexural and shear
reinforcement provided along the length of the beam.
Column Design: Columns are designed for axial forces and biaxial moments at the ends. All
active load cases are tested to calculate reinforcement. The loading which yield maximum
reinforcement is called the critical load. Column design is done for square section. Square
columns are designed with reinforcement distributed on each side equally for the sections
under biaxial moments and with reinforcement distributed equally in two faces for sections
under uni-axial moment. All major criteria for selecting longitudinal and transverse
reinforcement as stipulated by IS: 456 have been taken care of in the column design of
STAAD.

39. Thank You