The document provides information on structural design and analysis. It discusses structural planning, wind load analysis, frame analysis using software, beam, column, slab, footing and retaining wall design. Key steps covered include determining loads, checking member capacities, calculating reinforcement and developing design details. The goal is to ensure the structural safety and stability of the building under various loads like gravity, wind, seismic, etc.

2. Structural design
• Structural planning is the first step of
structural design. it contains
– layout of each floor with dimensions
– Layout of roof with dimensions
– Layout of staircases and its dimension
– Function of each panel
– position of beams with dimensions
– Position of column with dimensions.

3. WIND LOAD ANALYSIS
• Wind is a moving air which in turn possesses
energy and this kinetic energy should be resisted
by using appropriate design for different kinds of
structural elements like roofs& walls.
• Wind actions fluctuate with time, hence its
effect on different situations and structures
should be carefully analyzed.
• Wind act directly on the external surfaces of
enclosed structures, through porosity of the
external surface, internal surface through
opening

4. Con-----
• its effect can be easily studied on roof
structures such as truss structures and slabs
• our analysis on wind
• load actions and its design will focus on roofs
analysis and design and calculation of wind
forces.
• There are two methods for wind load
analysis, namely, the quasi-static method
and detailed dynamic analysis.

5. Cont------
External wind pressure, We
We = qref*Ce(ze)*Cpe……EBCS -1 1995, pp-53
– qef =1/2ρ vref
2
– Where qref = is reference mean wind velocity
Ce(ze) = exposure coefficient
Cpe = external pressure coefficient
Vref = CDIR*CTEM*CALT*Vref,o
. Internal wind pressure
Wi = qref*Ce(zi)*Cpi
Wnet = We - Wi
= qref*Ce(ze)(Cpe-Cpi)
maximum suction =-1.2768KN/M2
maximum pressure=0.152KN/m2

6. Analysis and Design of purlin
The loads consider in the design of purlins and
truss member are Wind load (suction &
pressure), Self weight of the roof covering
(sheet), Self weight of purlin, Self weight of
truss and Live load.
Loads on Purlin
Dead load of EGA-300 sheet
Dead load of purlin
Uniformly distributed live load
Concentrated live load& Wind load

7. There are two types of slabs based on the
load transferring mechanisms. These are one
way and two way slabs .One-way slabs
transmit their load in one direction while two
way slabs resist applied two directions
Solid slab analysis

8. Design Procedure for one way slab
• Determine the design constants
• Check ly/lx>2
• Identify support condition and pick values of βa
• Determine minimum depth for serviceability/slab
thickness D>0.85Le/Ba
• Calculate design loads
• Analyze the beam (1m strip width and calculate the shear
and bending moment values
• If it is continuous slab take alternative loading positions

9. Design Procedure for two way
slab
• The slabs are designed by following the
procedures stated bellow.
• · Determine the design constants
• · Check ly/lx<2
• · Identify support condition and pick values of
• · Depth determination:
• The minimum depth required for the slab can
be calculated from the minimum depth
required for deflection d>0.85Le/Ba

10. Calculate de sign loads for e ach pane l
dead load(DL) analysis design load
• The dead load is composed of the self-
weight of the slab itself, weights of the
partition walls, weight of the finishing and
other considerable permanent loads. Self
weight of the slab is equal to the overall
depth times unit weight of concrete.
 Live load (LL) analysis

11. Moment adjustment
 Moment calculation, M= αi* pd* Lx
2 (KN-m)
 Moment adjustment
• Detailed moment adjustment calculation is done for roof slab
• For other slabs excel design template, developed by the team itself, is
used.
 Check depth for flexure
 Shear force calculation, Vi = βvi*Pd*Lx (KN)
 Check slab depth for shear
 Reinforcement Detail
 There is an opening in this floor slab.
 The panel around this opening is analyzed by strip method.
 For slab with one edge unsupported, a strip along the unsupported edge
takes a greater load.
 The strip along the unsupported edge acts as a support for the strips at
the right angles.

12. Span adjustme nt
If the moment in the adjusted support decreases, the span moment are
increased to compensate for the changes in the support moments. The
design moments for the spans are calculated and are found from Table A-
2 of EBCS-2/1995.

13. Load transfer to frames from slab
• Check depth for flexure
• Check that the depth we provide is sufficient by taking the maximum
moment.
• Generally in our case, we have four types of slabs for design with the
following major criteria’s.
• 1. Two –way slabs
• 2. One –way slabs
• 3. Cantilever slabs
• The curved slabs design using yield line method.

14. Panel nam ing
 Determination of seismic load
• Before proceeding to the analysis and design of solid slab we should
select type of panel. The selection of panels is depending on:
• · Boundary condition
• · Shorter(Lx) and longer(Ly) length of the panel
• · Function of panel.
• We give panel names as follow
• For ground=G For first floor =F
• For second floor= S and
• For typical floors third ,fourth & fith floors=T
 Building is designed to satisfy certain basic structural and functional requirements.
 Thus, the designed structure should be strongly enough to withstand all lateral
loads without excessive deformation or deflection.
 The lateral force resisting system is frame.
 The lateral load due to earth quake and wind load shall be calculated and
compared so that the maximum of the two is taken for design.

15. Stair case design
 De pth for de fle ction for incline d slab
 De pth for de fle ction for the loading
 Ove r all de pth
 Load computation
 Thre ad de ad load
 Rise r DL
 Waist de ad load
 Landing de ad load
 mome nt analysis
Find the max bending moment by using sectioning
 Shear force computation n

16. Lateral Load Analysis
• 1)Equivalent static (building code) analysis method is applied to
buildings whose response is not significantly affected by Contribution
from higher modes vibration
•
• 2) Dynamic Analysis method shall be applied; to all type of building.
 Therefore our building is analyzed by static method of analysis since T1
=0.995sec <2sec and our building is regular in elevation even if it has
some irregularity in plan.
 Determination of base shear
 Calculation se lf we ight of the building , ce nte r of mass Xm and Ym for
all floor
 Distribution of base shear
 center of stiffness is the point where the stiffness or strength of the
floors is concentrated
 Determination center of stiffness ( Xs& Ys) for column and beam

17. Wind load (the simple procedure)
Wind Pressure: The external and internal wind pressures are
given as:
We = qref Ce (ze )cpe
Wi = qref Ce (zi )cpi
• Where: We and Wi are the external and internal pressures;
Ce(ze ) and Ce(zi ) are the external and internal exposure
coefficients;
Cpe and Cpi are the external and internal pressure
coefficients.
• The design wind pressure that is used to establish the wind load on a
structure is directly related to reference velocity pressure (qref) and is given
by:

18. FRAME ANALYIS
• Modelling for 3D Frame Analysis Using SAP v.14.0.0
 Step 1: Plot Grid Coordinates
 Step 2: Define Material
 Step 3: Define Frame Section
 We define six types of Frame Section those are
• circular Column (35 cm dia),
• Column (30x30 cm),
• Grade Beam (40x40 cm),
• Floor Beam (40x25),
• Top Tie Beam (25x25),
• footing column (40 x 40cm)
• - These frame section has the C-25 material and S-300 rebar defined in
step 1

19. Con-----
 Step 4: Draw the different Structural Members
Using the grid System Draw the structural Members
with their Defined Frame Section Properties.
It includes assignment of Restraints
Step 6: Analysis

20. • Beams should be design in such a way that they can carry their own
weight in addition to transferring the load from slabs or roofs (in top tie
beams) to the column without excessive deflection due to moment or
cracks from shear force.
•
• · We have the following given dimensions
• . Top tie beam-25cm*25cm
• . floor beam-40cm*25cm
• . Grade beam-40cm*40cm
• · Material Data
• C-25
• S-300
• Class-I work
Beam Analysis and Design

21. Beam analysis & design for flexure
• Determination of depth for deflection
• Checking with maximum Le=6560 mm two way slab
• Using maximum Le=1200mm for cant liver
• Shear Design for beam
• Generally shear reinforcement in beams are in the form of vertical
stirrups spaced at varying intervals along the axis of the beam
which depends on the shear force requirement the stirrups are
usually small diameter bars commonly formed to fit around the main
longitudinal rebar
• Maximum spacing
• Case-1 for design shear, Vsd less than Vc we provide maximum spacing

22. COLUMN ANALYSIS &DESIGN
• Columns are designed so as to transfer the load from beams and
slabs (in flat slab) down to the foundation without buckling or
crashing.
 In the design of column we used
• •Effective length Le (effective length of the isolated element)
• •Least lateral dimension
 •Slenderness ratio (ratio of Le and least lateral dimension) Before
designing an isolated column, the column should be checked
whether it is
• . Sway or non-Sway
• . Short or long (slenderness

23. Design procedures for column
• Assumption; Cover=25mm
• Shape of column=Square Isolated columns
• Taking result from sap
 non- sway sufficiently stiff to neglect any additional internal reactions
arising from horizontal displacement of its nodes
 sway(The effects of the horizontal displacements of its nodes shell
be taken in to account .)
 A frame may be classified as non-sway for a given load case if the
critical load ratio N sd/Ncr for that load case satisfies the criterion:
• Nsd/Ncr < 0.1 Where:
• Nsd is the design value of the total vertical load
• Ncr is its critical value for failure in a sway mode

24. ISOLATED FOOTING DESIGN
• Isolated or spread footings: can be a square,
rectangular or circular in shape depending on the
relative magnitude of the moments Mx and My
from the superstructure (square or rectangular
footings), and the shape of the superstructure to
be supported
General Procedure for the Des ign of
Concentrically Loaded
• a) Find Pu = 1.3DL + 1.6LL (Self wt. and backfill
usually absent).

25. Con--
a)Determine B and L of footing;A=(DL+LL)/qa
for a unique solution, B or L is fixed
c) Find qu = Pu ( ultimate bearing pressure beneath footing )
BL
• d) Assume trial effective depth, d, of footing
for determination of flexural reinforcement.
e) Check d for punching shear and wide
beam shear.

26. f) If step (v) is not fulfilled increase d and
repeat starting from step (iv).
g) Calculate the anchorage length and
reinforcement distribution.
h) Select the appropriate dowels based on
the anchorage length and lap length.
i) Complete a design drawing
showing all details (footing dimensions,
reinforcement size, spacing cover, etc.)

27. Grouping footing
To reduce the number of footing to be
analyzed and designed we categorize to
column load with the gap of 300KN
depending on un factored load from super
structure

28. BILL OF QUANTITY
 SUPER STRUCTURE
• CONCRETE WORK for GF,all floor
• FORM WORK
• REINFORCEMENT
• BLOCK WORK
• ROOFING
• Doors and steel
• STRUCTURE STEEL WORK
• FINISHING
• PAINTING
• GLAZING

36. .

39. Determination of seismic load
Building is designed to satisfy certain basic structural and
functional requirements.
Thus, the designed structure should be strongly enough to
withstand all lateral loads without excessive deformation
or deflection.
The lateral force resisting system is frame.
The lateral load due to earth quake and wind load shall be
calculated and compared so that the maximum of the two
is taken for design.

40. DETERMINATION OF CENTER OF MASS
 An earthquake induced lateral forces are
proportional to the mass of the floor
The resultant force due to the earth quake passes
through the center of mass of the floor.
In order to determine the center of mass of the
building, the total weight of the building should be
determined.

41. CENTER OF STIFFNESS
The center of stiffness was determined using D- value method.
The center of stiffness is determined as follow:
I. The stiffness of all frame elements
II. Then the D-value of the frame elements.
III. The D-value of each floor
IV. The center of stiffness.

42. Determination of base and storey shear
 Base shear (Fb)
 The seismic base shear force (Fb) for each main direction is
determined as
Fb = Sd(T1)*W1
where
Sd(T1) → is the ordinate of design spectrum at period
T1 → is fundamental period of vibration of the structure
for transitional motion in the direction considered.
W → is seismic dead load computed
W = G + Ψ*QK, where G is the characteristics dead load.
QK is the characteristics live load.
Ψ is live load incidence factor.

43. BEAM DESIGN
The following representative beams are
designed:
The beam along axis 2-2 in the first floor,
The girder for ribbed slab in axis F-F on third floor
The intermediate beam in axis E-E on second
floor.
The curved beam in axis 3-3 on second floor

44. DESIGN PROCEDURES FOR BEAM
 Check depth for flexure,
 Check the section capacity for single or double
reinforcement.
 If M < Muc the section is singly reinforced
 Check for T section at span
 Design for shear
For shear less than the concrete shear capacity
(Vc), only minimum shear reinforcement is
provided
Reinforcement detail

45. DESIGN PROCEDURES FOR CURVED BEAM
Design for flexure
Check T-beam section
Design for shear and torsion
Torsion resistance of concrete
Limiting torsion
Limiting shear
Shear resistance of concrete
Reinforcement
Shear reinforcement
Torsion reinforcement

46. PROCEDURES FOR COLUMN DESIGN
 BMD & SFD are obtained from sap result
 Determine the effective length (le)
 Determine the total eccentricity
 Determine area of main reinforcement using chart
from EBCS
 Lateral reinforcement
 Reinforcement detail

47. DESIGN OF FOUNDATION
To determine the type of foundation, proportioning
of footing pad is made for several columns.
Soil medium is assumed to be stiff clay
Generally to choose the type of foundation the major
factors are:
function of the structure,
the type of load it must carry,
subsurface condition & cost.

48. DESIGN OF ISOLATED FOOTINGS
Area proportioning
Depth determination:
check punching shear
Check wide beam shear
Detail of footing reinforcement

49. DESIGN OF COMBINED FOOTING
Combined footing is provided for columns under the
staircase
The shape of footing, to be rectangular or trapezoidal
depends on loads from the columns
Since the loading is similar it is rectangular.
The design step is the same to isolated footing.
Reinforcement detail

50. DESIGN OF RETAINING WALL
 Retaining walls are commonly used to hold back or support
soil banks.
 It is economical to use gravity retaining wall; for a height less
than 5m.
 Effective drainage should be provided at surface.
 Weep holes or weepers are provided.

51. RETAINING WALL
 Check the stability against
Bearing.
Sliding.
Over turning

52. CONCLUSION
Final year project enables students to search and to learn more
than what have been discussed through the class discussion.
It also helps the students to summarize what have been learnt
during their study.
It develops the habit of working in teams, understanding with
each other and develop good interaction with those who are
above them in knowledge and experience.
Doing this project enables us to develop self confidence up on
what we learnt in class and introduce us with the works that
are done in the design office.

53. LIMITATION
During the project time there are a lot of constraints that we
faced. Some of them are:
Shortage of time
Lack of reference materials
The shortage of electric power supply.
Absence of strong motivation from the surrounding for
practical projects to be implemented

54. RECOMMENDATION
 It may be better if the students know the title of their project at
the end of first semester so that everybody prepares itself for
the project during the second semester.
 To accomplish all the required components of the building or
designed project successfully, the full second semester might
give for project.
 In order to have general understanding about the procedures
and preparation of the project, the department should give
orientation for the students.

55. Cont…
So as to do the project which gives benefits for
the society, the department should proposed
some titles with the collaboration of the town
municipality.
To make the students rich in information, there
should be internet access in the computer
room.

56. Cont…
To alleviate the power interruption the faculty,
Technology, may have its own source of
electric supply (generator), to use on the day of
light absence

57. Structural planning is the first step of
structural design.it contains
layout of each floor with dimensions
Layout of roof with dimensions
Layout of staircases and its dimension
Function of each panel
position of beams with dimensions
Position of column with dimensions.