it was our final presentation about structural analysis and design course

1. STRUCTURAL ANALYSIS AND
DESIGN
(SESSIONAL III)
CE 412

2. TOPICS COVERED.
1.STRUCTURAL ANALYSIS AND DESIGN OF 10 STORIED RESIDENTIAL BUILDING.
a)Creating ETABs model.
b)Design of beam.
c)Design of slab.
d)Design of stair.
e)Design of column and foundation.
2.DESIGN OF BALANCED CANTILEVER BRIDGE.
a)Design of slab.
b)Design of girder.
c)Design of articulation.

3. 1.STRUCTURAL ANALYSIS
AND DESIGN OF 10 STORIED
BUILDING.

4. a) CREATING
MODEL OF A
RESIDENTIAL
BUILDING IN
ETABS.

5. GRID SYSTEM AND STORY
INFORMATION.

7. DEFINE
MATERIALS
PROPERTIES

8. For slab f’c=3000psi
For beam and column f’c=4000psi

9. DEFINE
SECTION
PROPERTIES

10. FRAME
PROPERTIES
SLAB
PROPERTIES
WALL
PROPERTIES

11. DRAWING
BEAM,COLUMN AND SLAB

13. DEFINE LOAD PATTERNS.

14. 1.DEAD. (SELF WEIGHT)
2.LIVE.
3.FLOOR FINISH. (10.4 lb/ft^2 on slab )
4.CEILING PLASTER. (6 lb/ft^2 on slab)
5.EXTERNAL WALL. (0.514 Kip/ft on external beam)
6.PARTITION WALL. (105 lb/ft^2 on slab)
7.PARAPET WALL. (0.19 Kip/ft on external beam of roof)
8.FLOOR LL. (41.78 lb/ft^2 on floor slab)
9.ROOF LL. (60.581 lb/ft^2 on roof slab)
10.STAIR LL.(100.27 lb/ft^2 on waist slab and stair slab)
11.Eqx eqy.
12.Windx and windy.
BNBC-2020 PAGE 533

15. Partition wall volume=length*height*width.
Partition wall load=volume*brick density(=18.9 pcf)
Shell load =
𝑝𝑎𝑟𝑡𝑖𝑡𝑖𝑜𝑛 𝑤𝑎𝑙𝑙 𝑙𝑜𝑎𝑑
𝑠𝑙𝑎𝑏 𝑎𝑟𝑒𝑎
CALCULATING PARTITION WALL LOAD AS SHELL LOAD.

16. Earthquake load.(BNBC-2020)
ZONE FACTOR=0.28 (PAGE 617)
SITE COEFFICIENT=1.15(PAGE 611,619)
IMPORTANCE FACTOR=1(PAGE 483,619)
TIME PERIOD,(PAGE 630,631)
SEISMIC DESIGN CATEGORY-D(PAGE 620)
T=Ct(hn)m
hn=34.45 m
CT=0.0466
m=0.9 Concrete moment resisting frame
RW=7(special reinforced concrete shear wall)
page626

17. WIND load.(BNBC-2020)
Fundamental frequency=
1
𝑡𝑖𝑚𝑒 𝑝𝑒𝑟𝑖𝑜𝑑
=0.88<1
Therefore,semi rigid diaphragm.(page 517)
Wind speed=179.2 mph(page 603)
Exposure =A(UBC –B) (page 554)
WW cof,Cq=0.8
LW cof.Cq=0.5(L/B ratio)
Direction angle=0 for windx
Direction angle =90 for windy
Page 574

18. STIFFNESS
MODIFIERS

19. • Stiffness modifiers
are factors to
increase of decrease
cross sectional
properties.
• Lesser stiffness
means more flexible.
• STRONG COLUMN ,
WEAK BEAM
APPROACH.

20. AUTO MESH

21. AutoMesh in ETABS is a
feature that automatically
generates finite element
mesh for a structural model.
The finite element mesh is
used to discretize the
structure into smaller
elements, making it easier
to analyze and design.
Improve the accuracy
of structural analysis and
design.
Can be done for both shell and frame.

22. MASS SOURCE

23. It is used for calculating
base shear.
Dead load is considered
100%
LL>3KN/m^2 50%
LL<3KN/m^2 25%
LL=3KN/m^2 25%

24. LOAD COMBINATION

25. 1.1.4(D+F)
2.1.2(D+F+T)+1.6(L+H)+0.5(Lr or R)
3.1.2D+1.6(Lr or R)+(L or 0.8W)
4.1.2D+1.6W+L+0.5(Lr or R)
5.1.2D+E+L
6.0.9D+1.6W+1.6H
7.0.9D+E+1.6H
BNBC 2020 PAGE 688,526

27. b) DESIGN OF BEAM.

28. Data Required
Here,we take a floor beam(BC 12”*18”) at
2nd story roof to design
Given specifications are followed:
f’c = 4000 psi,
Fy = 60,000 psi
Beam width,bw = 12”
Beam depth,h = 18”

29. Data Required From Etabs
Beam B2 CD (12”*18”)
at 2nd story Roof
M(+ve) = 59.2615
Kip.ft
M(-ve) = -159.7282
Kip.ft

30. Design Procedure
1. Preliminary sizing of beam(effective
flange width,bw,d)
2. Structural analysis of the beam
3. Selection of concrete cover
4. Flexural Design(bending moment
resistance)
5. Shear and torsional reinforcement
design
6. Curtailment and anchorage
7. Detailing sketches

31. Result
Required steel from calculation:
 As(+ve)=0.886 square inch at midspan where steel should
be provided at
bottom layer of the beam(as tension zone at bottom)
 As(-ve)=2.596 square inch at support where steel should be
provided at
top layer of the beam(as tension zone at top)
 Since Vu<pi vc,Concrete is enough to take shear.
 However,minimum steel should be provided as per ACI code
 Torsional reinforcement can be provided to prevent primary
torsion effect.

32. Result

33. Result
Longitudinal reinforcing details (ETABS) Shear plus torsion reinforcing details(ETABS)

34. Beam REINFORCEMENT
DETAIL

35. c) DESIGN OF SLAB

36. Uniform Slab
Load From Etabs
Assignment
To Get the slab
Load for which it to be
designed.

37. Moment Coefficient Method
ACI Moment Coefficients for Two way
Slab Design

38. Moment Coefficient Method
ACI Moment Coefficients for Two way Slab Design

39. SlaB Reinforcement Detail

40. d) DESIGN OF STAIR

41. Uniform Stair
Load From Etabs
Assignment
To Get the Stair
Load for which it to be
designed.

42. ProceDure
1. Determine thickness of waist slab
(Length of stair case / 28)
2. Determine the weight of one step, landing,
superimposed dead loads in (lb/ft.) to calculate dead
load for step and landing separately as well as the
factored load.
3. Using The loads calculate moment in order to get
required steel area separately for waist slab and laning.

43. Stair Reinforcement Detail

44. Stair Reinforcement Detail

45. e) DESIGN OF
COLUMN AND
FOUNDATION

46. LOAD CONTOUR METHOD
BIAXIAL BENDING

52. 2.DESIGN OF BALANCED
CANTILEVER BRIDGE.

53. a) DESIGN OF SLAB

54. LL= HS20
Wearing surface= 30 psf
f ‘c =3ksi
Fs=20ksi
WDL =0.105 Ksf
MDL=+- 0.213 kft
MLL=+-2.6kft
I=0.3
MMP=+-0.78 kft
MT=+-3.593 kft

55. b) DESIGN OF
GIRDER.

56. DEAD LOAD SHEAR FORCE AND BENDING MOMENT
2.6L=375 ft
L=144.231ft
Girder depth
variation L/2 at start
to (L/2)+(70-
80%)(L/2) at support.

58. LL ANALYSIS
(USING INFLUENCE LINE)

59. DESIGN SHEAR
AND MOMENT

60. DESIGN FOR SHEAR

61. DESIGN FOR FLEXURE

63. THE END