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1. Hello

2. Debre Tabor University
Faculty of Technology
Civil Engineering Department
Project: Integrated Civil Engineering Design
Section-3_ Group-10
Students’ Name Id No.
1. Mebratu Demelas 1250/06
2. Nahom Balcha 1499/06
3. Rohobot Shimeles 1594/06
4. Taye Ayenew 1819/06
5. Wasie Adisie 1977/06
Date: 23/05/2010 E.C.

3. Introduction:
Integrated Civil Engineering Design is a course in
which we students be able to experience real life
engineering problem solving, design, team work,
project execution and management that is combined
through our project.
Project Description:
Purpose:- G+1 residential building.
Location:- Debre Tabor, Ethiopia.

4. Objectives:
 Uses to encourage the students’ imagination and
ingenuity.
 Creates coordination between the department and
students.
 Uses to encompass and over review many of the
areas within civil engineering. E.g.:- Theory of
Structure-1 & 2, RCC-1 & 2, SD, Steel and Timber.
 It helps us in tackling problems that we will face in
thesis.

5. Aim and Scope:
Target:
 To insure that the structure will perform satisfactorily
during its design life.
 Using economical measures.
Limitations:
 Time shortage
 Overlapping of other courses project

6. Methodology:
The method we have used to design this
project is Limit State Method.
Limit State Method:- according to this method of
design a structure be fit to perform us function
satisfactorily during its life span.
The condition or the state at which the
structure or a part of structure becomes unfit for its
users is called limit state.

7. Discussion:
Assumptions:
 Lateral load analysis are neglected.
 Wind load
 Seismic load
A. Concrete
Concrete grade=25MPa
Unit weight= 25 kN/m3[EBCS -1: Table 2.1]
gc= 1.5 for Class-1 work[EBCS-2: Table 3.1]
Chx. cylindrical compressive strength for C-25[EBCS-2: Table 2.3]
Fck=25/1.25=20MPa
Chx. tensile strength
Fctk=[0.21*(fck)2/3]/gc =1.55MPa

8. Continued…
The design strength of concrete is
defined by:
(a) In compression:
fcd=0.85fck/gc
(b) In tension:
fctd=Fctk/ gc
I. In compression
fcd=0.85*20/1.5=11.33MPa[EBCS-2: eq 3.4]
Where:- 0.85=Effect of duration of loading factor.

9. Continued…
B. Steel
Steel grade= S-300
Partial safety factor=1.15
Yield strength for Class-1 work
Fyk=300MPa
Fyd=300/1.15=260.87MPa [EBCS-1 eq 3]
C. Design loads
Pd=1.3DL+1.6LL [EBCS-1: eq 1.1]
1.3=Partial safety factor for dead load, DL
1.6=Partial safety factor for live load, LL

10. Roof Analysis and Design:
Wind load analysis and design:
Wind is a moving air which in-turn posses energy and kinetic energy
should be resisted by using appropriate design for different kind of
structural element likes roofs and walls.
Analysis and design of duo-pitch roof
Design procedure of roof:
1. Calculation of wind pressure on the roof
Θ=00 and Θ=900
2. Analysis and lattice purlin
2.1 Calculation of load on lattice purlin
2.1.1 Determination of purlin spacing
2.1.2 determination of load on purlin
2.1.3 Determination of total design load on purlin
Pd= 1.3DL+1.6LL

11. Slab Analysis and Design:
1. Panel identification
 One way(Ly/Lx≥2)
 Two way(Ly/Lx<2)
2. Depth competition for deflection
d≥(0.4+0.6fyk/400)Le/ba
Total slab depth, D=d+15mm+10mm/2 (For constrn. workability and
uniformity)
N.B.:- The governing depth is maximum depth.
3. Calculation of load on the slab
The slab is loaded with both DL & LL.
DL=Slab self wt.+floor finish+cement screed+plastering+partition wall.
LL is taken from EBCS based on function of slab.

12. Continued…
4. Moment calculation
4.1 Moment calculation for two way slab
We used coefficient method and moment
distribution method. For first floor the support and span
moments are calculated as:
Mi=aiPdLx
2
4.2 Moment calculation for one way slab
Support moment, M=WL2/12
Mid-span moment, M=WL2/24

13. Continued…
4.3 Moment calculation for cantilever slab
Support moment, Mxs=WL2/2
5. Moment adjustment
5.1 Support moment adjustment
From EBCS-2:1995 2 methods of moment adjustment are
there.
Case-1: If DMsupp<20%; Use simple arithmetic average method
Case-2: if DMsupp>20%; Use moment distribution method
5.2 Span moment adjustment
DMxf=CxDM
DMyf=CyDM
Adjusted field moment: DMxf=Mxf+(CxDM)
Dmyf=Myf+(CyDM)

14. Continued…
6. Check depth of slab for flexure
Considering adjusted Mmax:
dreq=√(Mmax/0.2952*b*fcd)…b=1meter
dprovide=D-Cover-Φm/2
If dreq<dprovide… Safe against flexure.
7. Reinforcement calculation for first floor slab
ρ={1- √ [1-(2Mu/bd2fcd]}fcd/fyd
Ast=ρ*b*d
Asmin=ρmin*b*d
ρmin=0.5/fyk
Spacing, S=b*as/Ast
Smax=400mm

15. Continued…
8. Load transfer to beam
Design load on beams supporting solid slabs
spanning in 2-directions at right angle can be
computed by using:
Vx= bVxPdLx
Vy= bVyPdLx

16. Continued…
This transferred load from slab to beam will
be distributed along 75% of total length of beam,
so that we should have to determine the
equivalent distributed load over the whole span
of beam.
Therefore, in order to determine the
equivalent load we should have to multiply it by
0.914 for the calculated shear forces form each
panels.

17. Frame Analysis:
 We analyzed the frame using Kani’s Method.
 For analysis we take an axis which have
maximum load.

18. Beam Design:
We design beams for both flexure and shear
Beam Design for Flexure
Design steps:-
1.Depth determination for deflection
2. Check depth for flexure
d≥(0.4+0.6fyk/400)Le/ba
D=d+cover+Φm/2+Φs
If Dreq<Dprovide, then the depth is safe against
deflection.
Le=Span length of the beam
ba=24 for end span, and ba=28 for intermidiate span
3.Reinforcement calculation

19. Continued…
Beam design for shear:
There are three cases while providing shear reinforcement.
Case-1: When VC > VSD
Where:- VC=is shear capacity of the section (shear resistance of
the section)
VSD= is the critical shear obtained at a distance d (effective
depth of beam section) from the face of the support having
that shear.
If VC>VSD… (provide nominal or minimum reinforcement).

20. Continued…
Case-2: When VC < VSD < VRD.
We provide spacing given by;
S =(AstVfyd(D-D’)/VS
Where:- VS = VSD – vc(is the shear resistance
capacity of steel)
Case-3: When VSD > VRD.
Where:- VRD is an ultimate shear resistance of
concrete section.
If VSD >VRD… (section must be changed).

21. Column Design:
1. Check for slenderness ratio:
𝝀 =
L 𝒆
Lateral dimension
Where:- Le=0.5L0
L0=Clear height of column=3 meters
If 𝝀 ≤ 12 … Short column
If 𝝀 > 12 … Long column
Our column is short.

22. Continued…
2. Design moment
A. Moment due to imperfection
Msd= etot*Pu
ea=
𝐿𝑒
300
≥ 20𝑚
eto t= e01+ea
B. First order moment
MO1, MO2
MO= 0.4Mo2
MO =0.6MO2+0.4MO1
C. Second order moment
Second order effect need not be considered if column is
determined as short column.
MD= MA+ MO+M2

23. Continued…
3. Reinforcement design
Using equations
Area of reinforcement assumed to be is in between:
Asmin=0.008Ac
Asmax=0.08Ac
Lateral reinforcement for columns
A. Concrete shear resistance
VRD =0.25fcd*bw*d =0.25*fcd*Ac

24. Continued…
B. Shear capacity carried by concrete, Vc:
Vc=0.25fctdk1k2bwd
VSD (SUPPORT)
FOR VC>VSD (provide nominal reinforcement)
FOR VC<VSD (provide shear reinforcement)
Bar diameter ≥ 6 mm, O𝑟
ɸ
4
.
Maximum spacing, Smax ≤
𝟏𝟐𝐦𝐦ɸ
𝒃
𝟑𝟎𝟎𝒎𝒎
whichever is minimum.

25. Staircase Analysis and Design:
Parameters:
• Length of landing
• Width of stair
• Width of each flight
• Surface finishing materials
• 20cm thick terrazzo finish material
• 30cm thick cement screed beddings for both the riser and going
• Length of going
• Height of riser
• Degree of inclination

26. Continued…
Design Procedures:
1. Depth determination
2.Design load calculation
3.Check depth for flexure
4.Reinforcement calculation
as =ρbd
Where:- ρ={1- √ [1-(2mu/bd2fcd]}fcd/fyd

27. Foundation Design:
 Shallow foundation
 As per the provisions of EBCS-2, 1995and EBCS-7, 1995 isolated footing can
be designed.
Design Procedures:
 Pu, Mx, My, ex, ey.
 Design eccentricity.
 𝑒𝑥 =
𝑀𝑦
𝑃𝑢
 𝑒𝑦 =
𝑀𝑥
𝑃𝑢
 Allowable bearing capacity of soils is 250KPa because site area is around Debre
Tabor.
By assuming the footing as square:
Sides B=L
𝜎𝑚𝑎𝑥 =
𝑃u
𝐵𝐿
(1 +
6𝑒𝑥
𝐵
+
6𝑒𝑦
𝐿
)
Where:- 𝜎𝑚𝑎𝑥 =
1
2
𝑏𝑒𝑎𝑟𝑖𝑛𝑔 𝑐𝑎𝑝𝑎𝑐𝑖𝑡𝑦 𝑜𝑓 𝑠𝑜𝑖𝑙
Using trial and error ‘B’ will be determined .
 Moment analysis
 Reinforcement calculation

28. Conclusion:
This project has a big role in bringing a
qualified professional engineer.
It plays a great role in providing and mitigating
ways for preparation for thesis.
We have able to manage applying different
courses’ knowledge in one.

29. Recommendation:
The supervision of the project in the site and
construction materials should be checked by skillful
engineer.
A great care should be given to the
supervision of structural parts, especially for roof
and slabs.

30. Thank you!
Now you are welcomed
to raise questions…