Structural design of a G+6 building @ Mekelle as senior project
Table of contents
Table of contents ........................................................................................................................ i
Acknowledgement ..................................................................................................................... i
Abstract ..................................................................................................................................... ii
INTRODUCTION .................................................................................................................... 1
Chapter-I ................................................................................................................................... 2
1. Wind load analysis and design .............................................................................................. 2
1.1 Roof analysis and design ................................................................................................ 2
a) Roof1 ............................................................................................................................ 3
1.20 Wind pressure ............................................................................................................... 4
1.2.1 External wind pressure ............................................................................................. 4
1.2.2 Internal wind pressures ........................................................................................... 6
b) Roof – 2 ........................................................................................................................ 8
Wind pressure ................................................................................................................... 8
1.3 Transfer of wind loads to purlins .................................................................................. 10
1.3.1 Load combinations ................................................................................................. 10
1.4 Design of purlin ............................................................................................................ 12
1.4.1 Design actions ........................................................................................................ 12
1.4.2 Sectional properties ................................................................................................ 12
A. check for deflection .................................................................................................... 12
B. check for deflection .................................................................................................... 13
C. check for shear ........................................................................................................... 13
D. check for bearing (compression perpendicular to grain) ........................................... 13
E. check for lateral deflection ......................................................................................... 14
1.5 Truss analysis and design.............................................................................................. 14
1.5.1 Loading .................................................................................................................. 14
A. Reaction forces ........................................................................................................... 14
B. self weight .................................................................................................................. 14
1.5.2 Truss analysis ......................................................................................................... 16
1.5.3 Analysis results ...................................................................................................... 17
1.6 Design of truss members ............................................................................................... 18
A. rafter ........................................................................................................................... 18
B. horizontal chord.......................................................................................................... 18
C. Vertical members ....................................................................................................... 18
1.7 Wind load on flat slabs ................................................................................................. 19
1.7.1Flat slab for G+1 floor ............................................................................................ 19
wind pressure .................................................................................................................. 19
1.7.2 Flat slab @ +25.7 level .......................................................................................... 20
Chapter-2................................................................................................................................. 22
2.1 Slab analysis and design ................................................................................................... 22
1. Depth for deflection ........................................................................................................ 22
2. Loading ........................................................................................................................... 22
3. Analysis........................................................................................................................... 22
4. Moment Adjustments ...................................................................................................... 23
4.1 support adjustment .................................................................................................... 23
4.2 span adjustment ......................................................................................................... 23
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Structural design of a G+6 building @ Mekelle as senior project
5. Load transfer to frames ................................................................................................... 23
1. Mezzanine@3.00m ......................................................................................................... 24
2.0 Mezzanine@3.60 .......................................................................................................... 28
3. First floor slab ................................................................................................................. 33
4.0 Second floor slab........................................................................................................... 42
5.0 Third, fourth, and fifth floor slabs ................................................................................ 48
6.0 6th floor level ................................................................................................................ 54
7.0 slab around the lift shaft -one way slab ........................................................................ 60
9.Flat roof for the stair case cover ...................................................................................... 61
10 Reinforcement bars for the slabs.................................................................................... 62
11.0 Bar cutoff and bar splices (slabs) ................................................................................ 67
12.0 Lap length ................................................................................................................... 67
2.2 Stair case analysis and design ....................................................................................... 69
A. stair 1 .......................................................................................................................... 69
B. stair 2 .......................................................................................................................... 69
C. stair 3 .......................................................................................................................... 70
Chapter 3 ................................................................................................................................. 74
Earth quake analysis ............................................................................................................... 74
3.1 Determination of design earth quake force ................................................................... 74
3.2 Calculations center of mass and center of stiffness ...................................................... 75
3.2.1 Roof level ............................................................................................................... 75
3.2.2 6th floor level .......................................................................................................... 76
3.2.3 2nd , 3rd ,4th & 5th floor levels ................................................................................ 79
3.2.4 First floor level ....................................................................................................... 82
3.2.5 Mezzanine levels ................................................................................................... 86
3.2.6 Ground floor level ................................................................................................ 89
3.2.7 Foundation ............................................................................................................. 91
3.3 Determination of the center of mass ............................................................................ 92
3.4 Distribution of base shear over height of a building ..................................................... 93
3.5 Determination of the center of stiffness ........................................................................ 93
3.5.1 Determination of D-values of frames .................................................................... 93
3.6 Computation of direct shear forces, Qi ....................................................................... 119
3.7 Shear correction factors for torsion........................................................................... 123
3.8 Final total lateral forces .............................................................................................. 127
3.9 the Later loads ............................................................................................................. 129
Chapter 4 ............................................................................................................................... 141
Beam and column analysis and design ................................................................................. 141
4.1 Beam design and analysis for flexure ......................................................................... 141
4.1.1 Design information .............................................................................................. 141
4.1.2 Depth for deflection ............................................................................................. 142
4.1.3 Checking the section for flexure using design chart ............................................ 142
4.2 Design of beams for shear and torsion ........................................................................ 151
4.2.1 Shear design ......................................................................................................... 151
4.2.2 Torsion design ...................................................................................................... 151
4.2.3 Combined actions................................................................................................. 152
4.3. Shear and torsion reinforcement ................................................................................ 153
4.3.1 Shear reinforcement ............................................................................................. 154
4.3.2 Torsion ................................................................................................................. 159
4.3.1 Shear reinforcement ............................................................................................. 165
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Structural design of a G+6 building @ Mekelle as senior project
4.4 Anchorage length and laps for beams ......................................................................... 166
4.5 Column analysis and design........................................................................................ 169
4.5.1 Design procedures ................................................................................................ 169
4.5.2 Determination of the effective length .................................................................. 172
4.5.3 Check for sway mode........................................................................................... 173
4.5.4 Check slenderness ratio........................................................................................ 174
4.5.5 Check for long or short column condition and consideration of the second order
effects. ........................................................................................................................... 174
4.5.6 Determination of the total eccentricity. ............................................................... 175
4.5.7 Reinforcement bars determination ....................................................................... 178
4.5.8 Transverse bars for columns ................................................................................ 178
4.5.9 Lap length for columns ........................................................................................ 179
CHAPTER 5 ......................................................................................................................... 180
5. Foundation design ............................................................................................................. 180
5.1 Loading ....................................................................................................................... 180
5.2 Proportioning of footing ............................................................................................. 180
5.3 Depth determination.................................................................................................... 181
5.3.1 Punching shear ................................................................................................... 181
5.4 Reinforcement ............................................................................................................. 185
5.4.3 Development length ............................................................................................. 187
Conclusion and recommendation .......................................................................................... 188
Sap 2000 results for selected axes ........................................................................................ 189
A) for columns on the selected axis .............................................................................. 189
B) for beams on selected axis ....................................................................................... 194
Reference materials ............................................................................................................... 199
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Structural design of a G+6 building @ Mekelle as senior project
Acknowledgement
First, we would like to express our heartfelt thanks and gratitude to our advisor
Ato Yonas Teklehaimanot (Msc.) for he gave us fundamental project work on the
structural design of a G+six building. We also want to thank him for his dedication
and time devotion on guiding us how to proceed and for his uninterrupted advice during
the progress of the project work. Our work could have been in vain in his absence.
We have also grasped a good exposure of the practical world during the course of his
advice.
We are also thankful to Mohammed Abdela and Girum Yimer for their
willingness to give us their office where we did our project.
Finally, we are indebted to the department of civil engineering on providing us the
necessary materials and computer rooms to accomplish our project in advance and
properly.
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Structural design of a G+6 building @ Mekelle as senior project
Abstract
This project deals about the structural analysis and design of a G+6 building considering all
the external and external effects according to EBCS, 1995. It has five chapters and the
contents and the duties accomplished in each chapter is explained below.
The first chapter deals about the wind load analysis and design on roofs and flat slabs. The
external wind pressure coming from different directions were collected and transferred to
frames according to EBCS, 1995.We divided the roof of the building into two parts and each
of its truss members made of timber were designed as elopements resisting axial forces.
The second chapter focuses on the analysis and design of slabs and staircases. All the slabs
are solids and two-way slabs. The depths of all the slabs are made the same for construction
simplicity and reinforcement of each is determined using EBCS2, 1995.
The third chapter is about the calculation of lateral forces particularly earthquakes loads.
The weight of the building was computed by considering all elements from small to large.
The centre of mass and centre of stiffness were computed by assuming preliminary sections.
Finally, by accounting the tensional effects, the lateral forces were distributed to each floor
and subsequently to frame joints according to their stiffness.
The fourth chapter deals on the analysis and design of the frame of the structure. It was
analyzed using SAP2000 as space frame taking five combinations for the existing lateral and
vertical loads. Therefore, the beams and columns were designed using the loads obtained
from analysis by taking the worst effect.
Finally, the last chapter focuses on foundation design of the structure. We took the design
bearing capacity of the weathered rock from EBCS-7 recommended for different soils and
rocks. It was designed as square footing by considering two worst load combinations to
support and safely distribute all the actions coming from the super structure.
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Structural design of a G+6 building @ Mekelle as senior project
INTRODUCTION
Building structures are solids, which are composed of architectural and structural parts. The
structural part of the building supports the body of the building preventing it from any
collapse or failure. Therefore, structural design involves the determination of the different
sections of the skeletal part of the building to make it stable and sustainable through out its
design life.
A structural design is executed in such a way that the building will remain fit with
appropriate degrees of reliability and in an economic way. It should sustain all the actions
and influences during execution and use. Therefore, structural design focuses on structural
safety and serviceability with due durability. It must also optimize the cost expended in
building the structure and maintenance.
This structural design is executed based on the Ethiopian Building Code of Practice (EBCS)
prepared in 1995 E.C. This code follows the Limit State design approach. Limit state is a
state beyond which the structure no longer satisfies the design performance requirements. It
consists of two states namely Ultimate Limit and serviceability Limit states. Ultimate Limit
states are conditions related with collapse or states prior to structural failure. Its main concern
is the safety of structure and people. Serviceability Limit states are those associated to
conditions beyond which a structure does not accomplish specified service requirements. It is
mainly concerned about the function of construction works, comfort of people, and
appearance.
The prime objective of design is structural safety and serviceability. Incase the structure fails,
it must be in such a way it will minimize risks and casualty. It must extend the time for
evacuation of people inside a building. This requirement of structural design is accomplished
by the principle called ductility. Ductility allows yielding of steel reinforcement prior to the
collapse of the building. Yielding of steel bars warns the start of failure of a structure or its
part. Therefore, structures are designed to be under reinforced by certain percent to assure
ductility mode of failure if it happens.
This G+6 building is located in Mekelle city around Hawelti. The soil type is weathered rock
limestone. The building compartments consist of banks, restaurants, offices etc. Therefore, it
is designed according to EBCS 1 to 8, 1995 to fulfill the required functions and service of its
parts.
This structure is designed for 50 years design lifetime. Prior to designed, the structure was
analyzed as space frame using SAP2000 to collect all the actions for each structure. Finally,
the structural members such as roof, stairs, beams, columns, footings are designed using limit
state design approach stated in EBCS published in 1995.
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Structural design of a G+6 building @ Mekelle as senior project
Chapter-I
1. Wind load analysis and design
Wind as a moving air has an effect on effect on building structures. We use the knowledge of
fluid mechanics to understand the effect of wind on building structures. 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. Wind pressure act on areas of the surfaces
producing forces perpendicular to the surface of the structure or on individual cladding
components.
The effect of wind on structures is significant on light and dynamic structures. It does have
considerable effect on vertically standing walls, columns and beams etc. there fore; its effect
can be easily studied on roof structures such as truss structures and flat slabs. Therefore, our
analysis on wind load actions and its design will focus on roofs analysis and design and
calculation of wind forces on flat slabs.
Method of analysis
There are two methods for wind load analysis, namely, the quasi-static method and detailed
dynamic analysis. The former is applied to structures whose structural properties do not make
them susceptible to dynamic exaltation. The latter is applied to structures which are likely to
be susceptible to dynamic excitation.
The choice of the above two methods depends on the value of the structure of their dynamic
coefficient he dynamic coefficient depends on the type of structure, the height of the
structure and its breadth.
The quasi-static method is used for structures whose Cd value is less or equal to 1.2.
For our case the building variables are:

Height of building =25.7m

Width of building =13m
From figure 3.7 of EBCS-1, 1995, the value of the dynamic coefficient of this building is;
Cd=0.98.that is Cd<1.2 and height of the building is less than 200m, this implies that the
simple procedure of EBCS (quasi-static) method of analysis the appropriate method. This is
used for wind load analysis and roof design.
1.1 Roof analysis and design
The building is located in Mekelle city where there are some buildings around. Therefore
according to EBCS-1, 1995, it belongs to terrain category IV.
The variables for terrain category IV are:



Terrain factor, KT = 0.24
Minimum height, Zmin = 16m
Roughness length, Zo = 1m
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Structural design of a G+6 building @ Mekelle as senior project
The area where the building is going to be placed has an altitude of 2010m, for which its air
density is, ρ =0.94 Kg/m3 (table 3.1, EBCS-1, 1995).
Out of the different types of roofs, we selected a duo pitched roof with a pitch angle 150.
There are two directions of winds to the roof.
 Wind perpendicular to the ridge (θ=00).
 Wind parallel to the ridge (θ=900).
a) Roof1
A. Wind perpendicular (normal) to the ridge (θ=00).
1.7
24
Wind @ θ=0
Fig-1 wind direction @ θ=00
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1.20 Wind pressure
1.2.1 External wind pressure
Wind pressure is computed as:
We = qref Ce (Ze) Cpe (Ze)
Where: qref = reference mean wind velocity pressure
Ce (Ze) = exposure coefficient
Z= reference height defined in appendix A of EBCS-1, 1995
Cpe= external pressure coefficient, and

qref= V 2 ref
2
Where:
Vref is the reference wind velocity defined in section 3.7.2, ρ is the air density
The reference wind velocity is computed as
Vref = CDIR CTEMPCALTVref,o
Where:
Vref,0 is the basic volume of the wind velocity to be taken as 22m/s
VDIR is the direction factor to be taken as 1.0
CTEMP is the temporary (seasonal) factor to be taken as 1.0
CALT is the altitude factor as 1.0
Vref = 1*1*1*22=22m/s
qref = ½*0.94*222 = 227.5N/m2 =0.2275KN/m2
Pressure coefficients
A. For wind direction perpendicular to the ridge
F
H
J
I
G
F



b=13m
h=25.7m
d=12.5m
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Structural design of a G+6 building @ Mekelle as senior project
Ce(Z)=Cr2(Z) Ct2(Z)[1+7kT/ (Cr(Z) Ct(Z))]
Where Cr(Z) is the roughness coefficient as defined in section 3.8.3 of EBCS-1
Ct(Z) is the topographic coefficient as defined in section 3.8.4 of EBCS-1
-for our building no escarpments or hills are located around and therefore Ct(Z) =1.00
- the roughness coefficient at a height Z is defined by
Cr(Z)=KTln (Z/Z0)
for Zmin ≤Z≤200m
Cr(Z)= Cr (Zmin)
forZ≤Zmin
From above KT=0.24 Zo=1 Zmin=16m and Z=25.7 > Zmin
Therefore, Cr(Z)=KTln (Z/Z0) =0.78
Ce(Z)=Cr2(Z) Ct2(Z)[1+7kT/ (Cr(Z) Ct(Z))]=1.92
Dividing the roof into zones
To calculate the external and internal wind pressure coefficients, Cpe and Cpi, we divide the
roof into the following zones. The magnitude of the coefficients depends on the loaded area
of the roof. Different zones of the loaded area are subjected to different magnitude. The Cpe
values are denoted below
Cpe = Cpe, 1
A≤1m2
Cpe = Cpe, 1+ (Cpe, 10-Cpe, 1) logA
1m2<A<10m2
Cpe = Cpe, 10
A≥10m2
I. External pressure coefficient, Cpe
e = b or 2h (which ever is greater)
b = 13m & 2h = 2*25.7 = 51.4m
Therefore e = 13m
Area of each zone
F = 3.25*1.3 = 4.23m2<10 m2
G = 6.5*1.3 = 8.45m2<10 m2
J = 1.3*13 = 16.9m2>10 m2
I = 4.95*13 = 64.35m2>10 m2
H = 4.95*13 = 64.35m2>10 m2
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Structural design of a G+6 building @ Mekelle as senior project
From EBCS-1, 1995 table A4 there are two cases where the roof zones are subjected to wind
actions.
These are when zones F, G, H are subjected to pressure and suction.
Case I when Zones F, G, H subjected to suction
The Cpe, 1 and Cpe, 10 values for a roof of 150 inclinations is tabulated below
Table 1
Zone
F
G
H
I
Cpe
Cpe
Pressure
Cpe,
1
-2
Cpe,10 Cpe,1
-0.9
-1.3
0.2
-1.5
Cpe,1
0
-0.8
-0.85
0.2
J
Cpe,1 Cpe,10
Cpe,1
Cpe,10
Cpe,1
Cpe,10
-0.3
-0.4
-0.4
-1.5
-1.0
-0.3
-0.3
0.2
-0.4
-0.4
-1.0
-1.0
We = .2275*1.92*Cpe(ze) = 0.44Cpe KN/m2
1.2.2 Internal wind pressures
The pressure coefficients except the internal pressure coefficients are similar to the above
computations.
The fore Wi = 0.2275*1.92Cpi (zi).
For closed buildings with internal partitions and openings windows, the extreme values of
internal pressure coefficients are
Cpi = 0.8 for internal pressure
Cpi = -0.5 for internal suction
The net pressure for the roof is therefore is given by Wnet = We±Wi
The worst case for the roof will be when the internal wind action is pressure. That is when
Cpi = 0.8
Wnet = 0.44(Cpe-Cpi)
Table 2
Zone
F
G
H
I
J
Cpe
-1.3
-0.85
-0.3
-0.4
-1.0
Cpi
+0.8
+0.8
+0.8
+0.8
+0.8
Cpe- Cpi
-2.1
-1.65
-1.1
-1.2
-1.8
2
Wnet(KN/m ) -0.924
-0.726
-0.484
-0.528
-0.792
Case II) when zones F,G,H are subjected to pressure
In this case
Cpi=-0.5
Table 3
Zone
Cpe
Cpi
Cpe- Cpi
Wnet
, the worst effect will be when the internal wind action suction. That is when
F
0.2
-0.5
0.7
.31
G
0.2
-0.5
0.7
0.31
H
0.2
-0.5
0.7
0.31
I
-0.4
-0.5
0.1
0.04
J
-1.0
-0.5
-0.5
-0.22
As it can be seen from table 2 and 3, the greatest wind actions are :
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Structural design of a G+6 building @ Mekelle as senior project
The largest suction = -0.924KN/m2
The largest pressure = 0.31KN/m2
B. wind parallel to the ridge (θ=900)
For wind direction parallel to the ridge, the analysis is similar to wind perpendicular to the
ridge.
As usual dividing the roof into pressure zones.
F
H
wind((θ=900)
I
G
G
H
I
F
1.25m
5m
6.25m
b= 12.5m
h = 25.7m
e=b= 12.5 or 2h= 2*25.7=51.4 which ever is greater
Therefore e = 12.5m
Computing the corresponding pressure for each zone as in the steps followed above.
Table 4
Zone
F
G
H
I
Area
Cpe
Cpi
Cpe-Cpi
Wnet (KN/m2)
4.06
-1.57
+0.8
-2.37
-1.04
3.9
-1.59
+0.8
-2.39
-1.05
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31.25
-0.6
+0.8
-1.4
-0.62
May 18,2006
42.20
-0.5
+0.8
-1.3
-0.57
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Structural design of a G+6 building @ Mekelle as senior project
b) Roof – 2
1.7m
Wind @ θ=00
24m
12.5m
Wind pressure
The pressure coefficients remain the same as for roof-1
Cr (z) = 0.78
Ce (z) = 1.92
A) Wind direction normal to the ridge
Using e=b=15m or e = 2h =51.4m, e = 15m (smaller of the two)
Dividing the roof into zones
F
H
J
I
G
F
1.5m
4.75m
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Structural design of a G+6 building @ Mekelle as senior project
Table 5
zone
Area(m2)
Cpe
Cpi
Cpe-Cpi
Wnet(KN/m2)
F
5.625
-1.18
+0.8
-1.98
-0.87
G
11.25
-0.8
+0.8
-1.6
-0.7
+0.2
-0.5
+0.7
0.31
+0.2
-0.5
0.7
0.31
H
71.25
-0.3
+0.8
-1.1
-0.48
+0.2
-0.5
0.7
0.31
I
22.5
-0.4
+0.8
-1.2
-0.53
-
J
71.25
-1
+0.8
-1.8
-0.72
-
The above table is calculated for the cases that F, G and H are in suction and pressure.
There are two cases to take for the internal pressure.
A) When F, G and H are subjected in suction
Taking Cpi = +0.8 (worst Case)
Wnet = We – Wi = 0.44 (Cpe-Cpi)
The maximum wind suction for the above table is -0.87KN/m2.
A) when F, G and H are subjected in pressure
Taking Cpi = -0.5(worst case)
The maximum wind pressure is 0.31KN/m2.
B. Wind direction parallel to the ridge
Roof zoning
For e=b or 2h
Wind
where b=12.5m and h=25.7m
e = 12.5m
F
3.13m
H
I
G
6.25m
H
G
I
F
3.13m
1.25m
5m
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Structural design of a G+6 building @ Mekelle as senior project
The external pressure coefficients as read from EbCS-1, 1995 table A4 are tabulated below.
Table 6
Zone
F
G
H
I
Area
Cpe
Cpi
Cpe-Cpi
Wnet(KN/m2)
3.90
-1.59
+0.8
-2.39
-1.05
3.9
-1.59
+0.8
-2.39
-1.05
31.25
-0.6
+0.8
-1.4
-0.62
54.69
0.5
+0.8
-1.3
-0.57
From the above computations, the maximum suction on the roof is -1.05KN/m2.
and the maximum pressure is 0.31KN/m2.
For both roofs the design wind action is when wind direction is parallel to the ridge (@
θ=900)
And Wdsign =1.05KN/m2 uniformly distributed suction
=0.31KN/m2 uniformly distributed pressure.
1.3 Transfer of wind loads to purlins
For purlin we take a trial section of 5*7cm2
 maximum suction = 1.05KN/m2.
 Maximum pressure =0.31KN/m2.
 Weight of corrugated iron sheet (G-28) = unit weight*thickness
= 76KN/m3*0.000397m
= 0.03KN/m2.


Self weight of purlin = unit weight * cross sectional area of purlin
=6*5*6*0.0001
=0.02KN/m
Live load :according to ebcs3 page ---------, there are two cases of live loads
a) distributed =0.25KN/m2.
b) concentrated load = 1K
1.3.1 Load combinations
1) pressure + dead load +live load (distributed)
2) pressure + dead load +live load (concentrated)
3) suction + dead load
 comb-1
Q1=0.31KN/m2 *c/c purlin spacing+1.3(0.03*c/c
+1.6*0.25
=0.31*0.90*+1.3(0.03*0.90+0.02) +1.6*0.25
=0.74KN/m

purlin+0.02)
comb-2
Q2=0.31KN/m2 *c/c purlin spacing+1.3(0.03*c/c purlin+0.02
with point load at mid span
=0.31*0.90*+1.3(0.03*0.90+0.02)
=0.34KN/m with Qk=1KN*1.6=1.6KN
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Structural design of a G+6 building @ Mekelle as senior project

comb-3
Q3=-1.05KN/m2 *c/c purlin spacing+1.3(0.03*c/c purlin+0.02)
=-1.05*0.90*+1.3(0.03*0.90+0.02)
=-0.88KN/m
For the two roofs
Roof -1 truss spacing =1.30m
Roof -2 truss spacing =1.50m
From the above two roofs roof -2 will be critical and it is the design roof
For a critical case the purlin is assumed to be simply supported with span length is equal to
1.50m.
For the different load combinations
1) load comb-1
0.75KN/m
0.75KN/m
1.5m
1.5m
Reaction = (0.75*1.5/2)*2=1.13KN
Bending moment=wl2/8=0.75*1.52/8=0.21KNM
2) load comb-2
1.60KN
1.60KN
0.34KN/m
0.34KN/m
Reaction = (0.34*1.5/2+1.6*/2)*2=2.11KN
Bending moment=wl2/8+pl/4=0.34*1.52/8+1.6*1.5/4=0.70KNM
3) load comb-3
0.88KN/m
0.88KN/m
Reaction = (0.88*1.5/2)*2=1.32KN
Bending moment=wl2/8=0.88*1.52/8=0.25KNM
There fore, the actions for the design of the truss, the loads transferred to truss joints are two
2.11KN/m ( down wards)
1.32KN/m ( up wards)
There fore two truss configurations
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1.4 Design of purlin
We selected zigba tree for our truss. It is a conifer tree of C-30 with the following strength
characteristics.
Strength properties of Class C-30
 Bending strength, fmk = 30N/mm2
 compressive perpendicular to grain , fc,90k = 5.7N/mm2
 Shear parallel to grain , fvk = 3.0N/mm2
 Modulus of elasticity, Yeoman = 12000N/mm2
1.4.1 Design actions
From the purlin analysis above, the maximum actions are given below.
 Maximum bending moment , M = 0.7KNm
 Maximum shear ,V = 0.76KN
1.4.2 Sectional properties
We took a purlin section of 50*70 mm as a trial. Its sectional properties are:
H=70mm
B=50mm
Span length of purlin member is 1.5m
A = 50mm*70mm = 3500mm2
Moment of inertia, I = bh3/12 = 1.43*106mm4
Zy = b*h2/6 = 50*702/6 = 40.83*103mm3γ
A. check for deflection
Therefore the design stress is computed by:
σm,y,d = My/Zy = 0.7*106/40.83*103 = 17.144 N/mm2
fm,y,d = Kh*Kls*Kmod*fm,k/γm
Since h<150mm, Kh = (150/h)0.2 = (150/70)0.2 = 1.165
Since the trusses satisfy the condition of for load shearing system. Kls = 1.1
γm = 1.3 for ULS ………………class II
Assuming the average moisture of timber purlin doesn’t exceed 20% and for domestic
dwelling the critical condition , duration class = permanent . kmod = 0.6
fm,y,d = 1.165*1.1*0.6*30/1.3 = 17.74 N/mm2
Therefore :
σm,y,d/ fm,y,d = 17.144/17.74 = 0.966<1. Ok.
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B. check for deflection
Check for U2inst
( γf =1 for SLs)
Imposed load q = 0.88KN/m
U2inst = 5qL4/(384EI) + 12qL2/(EA)
= 5*0.88*15004/(384*12*103*1.43*106)+ 12*0.88*15002/(12*103*3500)
= 3.946mm
Permissible value of standard deflection
U2inst ≤L/300 = 1500/300 = 5mm>3.946mm OK.
 Check for U2 fin
U2 fin = U2inst (1+Kdlf)
Kdlf for permanent load and service class 2 is 0.8
U2 fin = 3.946*1.8 = 7.10mm
Permissible final deflection should be less than L/200
L/200 = 1500/200 = 7.5mm>7.1mm OK.



C. check for shear
Design shear is computed by
τ = 3Vd/(2A) = 3*1.055/(2*3500mm2) = 0.452 N/mm2
fv,d = KLs*Kmod*fv,k/ γm = 1.1*0.6*0.3/1.3 = 1.523 N/mm2>0.452 N/mm2 OK.
D. check for bearing (compression perpendicular to grain)
Taking the bearing diameter of rafter to be 100mm:
f c,90,d = Kls*Kmod*fc,90,k/ γm =1.1*0.6*5.7/1.3 = 2.894 N/mm2
Kc,90 for l1 = 1500-100 = 1400mm, a =0, l = 100mm

l1= 1400>150, a = 0<100
Kc,90 = 1

σ,90,d =design force/bearing area, bearing area = 50mm*100mm =5000mm2
= 2.11*103/5000 = 0.422 N/mm2 <2.894 N/mm2
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E. check for lateral deflection
Strength properties
fm,k = 30 N/mm2+
Eo,mean = 12*103 N/mm2√
Eo,05 = 8*103 N/mm2
G,mean = 0.75*103 N/mm2
λrel,m = √(lef *h*fm,k/(∏*b2* Eo,05*√( Eo,mean/ G,mean)
where Lef/L = 0.95
Lef = 0.95*L =0.95*1500 = 1425mm.
λrel,m = √(1425*70*30/(3.14*502*8*103*√12*103/0.75*103)
= 0.406
There fore ,Kinst = 1 for
λrel,m <0.75
The buckling strength ,fm,d = 17.74 N/mm
2
σ, m,d = 3.673 N/mm2<17.74 N/mm2
1.5 Truss analysis and design
1.5.1 Loading
A. Reaction forces
There are two truss roofs in this building. But the spacing of trusses is the same for both.
From the above analysis of purlin, the reaction forces transferred to truss joints are.
 2.11 KN in pressure
 1.32 KN in suction
B. self weight
 Diameter of truss members = 10 cm

Area = 3.14/4*(0.1)2 = 0.008m2

Assuming the weight of truss members to be located at the junction of the vertical
members and the horizontal members.

Unit weight of eucalyptus member is 8.5KN/m2
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Structural design of a G+6 building @ Mekelle as senior project
Table 7
Name of
member
A
B
C
D
E
F
G
H
I
J
K
L
M
N
O
P
Q
R
S
T
U
V
W
X
Y
Z
A
Load designation
W1
W2
W3
W4
W5
W6
W7
W8
Length
Area (m2)
0.9
0.9.
0.9
0.9
0.9
0.9
1.07
0.234
0.468
0.702
0.963
1.17
1.404
1.70
0.9
0.99
1.12
1.28
1.46
1.652
0.87
0.87
0.87
0.87
0.87
0.87
1.034
0.008
0.008
0.008
0.008
0.008
0.008
0.008
0.008
0.008
0.008
0.008
0.008
0.008
0.008
0.008
0.008
0.008
0.008
0.008.
0.008
0.008
0.008
0.008
0.008
0.008
0.008
0.008
Unit weight
(KN/m3)
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
8.5
Weight (KN)
0.061
0.061
0.061
0.061
0.061
0.061
0.073
0.016
0.032
0.048
0.064
0.08
0.095
0.116
0.061
0.067
0.076
0.087
0.099
0.112
0.059
0.059
0.059
0.059
0.059
0.059
0.07
Weight (KN)
0.06
0.17
0.22
0.24
0.27
0.3
0.32
0.36
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1.5.2 Truss analysis
The weight of the truss members combined with the joint loads was analyzed in two cases.
That is when wind acts upwards ( suction ) and down wards (pressure).
A. Down ward action
B. upward action
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1.5.3 Analysis results
Using the two cases of loading, it was analyzed using sap2000 &the resulting axial force in
the members is indicated below.
 Positive values indicate tension
 Negative values indicate compression
Case A
Case B
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1.6 Design of truss members
From the two loadings on trusses the maximum tension and compression from the axial force
diagram are selected as:
A. rafter
P = 8.79 KN (tension)
P = -14.49 KN (compression)
Trial section of rafter, diameter = 10 cm
Area = 7854 mm2
Using eucalyptus tree of class C-30
Material properties
Parallel tension, ft.o,k = 18 N/mm2
Parallel compression , fc,o,k = 23 N/mm2
Members subjected to axial compression or tension are designed using the following
expression provided that there no tendency for buckling.
σc,o,d ≤fc,o,d or σt,o,d ≤ft,o,d
Where, σc,o,d = design compression capacity
fc,o,d = design compression force
σc,o,d = axial force /area = 14.493*103/(7854) = 1.84<<23 N/mm2 OK.
σt,o,d = axial force /area = 8.79*103/(7854 = 1.12 <<18 N/mm2 OK
B. horizontal chord
p = 13.97 KN(tension)
p = -8.48 KN(compression)
Trial section of rafter , diameter = 10 cm
Area = 7854 mm2
Using eucalyptus tree of class C-30, material properties mentioned above.
σc,o,d = 8.48*103/7854 = 1.08<<23 N/mm2 OK
σt,o,d = 13.97*103/(7854 = 1.78<<18 N/mm2 OK
C. Vertical members
P =7.18 KN(t)
P = -15.34 KN(C)
D. Diagonal members
P = 7.18 KN (t)
P = -9.54 KN (c)
For both vertical and diagonal members , Use eucalyptus tree of C-30 with diameter = 8mm.
Area = 5026.55mm2
σc,o,d = 15.3*103/5026.55 = 3.04<<23 N/mm2 OK
σt,o,d =19.38 *103/(5026.55 = 3.86<<18 N/mm2 OK
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Structural design of a G+6 building @ Mekelle as senior project
1.7 Wind load on flat slabs
The flat slabs on ground+1 floor and top of the stair case are subjected to wind pressure or
suction which ever is worse. In the same as roof s, the pressure actions are computed below .
1.7.1Flat slab for G+1 floor
wind pressure
We = qref*Ce(z)*Cpe(z)
qref = ½* ρ*Vref2 = 0.2275KN/m (calculated above for roof).
b = 12m
h = 8m
z = 6m
for terrain category properties, using Ebcs2, table________
KT =0.24
Zo = 1m
Zmin = 16m, Z <Zmin
 Cr(z) = KT*ln(Zmin/ Zo)n = 0.24*ln(16/1) = 0.665
 Ct(z) =1 (Unaffected by topography)
There fore, Ce(z) = 1.56
Dividing the roof into pressure zones
e =min(b=12,2h=12) ;
Area
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e=12m
F=3.6m2
G=7.2m2
H=57.6m2
I=24.0m2
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Structural design of a G+6 building @ Mekelle as senior project
Since the edge of the eave is sharp cornered, r/h can be approximated to be zero.
Therefore, using EBCS-2 table A4 the external coefficients are calculated as follows.
Table 8
Zone
Cpe
Cpi
Cpe-Cpi
Wnet
F
-1.222
+0.8
-2.02
-0.72
G
-1.27
+0.8
-2.07
-0.73
H
-0.4
+0.8
-1.20
-0.43
I
-0.2
+0.8
-1.0
-0.35
+0.2
-0.5
+0.7
+0.31
Case-1 when zone I is in suction
take Cpi=+0.8
2
Wnet=-0.73KN/m ( suction -uniformly distributed)
Case-2 when zone I is in pressure
take Cpi=-0.5
Wnet=+0.31KN/m2 ( pressure- uniformly distributed)
1.7.2 Flat slab @ +25.7 level
wind pressure
We = qref*Ce(z)*Cpe(z)
qref = ½* ρ*Vref2 = 0.2275KN/m (calculated above for roof).
b = 6m
h = 6m
z = 25.7m
from above roof analysis’s at a height of Z=25.7m
 Cr(Z)=0.78
 Ct(Z)=1.0
 Ce(Z)=1.92
Dividing the roof into zones
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Table 9
Zone
F
G
H
Area(m2)
Cpe
Cpi
Cpe-Cpi
Wnet
0.9
-1.51
+0.8
-2.31
-1.02
1.8
-1.65
+0.8
-2.45
-1.08
14.4
-0.4
+0.8
-1.20
-0.53
I
18
-0.2
+0.8
-1.0
-0.44
+0.2
-0.5
+0.7
+0.31
Case-1 when zone I is in suction
take Cpi=+0.8
Wnet=-1.08KN/m2 ( suction -uniformly distributed)
Case-2 when zone I is in pressure
take Cpi=-0.5
Wnet=+0.31KN/m2 ( pressure- uniformly distributed)
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Chapter-2
2.1 Slab analysis and design
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.
These types of slabs are composed of rectangular panels supported at all four edges by
walls or beams stiff enough to be treated as un yielding. In our case most of the slabs are two
way and need to be analyzed based on the principle of two way actions.
1. Depth for deflection
The minimum depth of a slab for deflection requirement is computed by:
d≥ (o.4+0.6fyk/400)Le/ßa
Where: Le is effective length of the slab
fyk is the characteristic tensile strength of reinforcement
ßa is ----------
2. Loading
Dead and live loads are calculated depending on the service of the slabs and self weight.
Partition loads are distributed over the of the slab if thy are not large enough to cause
localized effects. The design load are factored according to the following formula
Pd = 1.3Gk+1.6Qk
Where
Pd = design load
Gk = total dead load on slab
Qk = total live load on slab
3. Analysis
The analysis of slab moments of two way slabs is accomplished by the formula:
mi = α iPdLx2
where mi = the design moment per unit width at the point of reference
α i = the coefficient given in Table A-1 in EBCS2-1995.
Pd = the design load
Lx = the shorter span of the of the panel
Ly = is the longer span of the panel
In the following diagram the symbols stand for
s = support
f = span
x = direction of shorter span
y = direction of longer span
The actual loads at supports and spans are collected from EBCS-2, 1995 table A-1.
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4. Moment Adjustments
4.1 support adjustment
For a continuous support there will be two supports which are different in magnitude. These
moments are usually different in magnitude and must be adjusted to make only one moments.
Therefore, the difference is distributed on either side of the support to Equalize their
moments.
There are two cases
A. If ∆M<20% of the larger moment ,the design moment is the average of the two.
B. If ∆M≥20% ,then the unbalanced moment is distributed based on the their stiffness.
Let ML be moment in the left
MR be the moment in the right
K the stiffness of the slabs
Therefore the design moment Md cab be calculated in either of the following formula
KR
Md  MR 
* ∆M, taking the right
KR  KL
Or
KL
Md  ML 
* ∆M, taking the left
KR  KL
I
Where K 
LX
4.2 span adjustment
If the moment in the adjusted support decreases, the span moment are increased to
compensate for the for the changes in the support moments. The design moments for the
spans are calculated M xd  M xf  C x ∆m
M yd  M yf  C y ∆m
Where ∆m = the change in moment in all supports.
Cx and Cy are coefficients for adjusting span moments in EBCS-2,Table A-
5. Load transfer to frames
Finally loads are transferred to beams as shear. The shear is calculated using the formula
(EBCS-2, 1995).
Vx = ßvx* Pd*Lx
Vy = ßvy* Pd*Ly
The load transfer coefficients are read from EBCS-2,1995 of Table A-3.
The design load on a beam determined in the above may be taken as the maximum shear in
the slab at of the support which will be distributed on 75% of the span of the beam. For the
sake of simplicity the load is uniformly distributed throughout the length of the beam by
multiplying the existing shear by 0.92.
For all slabs the Material data:
Concrete C-25
Steel S-300
Class I works
considered
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Structural design of a G+6 building @ Mekelle as senior project
1. Mezzanine@3.00m
6.00m
6.00 m
6.00 m
1.50m
Slab 1
Slab 0
6.00m
Slab 2
Slab 3
Slab 4
6.
6.00m
Slab 5
1.50m
Fig-1.1 labeling
1. Depth requirement for deflection
d>(0.4+0.6*Fyk/300)*Le/ ßa
panel
0
1
2
3
4
5
Le(mm)
750
1500
6000
6000
6000
1500
ßa
10
10
35
45
40
10
d(mm)
85
127.5
97.14
113.33
127.5
127.5
Therefore, the maximum depth is d=127.5mm
Over all depth D=d+Ø+cover
for Ø=14mm
D=127.5+14+15
D=156.5mm
Use D=160mm;
d=131mm
2.0 Loading
Panel 0 and 1
- Self weight=0.16*24=3.84KN/m2
- Terrazzo tile floor finish (2cm)=0.02*23=0.46KN/m2
- cement screed (3cm)=0.03*20=0.60KN/m2
- Partition wall = 0.2*3*14=8.4KN (concentrated)
Total Dead load, DD=4.9KN/m2 + 8.4KN
Live load, LL=5KN/m2
Design load Pd= 1.3DD+1.6LL
= 1.3*(4.9+8.4)+1.6*5
Pd = 14.37KN/m2+10.92KN
Panels 2,3,&4
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Structural design of a G+6 building @ Mekelle as senior project
Total dead load =4.9KN/m2 the same as above panels
Live load= 5.0KN/m2 the same as above panels
Design load, Pd =14.37KN/m2
Panel 5
The concentrated load is due to hand rails of steel which we consider it as equivalent 15cm
HCB wall of height one meter.
Thus, concentrated load is 0.15*1.00*12=1.8KN
Thus the design load is pd=14.37KN/m2+2.34KN
3.0 Analysis using the EBCS code provision
For the two slabs Mxi= αxi* Pd *Lx^2
For cantilever slabs M= Pd 1*Lx^2*0.5+ Pd *Lx
where Pd =distributed load and Pd = concentrated load
Panel
Ratio
panel type
Pd
Lx
Ly/Lx αxs
αxf
αys
αyf
Mxs
0
canti
14.37
0.75 +10.92
1
cant
14.37
1.5
+10.92
2
1
14.37
4
1.5
0.053 0.040 0.032 0.024 12.19
3
1
14.37
6
1
0.032 0.024 0.032 0.024 16.55
4
2
14.37
6
1
0.039 0.029 0.039 0.029 20.18
5
cant
14.37
1.5
+2.34
Mxf
-
Mys
-
Myf
12.23
-
-
32.55
9.20
12.42
15.00
-
7.36
16.55
20.18
-
5.52
12.42
15.00
19.68
Fig 2.2
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Structural design of a G+6 building @ Mekelle as senior project
4.0 Moment adjustment
4.1 support adjustment
 Between panel 1and 2
M1=32.55
M2=7.36
Md=max(32.55,7.36)=32.55
 Between panels 1and 3
M1=32.55
M3=16.55
Md =max(32.55,16.55)=32.55
 Between panels 1and 4
M1=32.55
M4=20.18
Md =max(32.55,20.18)=32.55
 Between panels 0 and 2
M0=12.23
M2=7.36
Md =max(12.23,7.36)=12.23

Between panels 5 and 2
M5=19.68
M2=7.36
Md =max(19.68,7.36)=19.68
 Between panels 5and 3
M5=19.68
M3=16.55
Md =max(19.68,16.55)=19.68
 Between panels 5and 4
M5=19.68
M4=20.18
Md =max(19.68,20.18)=20.18
 Between panels 2and 3
M2=7.36
M3=16.55
∆M=9.19
%=∆M/M3=9.19/16.55*100
=55.53%>20%
So it should be adjusted such that they take this change in moment by their stiffness.
Md =7.36+1/4/(1/4+1/6)*9.19
Md =12.87

Between panels 4 and 3
M3=16.55
M4=20.18 ∆M=3.63
%=∆M/M4=3.63/20.18*100
=18%<20%
Md =M3+M4/2=18.37
4.2 span adjustment
 Panel 2
Since support moments increased, there is no span moment adjustment
 Panel 3
Md =14.81
Mi=16.55
∆m=1.74;
Cx=0.38, Cy=0.28
Mxd=12.42+0.38*1.74=13.08
Myd=12.42+0.28*1.74=12.91

Panel 4
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Structural design of a G+6 building @ Mekelle as senior project
Md =18.37
Mi=20.18
∆m=1.81;
Cx=0.38, Cy=0.28
Mxd=15+0.38*1.81=15.69
Myd=15+0.28*1.81=15.51
Fig2.3
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Structural design of a G+6 building @ Mekelle as senior project
2.0 Mezzanine@3.60
1.0 Depth requirement for deflection
d>(0.4+0.6*Fyk/300)*Le/ ßa
panel
6
7
8
9
10
11
12
Le(mm)
6000
6000
3000
1500
3000
3000
1500
ßa
40
40
30
10
35
36.67
10
d(mm)
127.5
127.5
85
127.5
72.86
69.54
127.5
Fig 2.4
Therefore, the maximum depth is d=127.5mm
Over all depth D=d+Ø+cover
for Ø=14mm
D=127.5+14+15
D=156.5mm
Use D=160mm;
d=131mm
2.0 Loading
Panel 5
- Self weight=0.16*24=3.84KN/m2
- Terrazzo tile floor finish (2cm)=0.02*23=0.46KN/m2
- cement screed (3cm)=0.03*20=0.60KN/m2
- Partition wall = 0.2*3*14=8.4KN (concentrated)
Total Dead load, DD=4.9KN/m2 + 8.4KN
Live load, LL=5KN/m2
Design load Pd= 1.3DD+1.6LL
= 1.3*(4.9+8.4)+1.6*5
Pd = 14.37KN/m2+10.92KN
Panels 6,7,8,10,&11
Total dead load =4.9KN/m2 the same as above panels
Live load= 5.0KN/m2 the same as above panels
Design load, Pd =14.37KN/m2
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Structural design of a G+6 building @ Mekelle as senior project
Panel 9&12
The concentrated load is due to hand rails of steel which we consider it as
equivalent 15cm HCB wall of height one meter.
Thus, concentrated load is 0.15*1.00*12=1.8KN
Thus the design load is pd=14.37KN/m2+2.34KN
3.0 Analysis using the EBCS code provision
For the two slabs Mxi= αxi* Pd *Lx^2
For cantilever slabs M= Pd 1*Lx^2*0.5+ Pd *Lx
Where Pd =distributed load and Pd = concentrated load
Panel
Ratio
panel type Pd
Lx Ly/Lx αxs
αxf
αys
αyf
Mxs
Mxf
Mys
Myf
6
4
14.37
6
1
0.047 0.036 0.047 0.036 24.31 18.62 24.31 18.62
7
8
9
10
11
12
3
4
canti
6
4
canti
14.37
14.37
14.37+2.34
14.37
14.37
14.37+2.34
6
3
3
3
-
1
2
1.5
1.33
-
0.039
0.093
0.072
-
0.03
0.07
0.078
0.053
-
0.039
0.047
0.045
0.047
-
0.03
0.036
0.034
0.036
-
20.18
12.03
9.31
-
15.52
9.05
10.09
6.85
-
20.18
6.08
5.82
6.08
-
Fig2.5 unadjusted moments
Mekelle university department of civil engineering
May 18,2006
29
15.52
4.66
19.68
4.40
4.66
19.68
Structural design of a G+6 building @ Mekelle as senior project
4.0 Moment adjustment
4.1 support adjustment
 Between panel 9and 6
M2 =19.68
M1 =24.31
Md=max(19.68,24.31)=24.31
 Between panels 9and 7
M2 =19.68
M1=20.18 Md =max(19.68,20.18)=20.18
 Between panels 11and 12
M2 =6.08
M 1 =19.68
Md =max(6.08.19.68)=19.68

Between panels 6 and 7
M1 =24.31
M2 = 20.18 ∆M=4.13
%=∆M/M1 =4.13/24.31*100
=17%<20%
Md =(24.31+20.18)/2=22.24
 Between panels 7and 8
M1 =20.18
M2 =12.03 ∆M=8.15
%=∆M/M1=8.15/20.18*100
=40.4>20%
So it should be adjusted such that they take this change in moment by their stiffness.
Md =12.03+1/3/(1/6+1/3)*8.15
Md =17.46


Between panels 8 and 10
M1=6.08
M2=5.82 ∆M=0.26
%=∆M/M1
=4.28<20%
Md =M8+M10/2=5.93
Between panels 11 and 10
M1=6.08
M2=5.82 ∆M=0.26
%=∆M/M1
=4.28<20%
Md =M8+M10/2=5.9
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Structural design of a G+6 building @ Mekelle as senior project
4.2 span adjustment
 Slab6
Md =22.24
Mi= 24.31
∆m=2.07 ;
Cx=0.38, Cy=0.28
Mxd=18.62+0.38*2.07=19.41
Myd=18.62+0.28*2.07=19.20



Slab7
Md =17.46
Mi=20.18
∆m=2.72 ;
Cx=0.38, Cy=0.28
Mxd=15.52+0.38*2.72=16.55
Myd=15.52+0.28*2.72=16.28
Slab8
Md =5.93
Mi=6.08 ∆m=0.15; Cx=0.305, Cy=0.094
Mxd=9.05+0.305*.15=10.10
Myd=4.66+0.094*.15=4.67
Slab11
Md =5.93
Mi=6.08 ∆m=0.15;
Cx=0.320, Cy=0.12
Mxd=6.85+0.32*.15=6.90
Myd=4.66+0.12*.15=4.68
Fig2.6 Adjusted moments
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Structural design of a G+6 building @ Mekelle as senior project
5. Load transfer ( for both slabs)
panel r
pd
Lx
0
14.37+10.92 1.5
1
14.37+10.92 1.5
2
1.5
14.37
4
3
1
14.37
6
4
1
14.37
6
5
14.37+10.92 1.5
6
1
14.37
6
7
1
14.37
6
8
2
14.37
3
9
14.37+10.92 1.5
10
1.5
14.37
3
11
1.33 14.37
3
12
14.37+10.92 1.5
ßvxc
0.45
0.33
0.36
0.40
0.36
0.60
0.51
-
ßvxd
0.24
0.26
0.24
0.40
0.38
0.335
-
Mekelle university department of civil engineering
ßvyc
0.33
0.33
0.36
0.40
0.36
0.40
0.40
0.40
ßvyd
0.24
0.26
0.26
0.26
-
Vxc
25.87
28.45
31.04
34.49
31.04
25.87
21.99
-
May 18,2006
Vxd
20.69
22.42
20.69
17.24
16.38
14.44
-
Vyc
18.97
28.45
31.04
34.49
31.04
17.24
17.24
17.24
-
Vyd
25.29
25.29
20.69
25.29
22.42
11.21
25.29
11.21
25.29
32
Structural design of a G+6 building @ Mekelle as senior project
3. First floor slab
1.0 Depth for deflection
d≥ (0.4+0.6*300)Le/ßa = 0.85Le/ ßa
Fig2.7 labeling
the effective depth required for the above slab panels is tabulated below
Slab panel
Ly/Lx
Lx
ßa
d
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
1.5
1
1
1.5
1
1
1.13
1.13
1.13
1
1.5
1.5
1
1
2
1.33
1.33
4
6
6
4
6
6
4
4.5
4.5
4
4
4
6
6
3
4.5
4.5
40
45
40
40
45
40
43.7
41.7
36.7
45
40
35
40
40
30
36.7
41.7
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85
113.33
127.5
85
113.33
127.5
77.8
91.79
104.22
75.56
85
97.14
127.5
127.5
85
104.22
91.79
May 18,2006
Boundary
condition
Interior
Interior
end
Interior
Interior
End
Interior
Interior
end
end
Interior
end
end
end
Interior
Interior
end
33
Structural design of a G+6 building @ Mekelle as senior project
18
1.5
3
35
19
1.5
4
35
20
1.5
4
40
21
1.33
3
36.7
22
9.14
1.5
10
23
21.33
.75
10
24
20
.75
10
25
26.07
.75
10
72.86
97.14
85
69.48
127.50
63.75
63.75
63.75
end
Interior
End
Cantilever
Cantilever
Cantilever
Cantilever
Cantilever
The governing depth is therefore is d = 127.5
Taking ø14 slab reinforcement and concrete cover depth of 15mm, the over all depth is
computed as follows:
D = d+ ø14+cover
= 127.5+14+15
= 160mm
2.0 Loading
2.10 dead loading
a. partition load
pane 3 & 14
weight = t*h*unit weight of concrete
where t = 15cm for partition HCB walls
Unit weight of HCB is 12KN/m3
W =5.1*.15*3*12
=27.54 KN
Distributing over the slab panel = 27.54/ (6*6)
0.77KN/m2
Panel 15
Weight = 5.9*0.15*3*12
=31.86KN
Distribute load = 31.86KN/ (4.5*6)
= 0.9KN/m2
Panel 23, 24, 25
Hand rail weight.
Assuming an equivalent weight of 1m height of 15cm HCB wall distributing linearly at the
end of the cantilever slab, the point load for a meter strip cantilever is given below:
Point load = 1*0.15*12=1.8KN/m
b. finishing
The finishing materials for the slab are:
 3 cm cement screed with unit weight = 20KN/m3

2 cm marble finish for restaurant with unit weight = 27KN /m3

2 cm terrazzo tile finish for offices and shops with unit weight = 22KN/m3
Distributed load per unit area for cement screed = 0.03*20=.6KN/m2
marble = 0.02*27= 0.54KN/m2
terrazzo tile =0.02*22= 0.44KN/m2
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Structural design of a G+6 building @ Mekelle as senior project
Panel 5, 6, 8, 9
Finishing load = 0.6+.54= 1.14KN/m2
other panels = .6+.44 = 1.04 KN/m2
c. Self weight
weight per m2 of slab = thickness * unit weight of concrete
= .16*24= 3.84 KN/m2
2.20 Live load
From EBCS-1 the different live loads of rooms is given below
Room
class
live load
Cafes and restaurants
C1
3 KN/m2
Terraces
C5
5 KN/m2
Shops
C5
5 KN/m2
Office stores
C5
5 KN/m2
Toilet
C1
2 KN/m2
The different loadings on the slabs can be tabulated below
Panel
Partition
Finishing
Self weight Wind load
Live load
load
load
1
1.04
3.84
0.31
5
2
1.04
3.84
0.31
5
3
1.04
3.84
0.31
5
4
1.04
3.84
5
5
1.14
3.84
3
6
1.14
3.84
3
7
1.04
3.84
5
8
1.14
3.84
3
9
1.14
3.84
3
10
1.14
3.84
5
11
1.04
3.84
5
12
1.04
3.84
5
13
.77
1.04
3.84
5
14
.77
1.04
3.84
5
15
1.77
1.04
3.84
2
16
.9
1.04
3.84
5
17
1.04
3.84
5
18
1.04
3.84
5
19
1.04
3.84
3
20
1.04
3.84
3
21
1.04
3.84
5
22
1.04
3.84
.31
5
23
*1.8
1.04
3.84
5
24
*1.8
1.04
3.84
5
25
*1.8
1.04
3.84
5
* is for point loads from partition on cantilever slabs
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Structural design of a G+6 building @ Mekelle as senior project
3.0 Analysis
Design Load
The design loads of slabs is given by Pd = 1.3Gk+1.6Qk ( EBCS-1)
This formula is used for each panels.
Panel 1, 2, 3
Pd = 1.3 DL+1.6LL+wind load
= 1.3(1.04+3.84)+1.6*5+.31
=14.65KN/m2
Panels 4, 7, 10, 11, 12, 17, 18, 21
Pd = 1.3(1.04+3.84)+1.6*5
= 14.34KN/m2
Panels 5, 6, 8, 9
Pd = 1.3(1.14+3.84)+1.6*3
= 11.27KN/m2
Panel 13,14
Pd = 1.3(0.77+1.04+3.84+1.6*5
= 15.35KN/m2
panel5
Pd =1.3(1.77+1.04+3.84)+1.6*5
=11.85KN/m2
Panel 16
Pd=1.3(0.9+1.04+3.84)+1.6*5
=15.51KN/m2
panels 19&20
pd=1.3(1.04+3.84)+1.6*5
=11.14KN/m2
Panel22
Pd=1.3(1.04+3.84)+0.31+1.6*5
=14.65KN/m2
panel 23,24 &25
pd(uniform)=1.3(1.04+3.84)1.6*5
=14.34KN/m2
Pd(point load)=1.3*1.8=2.34KN/m
3 Analysis
Mi= αxi *pd*Lx2( for two way slabs )
Mi = w*L2/2+p*L ( cantilever)
panel Panel
type
1
1
2
1
3
3
4
1
5
1
6
3
7
1
8
1
9
2
Pd
Lx
ratio αxs
αxf
αys
αyf
Mxs
Mxf
Mys
Myf
14.65
14.65
14.65
14.34
11.27
11.27
14.34
11.27
11.27
4
6
6
4
6
6
4
4.5
4.5
1.5
1
1
1.5
1
1
1.13
1.33
1.33
0.040
0.024
0.030
0.040
0.024
0.030
0.029
0.036
0.040
0.032
0.032
0.039
0.032
0.032
0.039
0.032
0.032
0.039
0.024
0.024
0.030
0.024
0.024
0.023
0.024
0.024
0.029
12.42
16.66
20.57
12.16
12.98
15.82
8.95
10.73
12.10
9.38
12.66
15.82
9.18
9.74
12.17
6.65
8.50
9.13
5.63
16.66
20.57
20.57
7.34
12.98
15.82
7.34
7.3
5.63
12.66
15.82
5.51
9.74
12.72
5.51
5.48
6.62
0.053
0.032
0.039
0.053
0.032
0.039
0.039
0.047
0.053
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Structural design of a G+6 building @ Mekelle as senior project
10
1
14.34 4
1
0.032 0.024 0.032
11
1
14.34 4
1.5 0.053 0.040 0.032
12
2
14.34 4
1.5 0.058 0.043 0.039
13
4
15.35 6
1
0.047 0.036 0.047
14
2
15.35 6
1
0.039 0.029 0.039
15
4
11.85 3
2
0.093 0.070 0.047
16
2
15.51 4.5 1.33 0.053 0.040 0.039
17
1
14.34 4.5 1.33 0.047 0.036 0.039
18
3
14.34 3
1.5 0.073 0.055 0.039
19
2
11.14 4
1.5 0.058 0.043 0.039
20
1
11.14 4
1.5 0.053 0.040 0.032
21
3
14.34 3
1.33 0.063 0.049 0.039
22
canti 14.65 1.5 23
canti 14.34 0.75 +2.34
24
canti 14.34 0.75 +2.34
25
canti 14.34 0.75 +2.34
0.024
0.024
0.029
0.036
0.029
0.036
0.029
0.024
0.030
0.029
0.024
0.030
-
7.34
12.60
13.31
25.97
21.55
9.92
16.65
13.65
9.42
10.34
9.45
8.13
-
5.51
9.18
9.87
19.89
16.03
7.47
12.56
10.45
7.10
7.66
7.13
6.32
-
8.9
7.34
7.34
8.95
25.97
21.55
5.01
12.25
9.29
5.03
5.7
5.03
-
5.51
5.51
6.65
19.89
16.03
3.84
9.11
6.97
5.35
5.17
4.28
3.83
16.48
5.79
-
-
-
-
5.79
-
-
-
-
5.79
Fig-2.8
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Structural design of a G+6 building @ Mekelle as senior project
4. moment adjustment
4.1 support adjustment
 Between panels 1&2
M1=16.66
M2=12.42
ΔM = 4.24
%= 4.42/16.66*100
=25.45>20%
K1 = 6/(6+4)=6/10
K2 = 4/(4+6)= 4/10
Md = 12.42+6/10*4.24 = 14.96KNm
 Between panels 1&4
M1=7.34
M2=5.63 ΔM = 1.71
%= 23.3%>20%
Md = 5.63+0.5*1.71= 6.49KNm
Between panels 2&3
M1=20.57
M2=16.66 ΔM = 3.91 %= 19.03<20%
Md = 0.5(20.57+16.66)= 18.62KNm
Between panels 2&5
M1=12.98
M2=16.66 ΔM = 3.68
%= 22.09>20%
Md = 12.9+0.5*3.68=14.82KNm
Between panels 4&5
M1=12.98
M2=12.16 ΔM = .82 %= 6.32%<20%
Md = .5(12.98+12.16)=12.57KNm
Between panels4 &7
M1=7.34
M2=7.34 ΔM = 0
%= 0<20%
Md = 7.34KNm
Between panels 5&6
M1=15.82
M2=12.98 ΔM = 2.84
%= 17.95%<20%
Md = 0.5(15.82+12.98)=14.40KNm
Between panels 5&8
M1=12.98
M2=10.73 ΔM = 2.25
%= 17.33%<20%
Md = 0.5(12.98+10.73)= 11.86KNm
Between panels 6&9
M1=15.82
M2=12.10 ΔM = 3.72
%= 23.51>20%
Md = 15.82-.43*3.72=14.22KNm
Between panels 7&8
M1=8.95
M2=7.3 ΔM = 31.65
%= 18.44%<20%
Md = 0.5(28.95+7.3)= 8.13KNm
Between panels 8&9
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Structural design of a G+6 building @ Mekelle as senior project
M1= 8.9
M2=7.3 ΔM = 1.6 %= 18%<20%
Md = 0.5(8.9+7.3)= 8.1KNm
Between panels 8&11
M1=12.16
M2=10.73 ΔM = 1.43
%= 11.76%<20%
Md = 0.5(12.16+10.73)= 11.45KNm
Between panels 9&12
M1=13.31
M2=12.10 ΔM = 1.21
%= 9.09%<20%
Md = 0.5(13.31+12.10)= 12.71KNm
Between panels 13&16
M1=25.97
M2=16.65 ΔM = 9.32
%= 35.89%>20%
Md = 21.96KNm
Between panels 13&14
M1=25.97
M2=21.55 ΔM = 4.42KN
%= 17.02<20%
Md =23.76KNm
Between panels 14&17
M1=21.55
M2=13.65 ΔM = 7.9
%= 36.665>20%
Md = 18.15KNm
Between panels 14&15
M1=21.55
M2=9.92 ΔM = 11.65
%= >20%
Md = 17.71
Between panels 16&19
M1=16.65
M2=10.34 ΔM = 6.31
%= 38%>20%
Md = 13.68KNm
Between panels 16&17
M1=12.25
M2=9.29 ΔM = 2.96
%= 24.16%<20%
Md = 10.77
Between panels 17&20
M1=13.65
M2=9.45 ΔM = 4.2
%= 30.77%>20%
Md = 11.68KNm
Between panels 17&18
M1=9.42
M2=9.29 ΔM = .13
%= <20%
Md = 9.36KNm
Between panels 3&6
M1=20.57
M2=15.82 ΔM = 4.75
%= 23.09<20%
Md = 18.20KNm
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Structural design of a G+6 building @ Mekelle as senior project
Between panels 20&21
M1=8.13
M2=5.7 ΔM = 2.43
%= 30%>20%
Md = 6.74KNm
Between panels 11&12
M1=8.95
M2=7.34 ΔM = 1.61
%= 18%<20%
Md =8.15KNm
b. span adjustment
panel 12
Δm1=14.96-16.66=1.70
Δm2=16.66-14.82=1.84
Ly/Lx=1
Cx1=0.38
Cy2=0.38
Mdxf=Mdx+Cx1* Δm1+ Cx2* Δm2
Mdyf=Mdy+ Cy1* Δm1+ Cy2* Δm2
Therefore using the above formula
Mdxf=12.66+0.38*1.7+0.28*1.84=13.82KNm
Mdyf=12.66+0.28*1.70.+0.38*1.84=13.82KNm
Cy1=0.28
Cx2=0.28
panel 3
Δm1=20.57-18.82=1.75
Δm2=20.57-18.82=1.75
Ly/Lx=1
Cx1=0.38 Cy1=0.28
Cx2=0.28
Cy2=0.38
Mdxf= Mdyf =15.82+0.38*1.75+0.28*1.75=16.88KNm
panel 4
Δm1=20.57-18.82=1.75
Δm2=20.57-18.82=1.75
Ly/Lx=1
Cx1=0.38 Cy1=0.28
Cx2=0.28
Cy2=0.38
Mdxf= Mdyf =15.82+0.38
Fig 2.9
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Structural design of a G+6 building @ Mekelle as senior project
5.0 load transfer to frames
The shear force transferred to frames is tabulated in the following table .
Panel
name
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Panel
type
1
1
3
1
1
3
1
1
2
1
1
2
4
2
4
2
1
3
2
1
3
canti
canti
canti
canti
r
=Ly/Lx
1.5
1
1
1.5
1
1
1.13
1.33
1.33
1
1.5
1.5
1
1
2
1.33
1.33
1.5
1.5
1.5
1.3
-
pd
Lx
ßvxc
ßvxd
ßvyc
ßvyd
Vxc
Vxd
Vyc
Vyd
14.65
14.65
14.65
14.34
11.27
11.276
14.34
11.27
11.27
14.34
14.34
14.34
15.35
15.35
11.85
15.51
14.34
14.34
11.14
11.14
14.34
14.65
14.34+2.34
14.34+2.34
14.34+2.34
4
6
6
4
6
6
4
4.5
4.5
4
4
4
6
6
3
4.5
4.5
3
4
4
3
1.5
0.75
0.75
0.75
0.45
0.33
0.36
0.45
0.33
0.36
0.36
0.42
0.44
0.33
0.45
0.47
0.4
0.36
0.6
0.44
0.41
0.51
0.47
0.45
0.47
-
0.24
=
0.24
0.26
0.4
0.34
0.31
-
0.33
0.33
0.36
0.33
0.33
0.36
0.33
0.33
0.36
0.33
0.33
0.36
0.4
0.36
0.4
0.36
0.33
0.36
0.36
0.33
0.36
-
0.24
0.24
0.26
0.24
0.26
0.24
0.24
-
26.7
29.01
31.64
25.81
22.31
24.34
20.65
21.30
22.31
18.93
25.81
26.96
36.84
33.16
21.33
30.71
26.46
21.94
20.94
20.05
20.22
21.98
13.
13
13
21.10
16.23
-
19.34
29.01
31.64
18.93
22.31
24.34
18.93
16.74
18.26
18.93
18.93
20.65
36.84
33.16
14.22
25.13
21.29
15.49
16.04
14.7
15.49
-
12.17
13.77
23.95
22.10
9.24
16.75
10.69
-
Mekelle university department of civil engineering
May 18,2006
23.95
14.22
14.63
13.34
-
41
Structural design of a G+6 building @ Mekelle as senior project
4.0 Second floor slab
Fig 2.10 labeling
1.0 Depth requirement for deflection
d>(0.4+0.6*Fyk/300)*Le/ ßa
Panel
1,2,4,5
6
7,8,10,11
12
b,c,d,f,g,h
a,e
Le(mm)
6000
3000
4500
3000
1000
1000
ßa
40
30
36.7
35
10
10
d(mm)
127.5
85
104.22
72.86
85
85
Therefore, the maximum depth is d=127.5mm
Over all depth D=d+Ø+cover
for Ø=14mm
D=127.5+14+15
D=156.5mm
Use D=160mm;
d=131mm
2.0 Loading
Panel 1 and 2
- Self weight=0.16*24=3.84KN/m2
- Terrazzo tile floor finish (2cm)=0.02*23=0.46KN/m2
- cement screed (3cm)=0.03*20=0.60KN/m2
- Partition wall = 5*.15*3*12/36 =0.75KN/m2
Total Dead load, DD=3.84+0.75+0.46+0.6 = 5.63KN/m2
Live load, LL=4KN/m2
Design load Pd= 1.3DD+1.6LL
= 1.3*(5.63)+1.6*4
Pd = 13.75KN/m2
Mekelle university department of civil engineering
May 18,2006
42
Structural design of a G+6 building @ Mekelle as senior project
Panel 4 and 5
- Self weight=0.16*24=3.84KN/m2
- Terrazzo tile floor finish (2cm)=0.02*23=0.46KN/m2
- cement screed (3cm)=0.03*20=0.60KN/m2
- Partition wall = 5*.15*3*12/36 =0.75KN/m2
Total Dead load, DD=3.84+0.75+0.46+0.6 = 5.63KN/m2
Live load, LL=5KN/m2
Design load Pd= 1.3DD+1.6LL
= 1.3*(5.63)+1.6*5
Pd = 15.34KN/m2
Panel 6
- Self weight=0.16*24=3.84KN/m2
- Terrazzo tile floor finish (2cm)=0.02*23=0.46KN/m2
- cement screed (3cm)=0.03*20=0.60KN/m2
- Partition wall = 5.45*.15*3*12/36 =1.635KN/m2
Total Dead load, DD=3.84+1.635+0.46+0.6 = 6.535KN/m2
Live load, LL=2KN/m2
Design load Pd= 1.3DD+1.6LL
= 1.3*(6.535)+1.6*2
Pd = 11.69KN/m2
Panel 7,8,10, and 11
- Self weight=0.16*24=3.84KN/m2
- Terrazzo tile floor finish (2cm)=0.02*23=0.46KN/m2
- cement screed (3cm)=0.03*20=0.60KN/m2
- Partition wall = 0KN/m2
Total Dead load, DD=3.84+0.46+0.6 = 4.9 KN/m2
Live load, LL=5KN/m2
Design load Pd= 1.3DD+1.6LL
= 1.3*4.9+1.6*5
Pd = 14.37 KN/m2
Panel 12
- Self weight=0.16*24=3.84KN/m2
- Terrazzo tile floor finish (2cm)=0.02*23=0.46KN/m2
- cement screed (3cm)=0.03*20=0.60KN/m2
- Partition wall = 0KN/m2
Total Dead load, DD=3.84+0.46+0.6 = 4.9 KN/m2
Live load, LL=5KN/m2
Design load Pd= 1.3DD+1.6LL
= 1.3*4.9+1.6*5
Pd = 14.37 KN/m2
Mekelle university department of civil engineering
May 18,2006
43
Structural design of a G+6 building @ Mekelle as senior project
Panel b, c, f , g, h
- Self weight=0.16*24=3.84KN/m2
- Terrazzo tile floor finish (2cm)=0.02*23=0.46KN/m2
- cement screed (3cm)=0.03*20=0.60KN/m2
-partition load concentrated = 1.3*3*.2*14 = 10.92KN/m
- Partition wall = 0.2*2*3*14/3 = 5.6KN/m2
Total Dead load, DD=3.84+0.46+0.6+5.6 = 10.5 KN/m2
Live load, LL=5KN/m2
Design load Pd= 1.3DD+1.6LL
= 1.3*10.5+1.6*5
Pd = 21.65 KN/m2
Panel a ,e
- Self weight=0.16*24=3.84KN/m2
- Terrazzo tile floor finish (2cm)=0.02*23=0.46KN/m2
- cement screed (3cm)=0.03*20=0.60KN/m2
-partition load concentrated = 1.3*3*.2*14 = 10.92KN/m
- Partition wall = 0.2*2*3*14/7 = 2.4KN/m2
Total Dead load, DD=3.84+0.46+0.6+2.4 = 7.7 KN/m2
Live load, LL=5KN/m2
Design load Pd= 1.3DD+1.6LL
= 1.3*7.7+1.6*5
Pd = 18.01 KN/m2
3.0 Analysis using the EBCS code provision
For the two slabs Mxi= αxi* Pd *Lx^2
For cantilever slabs M= Pd 1*Lx^2*0.5+ Pd *Lx
Where Pd =distributed load and Pd = concentrated load
Panel
Ratio
panel type
Pd
Lx Ly/Lx αxs
αxf
αys
αyf
Mxs
Mxf
Mys
Myf
1
2
4
5
6
7
8
10
11
13.75
13.75
15.34
15.34
11.69
12.77
12.77
14.37
14.37
6
6
6
6
3
4.5
4.5
4.5
4.5
1
1
1
1
2
1.33
1.33
1.33
1.33
0.047
0.047
0.047
0.039
0.093
0.069
0.069
0.069
0.052
0.036
0.036
0.036
0.029
0.07
0.051
0.051
0.051
0.039
0.047
0.047
0.047
0.039
0.047
0.047
0.047
0.047
0.039
0.036
0.036
0.036
0.039
0.036
0.036
0.036
0.036
0.029
23.27
23.27
25.96
21.54
9.79
17.84
17.84
20.08
15.13
17.82
17.82
19.89
16.02
7.37
13.19
13.19
14.84
11.35
23.27
23.27
25.96
21.54
4.95
12.15
12.15
13.68
11.35
17.82
17.82
8.44
16.02
3.79
9.31
9.31
10.48
8.44
12
14.37
3
1.5
0.078
0.059
0.047
0.036
10.09
7.63
6.08
4.66
Mekelle university department of civil engineering
May 18,2006
44
Structural design of a G+6 building @ Mekelle as senior project
Fig 2.11 unadjusted moments
4.0 Moment adjustment
4.1 support adjustment
 Between panel 1and 7 & between 2 and 8
M1 = 23.27
M2 =17.84
∆M=5.43
%=∆M/M1 = 23%>20% , So it should be adjusted such that they take
this change in moment by their stiffness.
Md =17.84+1/4.5/(1/6+1/4.5)*5.43
Md =20.94

Between panel 4and 10
M1 = 25.96
M2 =20.08
∆M=5.88
%=∆M/M1= 23%>20% , So it should be adjusted such that they take
this change in moment by their stiffness.
Md =25.96-1/6/(1/6+1/4.5)*5.88
Md =23.44

Between panel 5and 11
M1 = 21.54
M2 =15.13
∆M=6.41
%=∆M/M1 = 29.7%>20% , So it should be adjusted such that they
take this change in moment by their stiffness.
Md =21.54-1/6/(1/6+1/4.5)*6.41
Md =18.79

Between panel 5and 6
M1 = 21.54
M2 =9.79
∆M=11.75
%=∆M/M1 = 54.55%>20% , So it should be adjusted such that they
take this change in moment by their stiffness.
Md =21.54-1/6/(1/6+1/3)*11.75
Md =17.62
Mekelle university department of civil engineering
May 18,2006
45
Structural design of a G+6 building @ Mekelle as senior project

Between panel 4and 5
M1= 25.96
M2 =21.54 ∆M=4.42
%=∆M/M1 = 17.02% <20% , so the average value should be taken
Md =(25.96+21.54)/2
Md =23.75

Between panel 6 and 12
M1= 4.95
M2=6.08 ∆M=1.13
%=∆M/M1 = 18.5% <20% , so the average value should be taken
Md =(4.95+6.08)/2
Md =5.52

Between panel 10 and 11
M1= 13.68
M2=11.35 ∆M=2.33
%=∆M/M1 = 17% <20% , so the average value should be taken
Md =(13.68+11.35)/2
Md =12.52

Between panel 11 and 12
M1= 11.35
M2=10.09 ∆M=1.26
%=∆M/M1 = 11% <20% , so the average value should be taken
Md =(11.35+10.09)/2
Md =10.72

4.2 span adjustment
 Slab 2
Md =25.96
Mi= 23.75 ∆m=2.21 ;
Cx=0.38, Cy=0.28
M2 = 23.44 ∆m=2.52
Mxd=18.62+0.38*2.07=19.41
Myd=18.62+0.28*2.07=19.20
 Slab4
Md =23.27
Mi= 20.94 ∆m1=2.33 ;
Cx=0.38, Cy=0.28
Mxd=17.82+0.38*2.33 =18.71
Myd=17.82+.28*2.33 = 18.47


Slab5
Md =21.54
Mi=17.62
∆m1=3.92 ;
Cx=0.38, Cy=0.28\
M2=18.79
∆m2=2.75
Mxd=16.02+.38*3.92+.28*2.75=18.28
Myd=16.02+.38*3.92+.28*2.75 =18.28
Slab12
Md =6.08
Mi=5.52 ∆m=0.56;
Cx=0.305, Cy=0.094
Mxd=7.63+0.305*0.56=7.8
Mekelle university department of civil engineering
May 18,2006
46
Structural design of a G+6 building @ Mekelle as senior project
Myd=4.66+0.094*.56=4.71
Fig 2.12 adjusted moments
5.0 load transfer to frames
panel
1
2
4
5
6
7
8
10
11
12
Pd
13.75
13.75
15.34
15.34
11.69
12.77
12.77
14.37
14.37
14.37
Lx
6
6
6
6
3
4.5
4.5
4.5
4.5
3
ßvxc
0.4
0.4
0.4
0.36
0.6
0.5
0.5
0.5
0.47
0.54
ßvxd
0.26
0.26
0.26
0.4
0.33
0.33
0.33
0.31
0.35
ßvyc
0.4
0.4
0.4
0.36
0.4
0.4
0.4
0.4
0.36
0.4
Mekelle university department of civil engineering
ßvyd
0.26
0.26
0.26
0.24
0.26
0.26
0.26
0.26
0.26
Vxc
33
33
36.9
33.15
21.05
28.73
28.73
32.33
30.39
23.28
Vxd
21.45
21.45
23.99
14.04
18.96
18.96
21.34
20.05
15.09
May 18,2006
Vyc
33
33
36.9
33.15
14.04
22.99
22.99
25.87
23.28
17.24
Vyd
21.45
21.45
23.99
22.1
9.12
14.94
14.94
16.81
11.21
47
Structural design of a G+6 building @ Mekelle as senior project
5.0 Third, fourth, and fifth floor slabs
Fig 2.13 labeling
1.0 Depth requirement for deflection
d> (0.4+0.6*Fyk/300)*Le/ ßa
panel
1,2,4,5
6
7,8,10,11
12
b,c,d,f,g,h
a,e
Le(mm)
6000
3000
4500
3000
1000
1000
ßa
40
30
36.7
35
10
10
d(mm)
127.5
85
104.22
72.86
85
85
Therefore, the maximum depth is d=127.5mm
Over all depth D=d+Ø+cover
for Ø=14mm
D=127.5+14+15
D=156.5mm
Use D=160mm;
d=131mm
Mekelle university department of civil engineering
May 18,2006
48
Structural design of a G+6 building @ Mekelle as senior project
2.0 Loading
Panel 1, 2, 4 and 5
- Self weight=0.16*24=3.84KN/m2
- Terrazzo tile floor finish (2cm)=0.02*23=0.46KN/m2
- cement screed (3cm)=0.03*20=0.60KN/m2
- Partition wall = 5*.15*3*12/36 =0.75KN/m2
Total Dead load, DD=3.84+0.75+0.46+0.6 = 5.63KN/m2
Live load, LL=5KN/m2
Design load Pd= 1.3DD+1.6LL
= 1.3*(5.63) +1.6*5
Pd = 15.345KN/m2
Panel 7, 8, 10 and 11
- Self weight=0.16*24=3.84KN/m2
- Terrazzo tile floor finish (2cm)=0.02*23=0.46KN/m2
- cement screed (3cm)=0.03*20=0.60KN/m2
- Partition wall = 0KN/m2
Total Dead load, DD=3.84+0.46+0.6 = 4.90KN/m2
Live load, LL=5KN/m2
Design load Pd= 1.3DD+1.6LL
= 1.3*(4.90) +1.6*5
Pd = 14.37KN/m2
Panel 6
- Self weight=0.16*24=3.84KN/m2
- Terrazzo tile floor finish (2cm)=0.02*23=0.46KN/m2
- cement screed (3cm)=0.03*20=0.60KN/m2
- Partition wall = 5.45*.15*3*12/18 =1.635KN/m2
Total Dead load, DD=3.84+1.635+0.46+0.6 = 6.535KN/m2
Live load, LL=2KN/m2
Design load Pd= 1.3DD+1.6LL
= 1.3*(6.535) +1.6*2
Pd = 11.69KN/m2
Pd = 14.37 KN/m2
Panel 12
- Self weight=0.16*24=3.84KN/m2
- Terrazzo tile floor finish (2cm)=0.02*23=0.46KN/m2
- cement screed (3cm)=0.03*20=0.60KN/m2
- Partition wall = 0KN/m2
Total Dead load, DD=3.84+0.46+0.6 = 4.9 KN/m2
Live load, LL=5KN/m2
Design load Pd= 1.3DD+1.6LL
= 1.3*4.9+1.6*5
Pd = 14.37 KN/m2
Panel b, c, f, g, h (cantilever slabs)
- Self weight=0.16*24=3.84KN/m2
- Terrazzo tile floor finish (2cm)=0.02*23=0.46KN/m2
- cement screed (3cm)=0.03*20=0.60KN/m2
-partition load concentrated = 1.3*3*.2*14 = 10.92KN/m
- Partition wall = 0.2*2*3*14/3 = 5.6KN/m2
Total Dead load, DD=3.84+0.46+0.6+5.6 = 10.5 KN/m2
Live load, LL=5KN/m2
Design load Pd= 1.3DD+1.6LL = 1.3*10.5+1.6*5
Pd = 21.65 KN/m2
Mekelle university department of civil engineering
May 18,2006
49
Structural design of a G+6 building @ Mekelle as senior project
Panel a, e (cantilever slabs)
- Self weight=0.16*24=3.84KN/m2
- Terrazzo tile floor finish (2cm)=0.02*23=0.46KN/m2
- cement screed (3cm)=0.03*20=0.60KN/m2
-partition load concentrated = 1.3*3*.2*14 = 10.92KN/m
- Partition wall = 0.2*2*3*14/7 = 2.4KN/m2
Total Dead load, DD=3.84+0.46+0.6+2.4 = 7.7 KN/m2
Live load, LL=5KN/m2
Design load Pd= 1.3DD+1.6LL
= 1.3*7.7+1.6*5
Pd = 18.01 KN/m2
3.0 Analysis using the EBCS code provision
For the two slabs Mxi= αxi* Pd *Lx^2
For cantilever slabs M= Pd 1*Lx^2*0.5+ Pd *Lx
Where Pd =distributed load and Pd = concentrated load
Panel
Ratio
panel type
Pd
Lx Ly/Lx αxs
αxf
αys
αyf
Mxs
1
15.345
6
1
0.047 0.036 0.047 0.036 25.96
2
15.345
6
1
0.047 0.036 0.047 0.036 25.96
4
15.345
6
1
0.047 0.036 0.047 0.036 25.96
5
15.345
6
1
0.039 0.029 0.039 0.029 21.54
6
11.69
3
2
0.093 0.07
0.047 0.036 10.01
7
14.37
4.5 1.33
0.069 0.051 0.047 0.036 20.08
8
14.37
4.5 1.33
0.069 0.051 0.047 0.036 20.08
10
14.37
4.5 1.33
0.069 0.051 0.047 0.036 20.08
11
14.37
4.5 1.33
0.052 0.039 0.039 0.029 15.13
Mxf
19.89
19.89
19.89
16.02
7.53
14.84
14.84
14.84
11.35
Mys
25.96
25.96
25.96
21.54
5.06
13.68
13.68
13.68
11.35
Myf
19.89
19.89
19.89
16.02
3.88
10.48
10.48
10.48
8.44
12
7.63
6.08
4.66
14.37
3
1.5
0.078
0.059
0.047
0.036
10.69
Fig 2.14 unadjusted moments
Mekelle university department of civil engineering
May 18,2006
50
Structural design of a G+6 building @ Mekelle as senior project
4.0 Moment adjustment
4.1 support adjustment
 Between panel 1and 7 & between 2 and 8 & 4 and 10
M1 = 25.96
M2 =20.08
∆M=5.88
%=∆M/M1 = 22.6%>20%, so it should be adjusted such that they take
this change in moment by their stiffness.
Md =20.08+1/4.5/(1/6+1/4.5)*5.88
Md =23.44

Between panel 5and 11
M1 = 21.54
M2 =15.13
∆M=6.41
%=∆M/M1 = 29.7%>20%, so it should be adjusted such that they take
this change in moment by their stiffness.
Md =21.54-1/6/ (1/6+1/4.5)*6.41
Md =18.79

Between panel 5and 6
M1 = 21.54
M2 =10.01
∆M=11.53
%=∆M/M1 = 54.55%>20% , So it should be adjusted such that they
take this change in moment by their stiffness.
Md =21.54 -1/6/(1/6+1/3)*11.53
Md =17.70

Between panel 4and 5
M1= 25.96
M2 =21.54 ∆M=4.42
%=∆M/M1 = 17.02% <20% , so the average value should be taken
Md =(25.96+21.54)/2
Md =23.75

Between panel 6 and 12
M1= 6.08
M2=5.06 ∆M=1.02
%=∆M/M1 = 16.7% <20% , so the average value should be taken
Md =(5.06+6.08)/2
Md =5.57

Between panel 10 and 11
M1= 13.68
M2=11.35 ∆M=2.33
%=∆M/M1 = 17% <20% , so the average value should be taken
Md =(13.68+11.35)/2
Md =12.52

Between panel 11 and 12
M11= 11.35
M12=10.09 ∆M=1.26
%=∆M/M10 = 11% <20% , so the average value should be taken
Md =(11.35+10.09)/2
Md =10.72
Mekelle university department of civil engineering
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Structural design of a G+6 building @ Mekelle as senior project
4.2 span adjustment
 Slab 1, 2
Md =25.96
Mi= 23.44 ∆m=2.52 ;
Cx=0.38, Cy=0.28
M2 = 23.44 ∆m=2.52
Mxd=19.89+0.38*2.52=20.85
Myd=18.62+0.28*2.52=20.60
 Slab4
Md =25.96
Mi= 20.94 ∆m1=2.21
Cx=0.38, Cy=0.28
M2 = 23.44 ∆m2=2.52
Mxd=19.89+0.38*2.21+0.28*2.52 =21.44
Myd=19.89+.38*2.21+0.28*2.52 = 21.44
 Slab5
Md =21.54
Mi=17.7
∆m1=3.84;
Cx=0.38, CY=0.28
M2=18.79
∆m2=2.75
Mxd=16.02+.38*3.84+.28*2.75=18.25
Myd=16.02+.38*3.84+.28*2.75 =18.25
 Slab 10
Md =13.86
Mi=12.52 ∆m=1.34;
Cx=0.325, Cy=0.135
Mxd=14.84+0.325*1.34=15.28
Myd=10.48+0.135*1.34=10.66
 Slab 11
Md =11.35
Mi=10.72 ∆m=0.63;
Cx=0.325, Cy=0.135
Mxd=11.35+0.325*0.63=11.55
Myd=8.44+0.135*0.63=8.53
 Slab 12
Md =6.08
Mi=5.57 ∆m=0.51;
Cx=0.305, Cy=0.094
Mxd=4.66+0.305*0.51=4.82
Myd=7.63+0.094*0.51=7.68
Mekelle university department of civil engineering
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Structural design of a G+6 building @ Mekelle as senior project
Fig 2.15 adjusted moments
5.0 load transfer to frames
panel
1
2
4
5
6
7
8
10
11
12
Pd
15.345
15.345
15.345
15.345
11.69
14.37
14.37
14.37
14.37
14.37
Lx
6
6
6
6
3
4.5
4.5
4.5
4.5
3
ßvxc
0.4
0.4
0.4
0.36
0.6
0.5
0.5
0.5
0.31
0.35
ßvxd
0.26
0.26
0.26
0.4
0.33
0.33
0.33
0.36
0.4
ßvyc
0.4
0.4
0.4
0.36
0.4
0.4
0.4
0.4
0.36
0.4
Mekelle university department of civil engineering
ßvyd
0.26
0.26
0.26
0.24
0.26
0.26
0.26
0.26
0.26
Vxc
36.83
36.83
36.83
33.15
21.05
32.33
32.33
32.33
30.39
23.28
Vxd
23.94
23.94
23.94
14.04
21.34
21.34
21.34
20.046
15.09
May 18,2006
Vyc
36.83
36.83
36.83
33.15
14.04
25.87
25.87
25.87
23.28
17.24
Vyd
23.94
23.94
23.94
22.10
9.12
16.81
16.81
16.81
11.21
53
Structural design of a G+6 building @ Mekelle as senior project
6.0 6th floor level
Fig 2.16 labeling
1. Depth determination
d>(0.4+0.6*Fyk/400)*Le/ßa
panel
1
2
3
4
5
6
7
Le(mm)
1
1
1
6
4.5
1
1
ßa
10
10
10
45
41.7
10
10
d(mm)
85
85
85
114
92
85
85
8
9
10
11
6
4.5
3
3
45
36.70
30
35
114
104
85
73
d=max(di)=114mm
and D=d+cover+ø
using ø=14
D=114+15+14=143mm
but uniformity in construction from other slabs use the
same thickness as others
that is D=160mm and d=131mm
2.Loading
2.1 Dead loads(DD)
For all slabs

Self weight 0f the slab=0.16*24=3.84KN/m2

2cmTerrazzo tile Floor finish =23*0.02=0.46KN/m2

3cm thickness Cement screed =0.03*20=0.60KN/m2

Partition load
Mekelle university department of civil engineering
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Structural design of a G+6 building @ Mekelle as senior project
On slabs 1,2,3,6
=1.03KN/m2 (distributed load)
=6.3KN
(concentrated load)
On slabs 4&8
=0.765KN/m2 (distributed load)
On slabs 5,9 &11
= no load
on slab7
=1.03KN/m2 (distributed load)
=6.3KN
(concentrated load)
On slabs 4&8
=0.765KN/m2 (distributed load)
On slabs 10
=0.99KN/m2 (distributed load)
2.2 Live load(LL)
For all slabs other than slab 11=5KN/m2
For slab 11=3.5KN/M2
There fore the design load is
Pd=1.3*DD+1.6*LL
3. Analysis
panel Panel
type
1
Cant
2
Cant
3
Cant
4
1
5
1
6
Cant
7
Cant
8
2
9
2
10
4
11
4
Mi=αi*Pd*Lx^2
Pd
15.71+8.19
15.71+8.19
15.71+8.19
15.37
14.37
15.71+8.19
16.37+8.19
15.37
14.37
13.26
14.37
Lx
1
1
ratio αxs
6
1
4.5 1.33
1
1
6
1
4.5 1.33
3
2
3
1.5
0.032
0.048
0.039
0.071
0.093
0.073
αxf
αys
αyf
Mxs
Mxf
Mys
Myf
0.024
0.033
0.029
0.053
0.070
0.059
0.032
0.032
0.039
0.039
0.047
0.047
0.024
0.024
0.029
0.029
0.036
0.036
16.01
16.01
16.01
17.71
13.97
16.01
16.38
21.58
20.60
11.10
10.09
13.28
9.60
16.05
15.42
8.35
7.63
17.71
9.31
21.58
13.68
5.61
6.08
13.28
6.98
16.05
10.48
4.30
4.60
Fig 2.17 unadjusted moments
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55
Structural design of a G+6 building @ Mekelle as senior project
4.0 Moment adjustment
4.1support adjustment

Between panels 1&4
M1=17.71
M2=16.01
Md=max(M1,M2)
Md=17.71 KNm
%= 4.42/16.66*100 =25.45>20%
K1 = 6/(6+4)=6/10
K2 = 4/(4+6)= 4/10
Md = 12.42+6/10*4.24 = 14.96KNm

Between panels 1&8
M1=21.58
M2=16.01
Md=max(M1,M2)
Md=21.58KNm

Between panels 2&4
M1=17.71
M2=16.01
Md=max(M1,M2)
Md=17.71KNm

Between panels 2&5
M1=16.01
M2=9.31
Md=max(M1,M2)
Md=16.01KNm

Between panels 3&5
M1=16.01
M2=13.97
Md=max(M1,M2)
Md=16.01KNm

Between panels 3&9
M1=20.66
M2=16.01
Md=max(M1,M2)
Md=20.66KNm

Between panels 8&4
M1=21.58
M2=17.71
ΔM = 3.87
%= 3.87/21.58*100
=18%<20%
Md = 0.5(21.58+17.71)= 19.65KNm

Between panels 4&5
M1=17.71
M2=13.97
ΔM = 3.74
%= 3.74/17.71*100
=21.10%>20%
K1 = 4.5/(4.5+6)=0.429 K2 = 6/(4.5+6)= 0.571
Md = 13.97+0.429*3.74= 16.11KNm

Between panels 8&9
M1=21.58
M2=20.66 ΔM = 0.92
%= 0.29/21.58*100
=4.3%<20%
Md = 0.5(21.58+20.66)= 21.12KNm
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Structural design of a G+6 building @ Mekelle as senior project

Between panels 5&9
M1=13.68
M2=9.31 ΔM = 4.37 %= 4.37/13.68*100
=31.90%>20%
K1 = 4.5/(4.5+6)=0.429
K2 = 6/(4.5+6)= 0.571
Md = 9.31+0.571*4.37= 11.80KNm

Between panels 4&10
M1=17.71
M2=11.10 ΔM = 6.1 %= 6.16/17.71*100
=37.32%>20%
K1 = 3 /(3+6)=0.333 K2 = 6/(3+6)= 0.667
Md = 11.10+0.333*6.16= 12.20KNm

Between panels 5&11
M1=10.09
M2=9.31 ΔM = 0.78 %= 0.78/10.09*100
=7.73%<20%
Md = 0.5(10.09+9.31)= 9.70KNm
4.2 Span adjustment
Panel 4a
b/n 4&8
Md=19.65
Mi=21.50
Since moment increased no span moment adjustment is required.
b/n 4&2
Since moment increased no span moment adjustment is required
b/n 4&5
Md=16.11
Mi=17.71
Δm=17.71-16.11=1.6
Cx=0.380; Cy=0.280
Mxd=13.28+0.38*1.6=13.89 KNm
Mxd=13.28+0.28*1.6=13.72 KNm
Panel 5a
In all directions the support moments increased so that no span moment adjustment
is required.
Panel 8a
b/n 1&8
Since moment increased no span moment adjustment is required
b/n 8&9
Md=19.65
Mi=21.58
Δm1=1.93
Cx=0.380; Cy=0.280
b/n 8&9
Md=21.12
Mi=21.58
Δm2=0.46
Cx=0.380; Cy=0.280
Mxd=13.28+0.38*(1.93+.46)=16.96 KNm
Mxd=13.28+0.28*(1.93+.46)=16.72 KNm
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Structural design of a G+6 building @ Mekelle as senior project
Panel 9a
b/n 5&9
Md=11.8
Mi=13.68
Δm=1.88
Cx=0.327; Cy=0.137
Mxd=15.42+0.327*1.88=16.03 KNm
Mxd= 10.48+.137*1.88=10.74 KNm
In the other supports the moment increased that no span moment adjustment is
important.
Panel 4b
b/n 4&8
Since moment increased no span moment adjustment is required
b/n 4&6
Since moment increased no span moment adjustment is required
b/n 4&10
Md=12.20
Mi=17.71
Δm1=5.51
Cx=0.380; Cy=0.280
b/n 4&5
Md=16.11
Mi=17.71
Δm=1.60
Cx=0.380; Cy=0.280
Mxd=13.28+0.38*(5.51+1.6)=15.98 KNm
Mxd= 13.28+0.28(5.51+1.6)=15.27KNm
Panel 5b
In all directions the support moments increased so that no span moment adjustment
is required.
Panel 10
In all directions the support moments increased so that no span moment adjustment is
required.
Panel 11
b/n 5&11
Md=9.70
Mi=10.09
Δm1=0.39
Cx=0.484; Cy=0.248
b/n 11&10
Md=5.85
Mi=6.08
Δm2=0.23
Cx=0.238; Cy=0.0.055
Mxd=4.66+.484*0.39+0.238*0.23=4.90 KNm
Mxd= 7.63+0.248*0.39+0.055*0.23=7.71KNm
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Structural design of a G+6 building @ Mekelle as senior project
Fig 2.18 Adjusted moments
5. Load transfer to beams
panel r
Pd
1
15.71+8.19
2
15.71+8.19
3
15.71+8.19
4
1
15.37
5
1.33 14.37
6
15.71+8.19
7
16.37+8.19
8
1
15.37
9
1.33 14.37
10
2.0 13.26
11
1.5 14.37
Lx
1
1
1
6
4.5
1
1
6
4.5
3
3
ßvxc
0.33
0.415
0.36
0.36
0.60
0.54
ßvxd
0.24
0.40
0.35
ßvyc
0.33
0.33
0.36
0.36
0.40
0.40
Mekelle university department of civil engineering
ßvyd
0.24
0.26
0.26
Vxc
30.43
26.84
33.20
23.28
23.87
23.28
Vxd
15.52
15.91
15.10
May 18,2006
Vyc
30.43
21.34
33.20
15.91
17.24
Vyd
23.90
23.90
23.90
23.90
24.56
22.13
23.28
10.34
11.21
59
Structural design of a G+6 building @ Mekelle as senior project
7.0 slab around the lift shaft -one way slab
Fig 2.19
This slab is simply supported and belongs to all floor with the same configuration.
Ly/Lx >2.0, therefore it is one way slab with simply supported support conditions.
1. Depth for deflection
0.6 f yk Le
, le =2500mm & β = 25
d  (0.4 
)
400 a
d ≥ 85mm (<131mm) ok.
2. Loading
i.
Dead load
a. self weight= t*γc = 0.16*24=3.84KN/m2
b. finishing
 3 cm cement screed,
=0.03*20=0.6KN/m2
 2 cm terrazzo tile,
=0.02*22=0.4KN/m2
ii.
live load, access for office = 5KN/m2
Design load = 1.3*DL+1.6*LL
= 1.3*(3.84+0.6+0.44) +1.6*5
Pd= 14.344KN/m2
Shear and moments
The slab is treated as a one way solid slab. Taking a meter strip and modeling it as a simply
supported beam:
14.344
2.5m
V=14.34*2.5/2=17.93KN/m
Md= wl2/8=14.344*2.52/8=11.21KN-m
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Structural design of a G+6 building @ Mekelle as senior project
9.Flat roof for the stair case cover
6.0m
6.0m
1. Depth for deflection
6000
L
 145.71
d  0.85 e  d  0.85 *
35
a
Using Ф14
D=d+ cover +0.5* (0.5Ф+1.5 Ф)
145.71+15+14=174.71
D=180mm, d=151mm
2. Loading
-Wind load =0.31KN/m2 (pressure)
- Self weight = 0.18*24=4.32 KN/m2 (DL)
- Floor finish
- cement screed= 0.03*20=0.6 KN/m2 (DL)
- 10,000lt water tanker =9.81/ (6*6) =2.73 KN/m2 (LL)
- Live load =1 KN/m2 (LL)
Design load Pd=0.31+1.3*(4.32+0.6) +1.6*(1+2.73)
= 12.67 KN/m2
3. Analysis
M i   i pd L2x
Using appendix A of EBCS-2, 95
The slab is categorized under panel type 9, and hence
αxf=αyf=0.056
Therefore Mxf=25.54=Myf
4. Load transfer
Vx=Vy=ßvxPdLx, ßvx=0.33
= 0.33*12.67*6=25.09
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Structural design of a G+6 building @ Mekelle as senior project
10 Reinforcement bars for the slabs
The reinforcements are provided for the design moments using design charts from
EBCS_2;part II ,19995 table 1a
Md
b
Km =
where Md = design moment
d
b = width of slab taken as 1.00m
d = effective depth of slab.
Using Km and C-25 ,S-300 Ks is read from the chart and
As= Ks *Md /d
This is compared with the minimum reinforcement for temperature and shrinkage given as
As,min =ρmin *b*d where ρmin= 0.5/fyk
The spacing of the calculated bars is determined as
S= 10000*as/As
or
2D which ever is minimum
design of slabs
slab level
mezanine@3m
support
sup b/n 0&2
1&2,3,4
2&3
3&4
5&2,3
span
panel 2
3
4
mezanine@3.6m
support
9&6,7
6&7
7&8
8&10
10&11
12&11
span
6
7
Md
Km
Ks
As
cal
As.min
As
provide
Ø
spacing
s
provided
12.6
32.55
14.81
18.37
19.68
27
44
29
33
34
4
4.26
4.04
4.08
4.09
385
1058
457
572
614
218
218
218
218
218
385
1058
457
572
614
10
14
10
12
12
204
145
172
198
184
Ø10 c/c200
Ø14 c/c140
Ø 10c/c170
Ø12 c/c190
Ø 12c/c180
9.2
5.52
13.08
12.91
15.69
15.51
23
18
28
27
30
30
3.97
3.95
4.01
4
4.05
4.05
279
166
400
394
485
480
218
218
218
218
218
218
279
218
400
394
485
480
8
8
10
10
10
10
180
230
196
199
162
164
Ø8 c/c180
Ø8 c/c230
Ø10 c/c190
Ø10 c/c190
Ø10 c/c160
Ø10 c/c160
19.68
22.4
17.46
5.93
5.93
32.55
34
36
32
19
19
44
4.09
4.1
4.06
3.95
3.95
4.26
614
701
541
179
179
1058
218
218
218
218
218
218
614
701
541
218
218
1058
12
12
12
8
8
14
184
161
209
230
230
145
Ø12 c/c180
Ø12 c/c160
Ø12 c/c200
Ø8 c/c230
Ø8 c/c230
Ø14 c/c140
19.41
19.2
16.55
16.28
34
33
31
31
4.09
4.08
4.07
4.07
606
598
514
506
218
218
218
218
606
598
514
506
12
12
12
12
187
189
220
224
Ø12 c/c180
Ø12 c/c180
Ø12 c/c220
Ø12 c/c220
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Structural design of a G+6 building @ Mekelle as senior project
8
4.45
10.1
16
24
3.95
3.98
134
307
218
218
218
307
8
8
230
164
Ø8 c/c230
Ø8 c/c160
10
4.4
16
3.95
133
218
218
8
230
Ø8 c/c230
10.09
24
3.98
307
218
307
8
164
Ø8 c/c160
4.71
6.87
17
20
3.95
3.96
142
208
218
218
218
218
8
8
230
230
Ø8 c/c230
Ø8 c/c230
20.57
12.42
14.96
18.82
6.49
14.82
18.2
12.57
14.4
7.34
11.86
14.22
8.13
8.1
7.34
11.45
12.71
7.34
8.15
23.76
17.71
21.96
18.15
5.02
10.77
9.36
13.68
11.68
5.03
6.3
6.74
10.34
35
27
30
33
19
29
33
27
29
21
26
29
22
22
21
26
27
21
22
37
32
36
33
17
25
23
28
26
17
19
20
25
4.11
4
4.05
4.08
3.95
4.04
4.08
4
4.04
3.97
4
4.04
3.98
3.98
3.97
4
4
3.97
3.98
4.12
4.07
4.11
4.08
3.95
3.99
3.97
4.03
4
3.95
3.95
3.96
3.99
645
379
463
586
196
457
567
384
444
222
362
439
247
246
222
350
388
222
248
747
550
689
565
151
328
284
421
357
152
190
204
315
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
645
379
463
586
218
457
567
384
444
222
362
439
247
246
222
350
388
222
248
747
550
689
565
218
328
284
421
357
218
218
218
315
12
10
10
12
8
10
12
10
10
8
10
10
8
8
8
10
10
8
8
12
12
12
12
8
8
8
10
10
8
8
8
8
175
207
170
193
230
172
200
205
177
226
217
179
204
204
226
225
202
226
203
151
206
164
200
230
153
177
187
220
230
230
230
160
Ø12 c/c170
Ø10 c/c200
Ø10 c/c170
Ø12 c/c190
Ø8 c/c230
Ø10 c/c170
Ø12 c/c200
Ø10 c/c200
Ø10 c/c170
Ø8 c/c220
Ø10 c/c210
Ø10 c/c170
Ø8 c/c200
Ø8 c/c200
Ø8 c/c220
Ø10 c/c220
Ø10 c/c200
Ø8 c/c220
Ø8 c/c200
Ø12 c/c150
Ø12 c/c200
Ø12 c/c160
Ø12 c/c200
Ø8 c/c230
Ø8 c/c150
Ø8 c/c170
Ø10 c/c180
Ø10 c/c220
Ø8 c/c230
Ø8 c/c230
Ø8 c/c230
Ø8 c/c160
9.38
5.63
13.84
13.84
16.88
16.88
9.44
5.59
23
18
28
28
31
31
23
18
3.98
3.95
4.04
4.04
4.05
4.05
3.97
3.95
285
170
427
427
522
522
286
169
218
218
218
218
218
218
218
218
285
218
427
427
522
522
286
218
8
8
10
10
10
10
8
8
176
230
184
184
150
150
176
230
Ø8 c/c170
Ø8 c/c230
Ø10 c/c180
Ø10 c/c180
Ø10 c/c150
Ø10 c/c150
Ø8 c/c170
Ø8 c/c230
11
1st floor
support
22&1,2,3
25&1,4,7,10
1&2
2&3
1&4
2&5
3&6
4&5
5&6
4&7
5&8
6&9
7&8
8&9
7&10
8&11
9&12
10&11
11&12
13&14
14&15
13&16
14&17
15&18
16&17
17&18
16&19
17&20
18&21
19&20
20&21
24&19,20,21
span
1
2
3
4
Mekelle university department of civil engineering
May 18,2006
63
Structural design of a G+6 building @ Mekelle as senior project
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
2nd floor
support
1&2
4&5
5&6
1&7
2&8
4&10
5&11
6&12
7&8
10&11
11&12
13&1
14&2
15&4
10.28
10.21
13.18
13.18
6.91
5.82
5.48
8.22
6.94
9.61
5.51
5.51
5.73
9.48
6.89
10.37
21.85
22.03
16.98
17.32
7.47
7.47
10.35
14.15
7.66
11.18
7.1
5.35
5.23
7.85
4.28
7.13
6.84
4.36
24
24
28
28
20
18
18
22
20
24
18
18
18
24
20
25
36
36
31
32
21
21
25
29
21
26
20
18
17
21
16
20
20
16
3.99
3.99
4.04
4.04
3.96
3.95
3.95
3.98
3.96
3.99
3.95
3.95
3.95
3.99
3.96
3.99
4.11
4.11
4.05
4.06
3.97
3.97
3.99
4.04
3.97
4
3.96
3.95
3.95
3.97
3.95
3.96
3.96
3.95
313
311
406
406
209
175
165
250
210
293
166
166
173
289
208
316
686
691
525
537
226
226
315
436
232
341
215
161
158
238
129
216
207
131
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
313
311
406
406
218
218
218
250
218
293
218
218
218
289
218
316
686
691
525
537
226
226
315
436
232
341
218
218
218
238
218
218
218
218
8
8
10
10
8
8
8
8
8
8
8
8
8
8
8
8
12
12
10
12
8
8
10
10
8
10
8
8
8
8
8
8
8
8
161
162
193
193
230
230
230
201
230
172
230
230
230
174
230
159
165
164
150
211
222
222
249
180
217
230
230
230
230
211
230
230
230
230
Ø8 c/c160
Ø8 c/c160
Ø10 c/c190
Ø10 c/c190
Ø8 c/c230
Ø8 c/c230
Ø8 c/c230
Ø8 c/c200
Ø8 c/c230
Ø8 c/c170
Ø8 c/c230
Ø8 c/c230
Ø8 c/c230
Ø8 c/c170
Ø8 c/c230
Ø8 c/c150
Ø12 c/c160
Ø12 c/c160
Ø10 c/c150
Ø12 c/c210
Ø8 c/c220
Ø8 c/c220
Ø10 c/c240
Ø10 c/c180
Ø8 c/c210
Ø10 c/c230
Ø8 c/c230
Ø8 c/c230
Ø8 c/c230
Ø8 c/c210
Ø8 c/c230
Ø8 c/c230
Ø8 c/c230
Ø8 c/c230
23.27
23.75
17.62
20.94
20.94
23.44
18.79
5.52
12.15
12.52
10.72
19.97
21.75
21.75
37
37
32
35
35
37
33
18
27
27
25
34
36
36
4.12
4.12
4.06
4.11
4.11
4.12
4.08
3.95
4
4
3.99
4.09
4.12
4.12
732
747
546
657
657
737
585
166
371
382
327
623
684
684
218
218
218
218
218
218
218
218
218
218
218
218
218
218
732
747
546
657
657
737
585
218
371
382
327
623
684
684
12
12
12
12
12
12
12
8
10
10
8
12
12
12
155
151
207
172
172
153
193
230
212
205
154
181
165
165
Ø12 c/c150
Ø12 c/c150
Ø12 c/c200
Ø12 c/c170
Ø12 c/c170
Ø12 c/c150
Ø12 c/c190
Ø8 c/c230
Ø10 c/c210
Ø10 c/c200
Ø8 c/c150
Ø12 c/c180
Ø12 c/c160
Ø12 c/c160
Mekelle university department of civil engineering
May 18,2006
64
Structural design of a G+6 building @ Mekelle as senior project
16&5
17&11
18&10
19&8
20&7
span
21.75
21.75
21.75
21.75
19.97
1
2
4
5
6
7
8
10
11
12
3rd,4th&5th floor
support
1&2
4&5
5&6
1&7
2&8
4&10
5&11
6&12
7&8
10&11
11&12
13&1
14&2
15&4
16&5
17&11
18&10
19&8
20&7
span
1
4.06
4.06
4.08
4.08
4.11
4.12
4.08
4.08
3.96
3.95
4
4.02
3.99
4.04
3.99
4.05
3.98
4
3.96
3.95
684
684
684
684
623
0
552
552
583
575
665
682
599
573
228
117
371
405
319
458
325
472
259
352
232
145
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
684
684
684
684
623
218
552
552
583
575
665
682
599
573
228
218
371
405
319
458
325
472
259
352
232
218
12
12
12
12
12
8
12
12
12
12
12
12
12
12
8
8
10
10
10
10
10
10
8
10
8
8
165
165
165
165
181
230
205
205
194
197
170
166
189
197
221
230
212
194
246
172
242
166
194
223
217
230
Ø12 c/c160
Ø12 c/c160
Ø12 c/c160
Ø12 c/c160
Ø12 c/c180
Ø8 c/c230
Ø12 c/c200
Ø12 c/c200
Ø12 c/c190
Ø12 c/c190
Ø12 c/c170
Ø12 c/c160
Ø12 c/c180
Ø12 c/c190
Ø8 c/c220
Ø8 c/c230
Ø10 c/c210
Ø10 c/c190
Ø10 c/c240
Ø10 c/c170
Ø10 c/c240
Ø10 c/c160
Ø8 c/c190
Ø10 c/c220
Ø8 c/c210
Ø8 c/c230
39
37
32
37
37
37
33
18
28
27
25
34
36
36
36
36
36
36
34
4.16
4.12
4.06
4.12
4.12
4.12
4.08
3.95
4.04
4
3.99
4.09
4.12
4.12
4.12
4.12
4.12
4.12
4.09
824
747
549
737
737
737
585
168
422
382
327
623
684
684
684
684
684
684
623
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
824
747
549
737
737
737
585
218
422
382
327
623
684
684
684
684
684
684
623
14
12
12
12
12
12
12
8
10
10
8
12
12
12
12
12
12
12
12
187
151
206
153
153
153
193
230
186
205
154
181
165
165
165
165
165
165
181
Ø c/c180
Ø12 c/c150
Ø12 c/c200
Ø12 c/c150
Ø12 c/c150
Ø12 c/c150
Ø12 c/c190
Ø8 c/c230
Ø10 c/c180
Ø10 c/c200
Ø8 c/c150
Ø12 c/c180
Ø12 c/c160
Ø12 c/c160
Ø12 c/c160
Ø12 c/c160
Ø12 c/c160
Ø12 c/c160
Ø12 c/c180
35
35
4.11
4.11
654
646
218
218
654
646
12
12
173
175
Ø12 c/c170
Ø12 c/c170
4.12
4.12
4.12
4.12
4.09
17.82
17.82
18.71
18.47
21.21
21.69
19.24
18.39
7.53
3.88
12.15
13.19
10.48
14.84
10.66
15.28
8.53
11.53
7.68
4.82
36
36
36
36
34
0
32
32
33
33
35
36
33
33
21
15
27
28
25
29
25
30
22
26
21
17
25.96
23.75
17.7
23.44
23.44
23.44
18.79
5.57
13.68
12.52
10.72
19.97
21.75
21.75
21.75
21.75
21.75
21.75
19.97
20.85
20.6
Mekelle university department of civil engineering
May 18,2006
65
Structural design of a G+6 building @ Mekelle as senior project
2
4
5
6
7
8
10
11
12
6th floor
support
1&4a
1&8a
2&4a
2&5a
3&5a
3&9a
6&8b
6&4b
7&9b
7&5b
4a&8a
8b&4b
4b&10
4a&5a
8a&9a
8b&9b
4b&5b
10&11
5a&9a
9b&5b
5b&11
span
4a
5a
8a&8b
9a&9b
20.85
20.6
21.21
21.69
19.4
18.39
7.53
3.88
10.48
14.84
10.48
14.84
10.66
15.28
8.53
11.55
7.68
4.82
35
35
35
36
34
33
21
15
25
29
25
29
25
30
22
26
21
17
4.11
4.11
4.11
4.12
4.09
4.08
3.96
3.95
3.99
4.04
3.99
4.04
3.99
4.05
3.98
4
3.96
3.95
654
646
665
682
606
573
228
117
319
458
319
458
325
472
259
353
232
145
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
654
646
665
682
606
573
228
218
319
458
319
458
325
472
259
353
232
218
12
12
12
12
12
12
8
8
8
10
8
10
8
10
8
10
8
8
173
175
170
166
187
197
221
230
157
172
157
172
155
166
194
223
217
230
Ø12 c/c170
Ø12 c/c170
Ø12 c/c170
Ø12 c/c160
Ø12 c/c180
Ø12 c/c190
Ø8 c/c220
Ø8 c/c230
Ø8 c/c150
Ø10 c/c170
Ø8 c/c150
Ø c/c170
Ø8 c/c150
Ø10 c/c160
Ø8 c/c190
Ø10 c/c220
Ø8 c/c210
Ø8 c/c230
17.71
21.58
17.71
16.01
16.01
20.66
21.58
17.71
20.66
16.01
19.65
19.61
12.2
16.11
21.12
21.12
16.1
5.85
11.8
11.8
9.7
32
35
32
31
31
35
35
32
35
31
34
34
27
31
35
35
31
18
26
26
24
4.07
4.11
4.07
4.06
4.06
4.11
4.11
4.07
4.11
4.06
4.09
4.09
4
4.06
4.11
4.11
4.06
3.95
4
4
3.99
550
677
550
496
496
648
677
550
648
496
614
612
373
499
663
663
499
176
360
360
295
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
218
550
677
550
496
496
648
677
550
648
496
614
612
373
499
663
663
499
218
360
360
295
12
12
12
10
10
12
12
12
12
12
12
12
10
10
12
12
10
8
10
10
8
206
167
206
158
158
174
167
206
174
228
184
185
211
157
171
171
157
230
218
218
170
Ø12 c/c200
Ø12 c/c160
Ø c/c200
Ø10 c/c150
Ø10 c/c150
Ø12 c/c170
Ø12 c/c160
Ø12 c/c200
Ø12 c/c170
Ø12 c/c220
Ø12 c/c180
Ø12 c/c180
Ø10 c/c210
Ø10 c/c150
Ø12 c/c170
Ø12 c/c170
Ø10 c/c150
Ø8 c/c230
Ø c/c210
Ø10 c/c210
Ø8 c/c170
13.89
13.72
6.98
9.6
16.96
16.72
10.74
16.03
28
28
20
24
31
31
25
31
4.04
4.04
3.96
3.99
4.06
4.06
3.99
4.06
428
423
211
292
526
518
327
497
218
218
218
218
218
218
218
218
428
423
218
292
526
518
327
497
10
10
8
8
12
10
8
10
183
186
230
172
215
152
154
158
Ø10 c/c180
Ø10 c/c180
Ø8 c/c230
Ø8 c/c170
Ø12 c/c210
Ø c/c150
Ø8 c/c150
Ø10 c/c150
Mekelle university department of civil engineering
May 18,2006
66
Structural design of a G+6 building @ Mekelle as senior project
4b
5b
10
11
stair cover slab
one way slab
15.98
15.27
6.98
9.6
4.3
8.35
4.9
7.71
25.54
11.21
31
30
20
24
16
22
17
21
39
26
4.06
4.05
3.96
3.99
3.95
3.98
3.95
3.96
4.17
4
495
472
211
292
130
254
148
233
813
342
218
218
218
218
218
218
218
218
218
218
495
472
218
292
218
254
218
233
813
342
10
10
8
8
8
8
8
8
14
10
Ø10 c/c150
Ø10 c/c160
Ø8 c/c230
Ø8 c/c170
Ø8 c/c230
Ø8 c/c190
Ø8 c/c230
Ø8 c/c210
Ø14 c/c180
Ø10 c/c220
159
166
230
172
230
198
230
216
189
229
11.0 Bar cutoff and bar splices (slabs)
Bars are cut off where they are not supposed to resist moments. For slabs support moments
are cutoff some distance away from support.
For simplicity support bars are cut in the following relative distances relative to their span.
Fig 2.20
12.0 Lap length
The basic anchorage length which develops the full design strength of a straight reinforcing
bar is given by
Lb =  * fyd /(8fctd) for deformed bars.
fctd = 0.21(20)2/3/1.5, for C-25 concrete
1.032Mp
Fyd = 260.87 Mp for S-300 steel
 Lb=  *260.87/(8*1.032) = 31.6 
For deformed bars the required anchorage length
The required development length Lb,net is calculated as
Lb,net = 1*31.6*  * As,cal/As,eff
= 31.6  *As,cal/As,eff and 0 7 *31.6  *As,cal/As,eff for hooked tension bars
Lb,min is the minimum anchorage length ]
 For bars in tension, Lb,min = 0.3Lb≥10 
≥200mm
 For bars in compression, Lb,min = 0.0.6Lb≥10 
≥200mm
Mekelle university department of civil engineering
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67
Structural design of a G+6 building @ Mekelle as senior project
 The anchorage length of bars that are bent up as shear reinforcement shall be at least
equal to 1.3*Lb,net in tensions and 0.7* Lb,net in zones subjected to compression
The lap length Lo shall be at least equal to
Lo≥a1* Lb,net ≥ Looming
Where looming = 0.3aa1Lb ≥200mm
a1 is a function of the percentage of the reinforcement lapped at any one section
as given in EBCS-2 Table 7.3
Therefore , for hundred percent 100% of lapping at a section, a1 =1.4
Looming = 1.4*0.3*a* Lb
= 0.42 a Lb
Generally the lap length Lo shall at least be equal to the basic anchorage length Lb.
For  24
looming = 0.42*1*31.6*24≥15*24
= 320≥360mm
= 360mm
For  20
lo,min = 0.42*1*31.6*20≥15*20
= 270≥300mm
300mm
But
Lo≥a1* Lb,net ≥ Lo,min
≥1.4*31.6*  ≥ 0.42*31.6 
≥45  ≥13.3 
Lo ≥45 
For  24
Lo ≥45*24 = 1080mm
For  20
Lo ≥45*20 = 900mm
For  16
Lo ≥45*16 = 720mm
Mekelle university department of civil engineering
May 18,2006
68
Structural design of a G+6 building @ Mekelle as senior project
2.2 Stair case analysis and design
Stair case analysis and design is similar to slabs. It involves the steps followed by slabs. The
inclined configuration is analyzed by projecting the loads on a horizontal plane.
The stair has three flights. Each have their own dimension and support condition.
A. stair 1
 The stair from ground level to 1.05m height can be modeled as follows.
Above the ground the stair starts from slab rather than from ground. Therefore, it is modeled
as follows.
B. stair 2
This stair runs from the first landing to the second landing. It is totally supported
by the lower and upper stairs on their respective landings.
Mekelle university department of civil engineering
May 18,2006
69
Structural design of a G+6 building @ Mekelle as senior project
C. stair 3
This stair runs from the second landing to the end of the next floor. It is modeled as.
2. Depth for deflection
The minimum depth of slab for deflection requirement is
0.6 f yk
Le
d  (0.4 
)*
400
a
For concrete C-25 and steel of S-300
Le
d  0.85
a
 For stair 1,Le =3350mm and  a = 20 ( simply supported )
3550
d  (0.85 *
=150.88mm
20
 For stair 2, Le =3750mm and  a = 20 ( simply supported )
3750
d  (0.85 *
=159.34mm
20
 For stair 3, Le = 3500mm and  a =24( end stair)
3550
d  (0.85 *
=125.73mm
24
Therefore, the governing depth is 159.34mm
Taking 14 and concrete cover of 15mm, the over all depth is computed by.
D = 159.34+15+14 = 198.34mm
Take D = 200mm, where d =170mm.
2. Loading
Soffit
i. dead load
o self weight
 weight of the triangular section
Mekelle university department of civil engineering
May 18,2006
70
Structural design of a G+6 building @ Mekelle as senior project
volume = 0.5*0.18*0.3 = 0.05m3
weight = 0.05*24 = 1.2KN/m
 weight of the inclined soffit = 0.2*24 = 4.8KN/m
total weight = 6KN/m
o floor finish
 2 cm terrazzo ff
Volume = 0.02*0.18*1.75+0.02*0.3*1.75 = 0.02m3
weight = 0.02*23 *5*23 = 2.3KN
total area = 1.5*1.75 = 2.625
2.3
 0.88KN / m
weight per unit length =
2.625
 3 cm cement screed
2.5
 0.95KN / m
Weight per unit meter =
2.625
DL = 6+0.88+0.95 = 7.83KN/m
ii. Live load for staircase is 3KN/m2
design load , Pd = 1.3*7.83+1.6*3 = 13.42KN/m
Landing
i. dead load
The weight similarly calculated as above.
o Self weight = 4.8KN/m
o Floor finish = 1.06KN/m
ii. live load = 3KN/m2
Design load, Pd = 1.3*4.8+1.6*3 = 12.4 KN/m
3. Analysis
Stair 2
Taking summation of moments at one end, q is solved.
12.42 * 2.25 13.42 *1.5
2
2
q

=16.89KN/m
2.25
2.25
The maximum span moment = 15.08 KNm
Mekelle university department of civil engineering
May 18,2006
71
Structural design of a G+6 building @ Mekelle as senior project
Stair1
A. starting from ground level
Loading
Shear force diagram
Bending moment diagram
B. for floors above the ground
Loading
Shear force diagram
Bending moment diagram
Mekelle university department of civil engineering
May 18,2006
72
Structural design of a G+6 building @ Mekelle as senior project
3. stair 3
Loading
Shear force diagram
Bending moment diagram
4. Reinforcement
Using the sap2000 analysis results, reinforcement for each moments are calculated using
EBCS-2 part-2 design chart.
Effective depth of the stairs is 170mm.
Main reinforcement bars
Spacing
calculated
Md
Spacing
1000a s
ks * Md
b
AS=
=
Km

Name
moment
Ks
Provided
d
AS
d
support 31.34 32.9
4.08
752
12 C/C150
Stair 1
span
33.63 34.1
4.1
822
12 C/C 130
Stair 2
Stair 3
support
span
support
Span
15.08
31.34
21.88
22.8
32.9
27.5
3.97
4.08
4.02
Mekelle university department of civil engineering
352
752
517
-
May 18,2006
10 C/C 220
12 C/C 150
10 C/C 150
73
Structural design of a G+6 building @ Mekelle as senior project
Chapter 3
Earth quake analysis
3.1 Determination of design earth quake force
The seismic base shear force, Fb, for each main direction is determined from:
I.
determination of base shear
Fb = Sd(T1)W
Sd(T1) = α ß γ
The parameter α is the ratio of the design bed rock acceleration to acceleration of gravity,
g and is given by:
α = α0I
αo =the bed rock acceleration ratio for the site and depends on the seismic zone as
given in table 1.1 of EBCS-8, 95 (page 10).
Zone
4
3
2
1
αo
0.10
0.07
0.05
0.03
In our case the building is in Mekelle which is located in zone 4; this implies αo = 0.1
I = the importance factor of the building (table 2.4, EBCS-8, 95, page 29)
The structure is under category II of EBCS-8 ; there fore I = 1.2
The parameter ß is the design response factor for the site and is given by:

1.2S
 2.5
2/3
T1
S = site coefficient for soil characteristics. Table 1.2 (page 11)
Sub soil A
B
C
class
S
1.0
1.2
1.5
The soil is sub soil class A (class A includes rock, stiff deposits of sand, gravel or over
consolidated clay). There fore S = 1.0.
T1 = the fundamental period of vibration of the structure (in sec) for translational motion in
the direction of motion. For buildings with heights up to 80m, the value of T1 may be
approximated using:
T1= C1H3/4
Where H = height of the building above the base in meters
= 25.7m
C1 = 0.075 for RC moment resisting frames and eccentrically braced
steel frames.
Hence
T1= 0.075*(25.7)3/4 = 0.86

1.2 *1.0
 2.5   1.33  2.5 OK
0.86 2 / 3
The parameter γ is the behavior factor to account for energy dissipation capacity, shall be
derived for each design direction as follows.
γ = γo KD KR KW ≤ 0.70
Where γo = basic type of the behavior factor, dependent on the structural type (table 3.2
Page 37)
Mekelle university department of civil engineering
May 18,2006
74
Structural design of a G+6 building @ Mekelle as senior project
KD= factor reflecting the ductility class (page 35 and 38)
KR= factor reflecting the structural regularity in elevation (page 38)
KW= factor reflecting the prevailing failure mode in structural systems with
walls (page 38)
γ = 0.2*2*1.2 = 0.5 ≤ 0.7 OK
Sd(T1) = α ß γ = 0.12*1.33*0.5 = 0.08
W= seismic dead load, obtained as the total permanent load plus 20% of the floor live
load.
3.2 Calculations center of mass and center of stiffness
The horizontal forces at each floor level, Fi, determined in the above manner are distributed
to lateral load resistive structural elements in proportion to their rigidities assuming rigid
floor diaphragms.
 Center of mass (Xm, Ym): it is a point on a floor level where the whole floor mass
and its inertial effects can be replaced using a lumped equivalent mass.
Wi X i
WiYi
;
Xm 
Ym 
Wi
Wi
Where Xm, Ym= the coordinate of the point of application of Fi when the seismic action is
parallel to the Y-direction and X-direction respectively.
3.2.1 Roof level
designation
roofing
roof-1
truss
purline
G-28 CIS
ceiling
parapet
roof-2
truss
purline
G-28 CIS
ceiling
parapet
tie beam
x2
3
4
5
6
7
8
y2
3
4
unit
weight
weight
4.4686
0.7
0.0624
1.224
17.34
8.5
6
76
8
14
37.983
4.2
4.743
9.792
242.76
5.75
5.75
5.75
5.75
5.5
5.25
5.25
5.25
5.25
5.5
569.25
240
0.0004
0.008
1.7
4.4686
0.84
0.0765
1.5
19.04
8.5
6
76
8
14
37.983
5.04
5.8125
12
266.56
25.5
25.5
25.5
25.5
24.85
5.25
5.25
5.25
5.25
5.5
10.5
10.5
10.5
10.5
10.5
10.5
10.5
33
33
33
0.7875
0.7875
0.7875
0.7875
0.7875
0.7875
0.7875
2.475
2.475
2.475
24
24
24
24
24
24
24
24
24
24
18.9
18.9
18.9
18.9
18.9
18.9
18.9
59.4
59.4
59.4
937.37
0
6
12
18
24
30
33
16.5
16.5
16.5
5.25
5.25
5.25
5.25
5.25
5.25
5.25
0
4.5
10.5
area
height
vol
0.00785
0.0035
158.397
153
10.2
569.25
200
0.0004
0.008
1.7
0.00785
0.0035
194.114
187.5
11.2
0.075
0.075
0.075
0.075
0.075
0.075
0.075
0.075
0.075
0.075
Mekelle university department of civil engineering
x
y
May 18,2006
wixi
wiyi
218.4
24.15
27.272
56.304
1335.2
0
968.57
128.52
148.22
306
6624
0
0
113.4
226.8
340.2
453.6
567
623.7
980.1
980.1
980.1
15102
199.412
22.05
24.901
51.408
1335.18
0
199.412
26.46
30.5159
63
1466.08
0
99.225
99.225
99.225
99.225
99.225
99.225
99.225
0
267.3
623.7
5003.99
75
Structural design of a G+6 building @ Mekelle as senior project
stair
flat slab
36
4.8
0.075
0.09
wall
beam
column
0.12
1.7
24
6.8
4.32
8.16
1.8
0.612
24
24
24
25
103.68
195.84
43.2
15.3
15
15
15
15
7.5
7.5
7.5
7.5
1555.2
2937.6
648
229.5
777.6
1468.8
324
114.75
3.2.2 6th floor level
6th floor level
Slab
1
2
3
4
5
6
7
8
9
10
area
height vol
33
0.16
5.28
42
0.16
6.72
33
0.16
5.28
42
0.16
6.72
33
0.16
5.28
42
0.16
6.72
33
0.16
5.28
42
0.16
6.72
13.5
0.16
2.16
18
0.16
2.88
wall
1
2
3
4
5
1.1
1.1
1.1
1.1
1.1
3
3
3
3
3
3.3
3.3
3.3
3.3
3.3
unit
weight weight
x
y
wixi
wiyi
24 126.72
2.5
1.75
316.8
221.76
24 161.28
2.5
8
403.2 1290.24
24 126.72
9
1.75 1140.48
221.76
24 161.28
9
8 1451.52 1290.24
24 126.72
21
1.75 2661.12
221.76
24 161.28
21
8 3386.88 1290.24
24 126.72
27
1.75 3421.44
221.76
24 161.28
27
8 4354.56 1290.24
24
51.84
31.5
2.25 1632.96
116.64
24
69.12
31.5
7.5 2177.28
518.4
1272.96
20946.24 6683.04
14
46.2
6
1.75
277.2
80.85
14
46.2
12
1.75
554.4
80.85
14
46.2
18
1.75
831.6
80.85
14
46.2
24
1.75
1108.8
80.85
14
46.2
30
1.75
1386
80.85
Mekelle university department of civil engineering
May 18,2006
76
Structural design of a G+6 building @ Mekelle
6
0.9
3
2.7
7
1.2
3
3.6
8
1.1
3
3.3
9
1.1
3
3.3
10
1.1
3
3.3
11
1.1
3
3.3
12
1.1
3
3.3
13
2.5
3
7.5
14
2.6
3
7.8
15
2.4
3
7.2
16
0.96
3
2.88
17
0.96
3
2.88
18
0.96
3
2.88
19
1.16
3
3.48
20
1.16
3
3.48
21
0.96
3
2.88
22
0.96
3
2.88
23
0.96
3
2.88
24
2.8
3
8.4
25
1.2
3
3.6
26
2.6
3
7.8
27
0.6
3
1.8
28
0.6
3
1.8
beam
x2
0.09
10.5
0.945
3
0.09
10.5
0.945
4
0.09
10.5
0.945
5
0.09
10.5
0.945
6
0.09
10.5
0.945
7
0.09
10.5
0.945
8
0.09
10.5
0.945
y2
0.09
33
2.97
3
0.09
33
2.97
4
0.09
33
2.97
column
1
2
3
4
5
6
7
8
9
10
11
12
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
0.09
3
3
3
3
3
3
3
3
3
3
3
3
0.27
0.27
0.27
0.27
0.27
0.27
0.27
0.27
0.27
0.27
0.27
0.27
as senior project
14
37.8
14
50.4
14
46.2
14
46.2
14
46.2
14
46.2
14
46.2
14
105
14
109.2
14
100.8
14
40.32
14
40.32
14
40.32
14
48.72
14
48.72
14
40.32
14
40.32
14
40.32
14
117.6
14
50.4
14
109.2
14
25.2
14
25.2
1532.16
24
22.68
24
22.68
24
22.68
24
22.68
24
22.68
24
22.68
24
22.68
24
71.28
24
71.28
24
71.28
372.6
24
24
24
24
24
24
24
24
24
24
24
24
Mekelle university department of civil engineering
6.48
6.48
6.48
6.48
6.48
6.48
6.48
6.48
6.48
6.48
6.48
6.48
33
2.25
1247.4
33
7.5
1663.2
30
8.75
1386
24
8.75
1108.8
18
8.75
831.6
12
8.75
554.4
6
8.75
277.2
-1
5.25
-105
5.5
-1
600.6
24
-1
2419.2
27.6
4.5 1112.832
20.4
4.5 822.528
9.6
4.5 387.072
2.4
4.5 116.928
2.4
6 116.928
9.6
6 387.072
20.4
6 822.528
27.6
6 1112.832
24 11.375
2822.4
15
10.5
756
5.5 11.375
600.6
31.5
10.5
793.8
31.5
0
793.8
24786.72
0
5.25
0
6
5.25
136.08
12
5.25
272.16
18
5.25
408.24
24
5.25
544.32
30
5.25
680.4
33
5.25
748.44
16.5
0 1176.12
16.5
4.5 1176.12
16.5
10.5 1176.12
6318
0
6
12
18
24
30
33
0
6
12
18
24
May 18,2006
10.5
10.5
10.5
10.5
10.5
10.5
10.5
4.5
4.5
4.5
4.5
4.5
85.05
378
404.25
404.25
404.25
404.25
404.25
551.25
-109.2
-100.8
181.44
181.44
181.44
219.24
292.32
241.92
241.92
241.92
1337.7
529.2
1242.15
264.6
0
8385.09
119.07
119.07
119.07
119.07
119.07
119.07
119.07
0
320.76
748.44
1902.69
0
38.88
77.76
116.64
155.52
194.4
213.84
0
38.88
77.76
116.64
155.52
68.04
68.04
68.04
68.04
68.04
68.04
68.04
29.16
29.16
29.16
29.16
29.16
77
Structural design of a G+6 building @ Mekelle
13
0.09
3
0.27
14
0.09
3
0.27
15
0.09
3
0.27
16
0.09
3
0.27
17
0.09
3
0.27
18
0.09
3
0.27
19
0.09
3
0.27
20
0.09
3
0.27
21
0.09
3
0.27
terrazzo
ff
slab
1
33
0.02
0.66
2
42
0.02
0.84
3
33
0.02
0.66
4
42
0.02
0.84
5
33
0.02
0.66
6
42
0.02
0.84
7
33
0.02
0.66
8
42
0.02
0.84
9
13.5
0.02
0.27
10
18
0.02
0.36
cement screed
1
33
0.03
0.99
2
42
0.03
1.26
3
33
0.03
0.99
4
42
0.03
1.26
5
33
0.03
0.99
6
42
0.03
1.26
7
33
0.03
0.99
8
42
0.03
1.26
9
13.5
0.03 0.405
10
18
0.03
0.54
as senior project
24
6.48
24
6.48
24
6.48
24
6.48
24
6.48
24
6.48
24
6.48
24
6.48
24
6.48
30
33
0
6
12
18
24
30
33
4.5
4.5
0
0
0
0
0
0
0
136.08
23
23
23
23
23
23
23
23
23
23
15.18
19.32
15.18
19.32
15.18
19.32
15.18
19.32
6.21
8.28
2.5
2.5
9
9
21
21
27
27
31.5
31.5
1.75
8
1.75
8
1.75
8
1.75
8
2.25
7.5
20
20
20
20
20
20
20
20
20
20
19.8
25.2
19.8
25.2
19.8
25.2
19.8
25.2
8.1
10.8
351.39
2.5
2.5
9
9
21
21
27
27
31.5
31.5
1.75
8
1.75
8
1.75
8
1.75
8
2.25
7.5
Mekelle university department of civil engineering
May 18,2006
194.4
213.84
0
38.88
77.76
116.64
155.52
194.4
213.84
29.16
29.16
0
0
0
0
0
0
0
2391.12
680.4
37.95
48.3
136.62
173.88
318.78
405.72
409.86
521.64
195.615
260.82
26.565
154.56
26.565
154.56
26.565
154.56
26.565
154.56
13.9725
62.1
49.5
34.65
63
201.6
178.2
34.65
226.8
201.6
415.8
34.65
529.2
201.6
534.6
34.65
680.4
201.6
255.15
18.225
340.2
81
5782.035 1844.798
78
Structural design of a G+6 building @ Mekelle as senior project
3.2.3 2nd , 3rd ,4th & 5th floor levels
2nd, 3rd ,4th & 5th floors levels
slab
1
2
3
4
5
6
7
8
9
10
wall
1
2
3
4
5
6
7
8
9
10
11
12
13
unit
area
height vol
weight weight
x
y
wixi
wiyi
27
0.16
4.32
24 103.68
3
2.25
311.04
233.28
36
0.16
5.76
24 138.24
3
7.5
414.72
1036.8
27
0.16
4.32
24 103.68
9
2.25
933.12
233.28
36
0.16
5.76
24 138.24
9
7.5 1244.16
1036.8
27
0.16
4.32
24 103.68
21
2.25 2177.28
233.28
36
0.16
5.76
24 138.24
21
7.5 2903.04
1036.8
27
0.16
4.32
24 103.68
24
2.25 2488.32
233.28
36
0.16
5.76
24 138.24
24
7.5 3317.76
1036.8
13.5
0.16
2.16
24
51.84
25.5
2.25 1321.92
116.64
18
0.16
2.88
24
69.12
25.5
7.5 1762.56
518.4
1088.64
16873.92 5715.36
0.9
3
2.7
14
37.8
6
2.25
226.8
85.05
0.9
3
2.7
14
37.8
12
2.25
453.6
85.05
0.9
3
2.7
14
37.8
18
2.25
680.4
85.05
0.9
3
2.7
14
37.8
24
2.25
907.2
85.05
0.9
3
2.7
14
37.8
30
2.25
1134
85.05
0.9
3
2.7
14
37.8
33
2.25
1247.4
85.05
0.9
3
2.7
14
37.8
33
7.5
1247.4
283.5
0.9
3
2.7
14
37.8
30
8.25
1134
311.85
0.9
3
2.7
14
37.8
24
8.25
907.2
311.85
0.9
3
2.7
14
37.8
18
8.25
680.4
311.85
0.9
3
2.7
14
37.8
12
8.25
453.6
311.85
0.9
3
2.7
14
37.8
6
8.25
226.8
311.85
0.8
3
2.4
14
33.6
1
-1
33.6
-33.6
Mekelle university department of civil engineering
May 18,2006
79
Structural design of a G+6 building @ Mekelle as senior project
14
1.6
3
4.8
14
67.2
15
0.8
3
2.4
14
33.6
16
0.8
3
2.4
14
33.6
17
1.6
3
4.8
14
67.2
18
0.8
3
2.4
14
33.6
19
0.6
3
1.8
14
25.2
20
0.6
3
1.8
14
25.2
21
0.96
3
2.88
14
40.32
22
0.96
3
2.88
14
40.32
23
0.96
3
2.88
14
40.32
24
0.96
3
2.88
14
40.32
25
0.96
3
2.88
14
40.32
26
0.96
3
2.88
14
40.32
27
0.96
3
2.88
14
40.32
28
0.96
3
2.88
14
40.32
29
0.6
3
1.8
14
25.2
30
0.6
3
1.8
14
25.2
31
3.2
3
9.6
14
134.4
32
1.2
3
3.6
14
50.4
33
0.6
3
1.8
14
25.2
34
1.6
3
4.8
14
67.2
35
0.8
3
2.4
14
33.6
36
0.8
3
2.4
14
33.6
37
1
3
3
14
42
38
0.8
3
2.4
14
33.6
beam
1565.76
x2
0.105
10.5 1.1025
24
26.46
3 0.105
10.5 1.1025
24
26.46
4 0.105
10.5 1.1025
24
26.46
5 0.105
10.5 1.1025
24
26.46
6 0.105
10.5 1.1025
24
26.46
7 0.105
10.5 1.1025
24
26.46
8 0.105
10.5 1.1025
24
26.46
y2
0.105
33
3.465
24
83.16
3 0.105
33
3.465
24
83.16
4 0.105
33
3.465
24
83.16
column
434.7
1 0.105
3
0.315
24
7.56
2 0.105
3
0.315
24
7.56
3 0.105
3
0.315
24
7.56
4 0.105
3
0.315
24
7.56
5 0.105
3
0.315
24
7.56
6 0.105
3
0.315
24
7.56
7 0.105
3
0.315
24
7.56
8 0.105
3
0.315
24
7.56
9 0.105
3
0.315
24
7.56
10 0.105
3
0.315
24
7.56
11 0.105
3
0.315
24
7.56
Mekelle university department of civil engineering
6 -0.125
403.2
-8.4
10.5
-1
352.8
-33.6
19.5
-1
655.2
-33.6
24 -0.125
1612.8
-8.4
28.5
-1
957.6
-33.6
31.5
0
793.8
0
31.5
4.5
793.8
113.4
27.6
4.5 1112.832
181.44
20.4
4.5 822.528
181.44
9.6
4.5 387.072
181.44
2.4
4.5
96.768
181.44
2.4
6
96.768
241.92
9.6
6 387.072
241.92
20.4
6 822.528
241.92
27.6
6 1112.832
241.92
31.5
6
793.8
151.2
31.5
10.5
793.8
264.6
24 10.625
3225.6
1428
15
10.5
756
529.2
10.5
11.5
264.6
289.8
6 10.625
403.2
714
1
11.5
33.6
386.4
-1
9.5
-33.6
319.2
-0.125
-5.5
-5.25
-231
-1
1
-33.6
33.6
25938.15 7893.69
0
5.25
0 138.915
6
5.25
158.76 138.915
12
5.25
317.52 138.915
18
5.25
476.28 138.915
24
5.25
635.04 138.915
30
5.25
793.8 138.915
33
5.25
873.18 138.915
16.5
0 1372.14
0
16.5
4.5 1372.14
374.22
16.5
10.5 1372.14
873.18
7371 2219.805
0
10.5
0
79.38
6
10.5
45.36
79.38
12
10.5
90.72
79.38
18
10.5
136.08
79.38
24
10.5
181.44
79.38
30
10.5
226.8
79.38
33
10.5
249.48
79.38
0
4.5
0
34.02
6
4.5
45.36
34.02
12
4.5
90.72
34.02
18
4.5
136.08
34.02
80
May 18,2006
Structural design of a G+6 building @ Mekelle as senior project
12 0.105
3
0.315
24
7.56
13 0.105
3
0.315
24
7.56
14 0.105
3
0.315
24
7.56
15 0.105
3
0.315
24
7.56
16 0.105
3
0.315
24
7.56
17 0.105
3
0.315
24
7.56
18 0.105
3
0.315
24
7.56
19 0.105
3
0.315
24
7.56
20 0.105
3
0.315
24
7.56
21 0.105
3
0.315
24
7.56
terrazzo ff
158.76
1
33
0.02
0.66
23
15.18
2
42
0.02
0.84
23
19.32
3
33
0.02
0.66
23
15.18
4
42
0.02
0.84
23
19.32
5
33
0.02
0.66
23
15.18
6
42
0.02
0.84
23
19.32
7
33
0.02
0.66
23
15.18
8
42
0.02
0.84
23
19.32
9
13.5
0.02
0.27
23
6.21
10
18
0.02
0.36
23
8.28
cement screed
1
33
0.03
0.99
20
19.8
2
42
0.03
1.26
20
25.2
3
33
0.03
0.99
20
19.8
4
42
0.03
1.26
20
25.2
5
33
0.03
0.99
20
19.8
6
42
0.03
1.26
20
25.2
7
33
0.03
0.99
20
19.8
8
42
0.03
1.26
20
25.2
9
13.5
0.03
0.405
20
8.1
10
18
0.03
0.54
20
10.8
staircase
landing
1
0.03
0.16 0.0048
24 0.1152
2
0.03
0.16 0.0048
24 0.1152
3
14.4
0.16
2.304
24 55.296
stairs
1 0.3585
1.5 0.53775
24 12.906
2 0.3585
1.5 0.53775
24 12.906
3 0.299
1.5 0.4485
24 10.764
floor finishes(2cm thick terrazzo tile
landing
1
0.03
0.02 0.0006
23 0.0138
2
0.03
0.02 0.0006
23 0.0138
3
14.4
0.02
0.288
23
6.624
stairs
1
2.7
0.02
0.054
23
1.242
Mekelle university department of civil engineering
24
30
33
0
6
12
18
24
30
33
4.5
4.5
4.5
0
0
0
0
0
0
0
2.5
2.5
9
9
21
21
27
27
31.5
31.5
1.75
8
1.75
8
1.75
8
1.75
8
2.25
7.5
2.5
2.5
9
9
21
21
27
27
31.5
31.5
1.75
8
1.75
8
1.75
8
1.75
8
2.25
7.5
13
17
15
9.75
9.75
5.7
12.75
17.25
14.75
8.1
8.1
9.75
13
17
15
9.75
9.75
5.7
12.75
8.1
May 18,2006
181.44
226.8
249.48
0
45.36
90.72
136.08
181.44
226.8
249.48
2789.64
37.95
48.3
136.62
173.88
318.78
405.72
409.86
521.64
195.615
260.82
34.02
34.02
34.02
0
0
0
0
0
0
0
793.8
26.565
154.56
26.565
154.56
26.565
154.56
26.565
154.56
13.9725
62.1
49.5
34.65
63
201.6
178.2
34.65
226.8
201.6
415.8
34.65
529.2
201.6
534.6
34.65
680.4
201.6
255.15
18.225
340.2
81
0
0
0
0
1.4976
1.1232
1.9584
1.1232
829.44 315.1872
0
0
164.5515 104.5386
222.6285 104.5386
158.769 104.949
0
0.1794
0.2346
99.36
0
15.8355
81
0
0.13455
0.13455
37.7568
0
10.0602
Structural design of a G+6 building @ Mekelle as senior project
2
2.7
0.02
0.054
23
1.242
3
2.25
0.02
0.045
23
1.035
floor finishes(3cm cement screed)
landing
1
0.03
0.03 0.0009
20
0.018
2
0.03
0.03 0.0009
20
0.018
3
14.4
0.03
0.432
20
8.64
stairs
1
2.7
0.03
0.081
20
1.62
2
2.7
0.03
0.081
20
1.62
3
2.25
0.03 0.0675
20
1.35
466.929
17.25
14.75
8.1 21.4245 10.0602
9.75 15.26625 10.09125
13
17
15
9.75
9.75
5.7
12.75
17.25
14.75
8.1
8.1
9.75
0
0.234
0.306
129.6
0
20.655
27.945
19.9125
7511.833
3.2.4 First floor level
Mekelle university department of civil engineering
May 18,2006
82
0
0.1755
0.1755
49.248
0
13.122
13.122
13.1625
2633.5
Structural design of a G+6 building @ Mekelle as senior project
1st floor
slab
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
27
36
45
45
36
27
27
36
36
27
13.5
18
74.25
81
67.5
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
4.86
6.48
8.1
8.1
6.48
4.86
4.86
6.48
6.48
4.86
2.43
3.24
13.365
14.58
12.15
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
1.98
4.2
1.04
1.04
0.46
1.62
0.78
2.4
0.9
0.9
2.1
0.9
0.9
1.2
1
3.6
2.4
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
5.94
12.6
3.12
3.12
1.38
4.86
2.34
7.2
2.7
2.7
6.3
2.7
2.7
3.6
3
10.8
7.2
9
14
14
14
14
14
14
14
14
14
14
14
14
14
14
14
25
25
25
2
3
4
5
6
7
8
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
22.75
22.75
22.75
22.75
15.25
15.25
15.25
15.25
37.75
2.73
2.73
2.73
2.73
1.83
1.83
1.83
1.83
4.53
24
24
24
24
24
24
24
24
24
wall
beam
x1
y1
Mekelle university department of civil engineering
116.64
155.52
194.4
194.4
155.52
116.64
116.64
155.52
155.52
116.64
58.32
77.76
320.76
349.92
291.6
2575.8
83.16
176.4
43.68
43.68
19.32
68.04
32.76
100.8
37.8
37.8
88.2
37.8
37.8
50.4
42
270
180
225
1574.64
65.52
65.52
65.52
65.52
43.92
43.92
43.92
43.92
108.72
3
3
3
9
9
9
21
21
27
27
31.5
31.5
3.75
-2.25
28.5
2.25
7.5
14.25
14.25
7.5
2.25
2.25
7.5
7.5
2.25
2.25
7.5
-2.25
9
2.25
6
22.5
20.62
25.59
30.82
28.95
22.09
6
12
12
18
20.1
33
33
30
0
6
25.5
10.5
10.5
5.5
5.5
5.5
4.5
4.5
18
2.25
8.25
5.25
2.25
2.25
7.5
8
9
0
0
-4
0
6
12
18
24
30
33
14.125
6.625
6.625
6.625
6.625
2.875
2.875
2.875
2.875
-4
May 18,2006
0
0
349.92
466.56
583.2
1749.6
1399.68
1049.76
2449.44
3265.92
4199.04
3149.28
1837.08
2449.44
1202.85
-787.32
8310.6
31675.05
498.96
3969
900.6816
1117.771
595.4424
1969.758
723.6684
604.8
453.6
453.6
1587.6
759.78
1247.4
1663.2
1260
0
1080
5737.5
24622.76
-262.08
0
393.12
786.24
790.56
1054.08
1317.6
1449.36
1535.67
83
0
0
262.44
1166.4
2770.2
2770.2
1166.4
262.44
262.44
1166.4
1166.4
262.44
131.22
583.2
-721.71
3149.28
656.1
15053.85
873.18
1852.2
240.24
240.24
106.26
306.18
147.42
1814.4
85.05
311.85
463.05
85.05
85.05
378
336
2430
0
0
9754.17
434.07
434.07
434.07
434.07
126.27
126.27
126.27
126.27
-434.88
Structural design of a G+6 building @ Mekelle as senior project
2
3
4
5
0.12
0.12
0.12
0.12
37.75
37.75
37.75
16.75
4.53
4.53
4.53
2.01
24
24
24
24
14.125
14.125
14.125
3.625
0
4.5
10.5
16.5
0
6
12
18
24
30
33
0
6
12
18
24
30
33
0
6
12
18
24
30
33
10.5
10.5
10.5
10.5
10.5
10.5
10.5
4.5
4.5
4.5
4.5
4.5
4.5
4.5
0
0
0
0
0
0
0
23
23
23
23
23
23
23
23
23
23
23
23
23
23
23
108.72
108.72
108.72
48.24
920.88
11.52
11.52
11.52
11.52
11.52
11.52
11.52
11.52
11.52
11.52
11.52
11.52
11.52
11.52
11.52
11.52
11.52
11.52
11.52
11.52
11.52
241.92
12.42
16.56
20.7
20.7
16.56
12.42
12.42
16.56
16.56
12.42
6.21
8.28
34.155
37.26
31.05
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
27
36
45
45
36
27
27
36
36
27
13.5
18
74.25
81
67.5
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.54
0.72
0.9
0.9
0.72
0.54
0.54
0.72
0.72
0.54
0.27
0.36
1.485
1.62
1.35
3
3
3
9
9
9
21
21
27
27
31.5
31.5
3.75
-2.25
28.5
27
36
45
45
36
27
27
36
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.81
1.08
1.35
1.35
1.08
0.81
0.81
1.08
20
20
20
20
20
20
20
20
16.2
21.6
27
27
21.6
16.2
16.2
21.6
3
3
3
9
9
9
21
21
column
terrazo ff
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
cement screed
1
2
3
4
5
6
7
8
Mekelle university department of civil engineering
May 18,2006
2.25
7.5
14.25
14.25
7.5
2.25
2.25
7.5
7.5
2.25
2.25
7.5
-2.25
9
2.25
1535.67
1535.67
1535.67
174.87
11846.43
0
69.12
138.24
207.36
276.48
345.6
380.16
0
69.12
138.24
207.36
276.48
345.6
380.16
0
69.12
138.24
207.36
276.48
345.6
380.16
4250.88
37.26
49.68
62.1
186.3
149.04
111.78
260.82
347.76
447.12
335.34
195.615
260.82
128.0813
-83.835
884.925
0
489.24
1141.56
795.96
4233.24
120.96
120.96
120.96
120.96
120.96
120.96
120.96
51.84
51.84
51.84
51.84
51.84
51.84
51.84
0
0
0
0
0
0
0
1209.6
27.945
124.2
294.975
294.975
124.2
27.945
27.945
124.2
124.2
27.945
13.9725
62.1
-76.8488
335.34
69.8625
2.25
7.5
14.25
14.25
7.5
2.25
2.25
7.5
48.6
64.8
81
243
194.4
145.8
340.2
453.6
36.45
162
384.75
384.75
162
36.45
36.45
162
84
Structural design of a G+6 building @ Mekelle as senior project
9
10
11
12
13
14
15
36
27
13.5
18
74.25
81
67.5
0.03
0.03
0.03
0.03
0.03
0.03
0.03
1.08
0.81
0.405
0.54
2.2275
2.43
2.025
20
20
20
20
20
20
20
21.6
16.2
8.1
10.8
44.55
48.6
40.5
27
27
31.5
31.5
3.75
-2.25
28.5
7.5
2.25
2.25
7.5
-2.25
9
2.25
1
2
3
0.03
0.03
14.4
0.16
0.16
0.16
0.0048
0.0048
2.304
24
24
24
0.1152
0.1152
55.296
13
17
15
9.75
9.75
5.7
1
0.3585
1.5 0.53775
2
0.3585
1.5 0.53775
3
0.299
1.5
0.4485
floor finishes(2cm thick terrazo tile)
landing
1
0.03
0.02
0.0006
2
0.03
0.02
0.0006
3
14.4
0.02
0.288
stairs
1
2.7
0.02
0.054
2
2.7
0.02
0.054
3
2.25
0.02
0.045
floor finishes(3cm cement screed
landing
1
0.03
0.03
0.0009
2
0.03
0.03
0.0009
3
14.4
0.03
0.432
stairs
1
2.7
0.03
0.081
2
2.7
0.03
0.081
3
2.25
0.03
0.0675
24
24
24
12.906
12.906
10.764
182.1024
12.75
17.25
14.75
8.1
8.1
9.75
23
23
23
0.0138
0.0138
6.624
13
17
15
9.75
9.75
5.7
23
23
23
1.242
1.242
1.035
12.75
17.25
14.75
8.1
8.1
9.75
20
20
20
0.018
0.018
8.64
13
17
15
9.75
9.75
5.7
20
20
20
1.62
1.62
1.35
929.6664
12.75
17.25
14.75
8.1
8.1
9.75
staircase
landing
stairs
Mekelle university department of civil engineering
May 18,2006
583.2
437.4
255.15
340.2
167.0625
-109.35
1154.25
0
0
1.4976
1.9584
829.44
0
164.5515
222.6285
158.769
0
0
0.1794
0.2346
99.36
0
15.8355
21.4245
15.26625
162
36.45
18.225
81
-100.238
437.4
91.125
0
0
1.1232
1.1232
315.1872
0
104.5386
104.5386
104.949
0
0
0.13455
0.13455
37.7568
0
10.0602
10.0602
10.09125
0
0.234
0.306
129.6
0
20.655
27.945
19.9125
9501.917
0
0.1755
0.1755
49.248
0
13.122
13.122
13.1625
4482.472
85
Structural design of a G+6 building @ Mekelle as senior project
3.2.5 Mezzanine levels
mezanine@3
slab
1
2
83.89
46.56
0.18
0.18
15.1002
8.3808
24
24
1
2
3
4
11
12
15
16
17
18
19
20
22
23
24
33
4.59
1.16
1.55
1.2
2
1.04
1.84
1.2
1.2
1.2
3.36
3.36
0.23
0.45
2.36
0.07
3
3
3
0.6
0.6
3
3
3
3
0.6
3
3
3
3
3
2.4
13.77
3.48
4.65
0.72
1.2
3.12
5.52
3.6
3.6
0.72
10.08
10.08
0.69
1.35
7.08
0.168
14
14
14
14
14
14
14
14
14
14
14
14
14
14
14
24
x1
2
3
4
5
0.12
0.12
0.12
0.12
0.12
22.75
7.5
7.5
22.75
15.25
2.73
0.9
0.9
2.73
1.83
24
24
24
24
24
wall
beam
Mekelle university department of civil engineering
362.4048
201.1392
563.544
192.78
48.72
65.1
10.08
16.8
43.68
77.28
50.4
50.4
10.08
141.12
141.12
9.66
18.9
99.12
4.032
979.272
65.52
21.6
21.6
65.52
43.92
0.6
9
14.38
14.38
-4.14
6
12.08
12.08
0.6
9.4
12.08
15
15
15
3.6
3.6
11.25
10.5
1.1
18
6.79
14.38
14.38
7.5
10.58
10.58
-0.1
2.25
0
10.58
18.11
-4.62
15
16.5
4
-4
-4
0
6
12
18
6.625
14.25
14.25
6.625
2.875
May 18,2006
0
0
217.44
1810.25
2027.70
-798.11
292.32
786.41
121.77
10.08
410.59
933.54
756.00
756.00
151.20
508.03
508.03
108.68
198.45
109.03
72.58
4924.60
-262.08
0.00
129.60
786.24
790.56
86
0
0
5211.38
2892.38
8103.76
1308.98
700.59
936.14
75.60
177.74
462.13
-7.73
113.40
0.00
106.65
2555.68
-651.97
144.90
311.85
396.48
-16.13
6614.32
434.07
307.80
307.80
434.07
126.27
Structural design of a G+6 building @ Mekelle as senior project
y1
2
3
4
5
0.12
0.12
0.12
0.12
0.12
22.5
6
6
22.5
16.75
2.7
0.72
0.72
2.7
2.01
24
24
24
24
24
1
2
3
4
8
9
10
11
15
16
17
18
22
23
24
25
26
27
28
29
30
31
32
33
0.16
0.16
0.16
0.16
0
0
0.16
0.16
0
0
0.16
0.16
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
3
3
3
2.4
0.48
0.48
0.48
0.384
24
24
24
24
64.8
17.28
17.28
64.8
48.24
430.56
11.52
11.52
11.52
9.216
3
2.4
0.48
0.384
24
24
11.52
9.216
3
2.4
3
3
3
3
3
3
3
3
3
3
3
2.4
0.48
0.384
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.168
24
24
24
24
24
24
24
24
24
24
24
24
24
24
1
2
cementscreed
1
2
mezanine@3.6
slab
3
4
5
wall
5
6
7
8
9
10
14
21
13
beam
83.89
46.56
0.02
0.02
1.6778
0.9312
23
23
11.52
9.216
5.04
5.04
5.04
5.04
5.04
5.04
5.04
5.04
5.04
5.04
5.04
4.032
144.72
38.5894
21.4176
83.89
46.56
0.03
0.03
2.5167
1.3968
20
20
90
25.32
18
0.18
0.18
0.18
16.2
4.5576
3.24
24
24
24
1.2
1.2
0.91
0.91
0.79
0.79
1.84
3
3
2.4
2.4
2.4
2.4
2.4
2.4
2.4
2.4
2.4
2.88
2.88
2.184
2.184
1.896
1.896
4.416
7.2
7.2
14
14
14
14
14
14
14
14
14
column
terrazo ff
Mekelle university department of civil engineering
10.25
19
19
10.25
3.625
-4
0
4.5
10.5
16.5
0
6
12
18
0
6
12
18
0
6
12
18
12
6
0
-4
-4
-4
-4
-4
0
6
12
18
10.5
10.5
10.5
10.5
4.5
4.5
4.5
4.5
0
0
0
0
16.5
16.5
16.5
16.5
10.5
4.5
0
-4
-4
-4
-4
-4
0.6
9
14.38
14.38
50.334
27.936
138.277
0.6
9
14.38
14.38
388.8
109.3824
77.76
575.9424
40.32
40.32
30.576
30.576
26.544
26.544
61.824
100.8
100.8
458.304
25.5
31.5
24
7.5
0.28
3.75
33.08
5.92
29.92
33
29.92
33
33.08
17.92
22.5
7.5
7.5
2.25
2.25
1.97
1.97
7.5
-4.62
10.58
May 18,2006
-41.00
0.00
85.50
107.63
59.81
1656.26
0.00
69.12
138.24
165.89
0.00
0.00
138.24
165.89
0.00
0.00
138.24
165.89
60.48
30.24
0.00
-20.16
-20.16
-20.16
-20.16
-20.16
0.00
30.24
60.48
72.58
1134.72
23.15
192.76
0.00
30.20
251.42
497.54
-259.20
0.00
77.76
680.40
795.96
2904.93
120.96
120.96
120.96
96.77
0.00
0.00
51.84
41.47
0.00
0.00
0.00
0.00
83.16
83.16
83.16
83.16
52.92
22.68
0.00
-20.16
-20.16
-20.16
-20.16
-16.13
864.43
554.92
307.99
0.00
723.80
401.72
1988.42
9914.40
3445.55
1866.24
15226.19
1333.79
238.69
914.83
1009.01
794.20
875.95
2045.14
1806.34
2268.00
11285.94
2916.00
30.63
291.60
3238.23
302.40
302.40
68.80
68.80
52.29
52.29
463.68
-465.70
1066.46
1911.42
87
Structural design of a G+6 building @ Mekelle as senior project
X5
6
7
8
y1
2
3
4
0.12
0.12
0.12
0.12
0.12
0.12
0.12
0.12
15.25
7.5
15.25
15.25
15
3
15
15
1.83
0.9
1.83
1.83
4.53
0.36
2.52
4.53
24
24
24
24
24
24
24
24
4
5
6
7
11
12
13
14
18
20
21
33
34
35
36
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.07
0.07
0.07
0.07
2.4
2.4
2.4
2.4
2.4
2.4
2.4
2.4
2.4
2.4
2.4
2.4
2.4
2.4
2.4
0.384
0.384
0.384
0.384
0.384
0.384
0.384
0.384
0.384
0.384
0.384
0.168
0.168
0.168
0.168
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
3
4
5
cement screed
3
4
5
90
25.32
18
0.02
0.02
0.02
1.8
0.5064
0.36
23
23
23
90
25.32
18
0.03
0.03
0.03
2.7
0.7596
0.54
20
20
20
column
terraz ff
Mekelle university department of civil engineering
43.92
21.6
43.92
43.92
108.72
8.64
60.48
108.72
439.92
9.216
9.216
9.216
9.216
9.216
9.216
9.216
9.216
9.216
9.216
9.216
4.032
4.032
4.032
4.032
117.504
41.4
11.6472
8.28
18
24
30
33
29.5
31.5
29.5
29.5
2.875
14.25
2.875
2.875
-4
0
4.5
10.5
18
24
30
33
18
24
30
33
18
30
33
18
24
30
33
10.5
10.5
10.5
10.5
4.5
4.5
4.5
4.5
0
0
0
-4
-4
-4
-4
25.5
31.5
24
7.5
0.28
3.75
54
15.192
10.8
141.3192
25.5
31.5
24
7.5
0.28
3.75
May 18,2006
790.56
518.40
1317.60
1449.36
1535.67
272.16
1360.80
1535.67
8780.22
165.89
221.18
276.48
304.13
165.89
221.18
276.48
304.13
165.89
276.48
304.13
72.58
96.77
120.96
133.06
3105.22
1055.70
366.89
198.72
126.27
307.80
126.27
126.27
-434.88
0.00
272.16
1141.56
1665.45
96.77
96.77
96.77
96.77
41.47
41.47
41.47
41.47
0.00
0.00
0.00
-16.13
-16.13
-16.13
-16.13
488.45
310.50
3.26
31.05
1377.00
478.55
259.20
3736.05
405.00
4.25
40.50
794.56
88
Structural design of a G+6 building @ Mekelle as senior project
3.2.6 Ground floor level
ground floor level
Grade
beam
x1
0.2
2
0.2
3
0.2
4
0.2
5
0.2
6
0.2
7
0.2
8
0.2
y1
0.2
2
0.2
3
0.2
4
0.2
5
0.2
Column
1
0.16
22.75
22.75
22.75
22.75
15.25
15.25
15.25
15.25
37.75
37.75
37.75
37.75
16.75
4.55
4.55
4.55
4.55
3.05
3.05
3.05
3.05
7.55
7.55
7.55
7.55
3.35
24
24
24
24
24
24
24
24
24
24
24
24
24
3
0.48
24
Mekelle university department of civil engineering
109.2
109.2
109.2
109.2
73.2
73.2
73.2
73.2
181.2
181.2
181.2
181.2
80.4
1534.8
11.52
-4
0
6
12
18
24
30
33
14.125
14.125
14.125
14.125
3.625
0
May 18,2006
0
0
-436.8
0
655.2
1310.4
1317.6
1756.8
2196
2415.6
2559.45
2559.45
2559.45
2559.45
291.45
19744.05
10.5
0
723.45
723.45
723.45
723.45
210.45
210.45
210.45
210.45
-724.8
0
815.4
1902.6
1326.6
7055.4
120.96
6.625
6.625
6.625
6.625
2.875
2.875
2.875
2.875
-4
0
4.5
10.5
16.5
89
Structural design of a G+6 building @ Mekelle as senior project
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
0.16
0.16
0.16
0.16
0.16
0.16
0.13
0.13
0.16
0.16
0.16
0.16
0.16
0.13
0.13
0.16
0.16
0.13
0.16
0.16
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
3
3
3.6
3.6
3.6
3.6
6
6
3
3.6
3.6
3.6
3.6
6
6
3
3.6
3.6
3.6
3.6
3
3
3
3
3
3
3
3
3
3
3
3.6
3.6
3.6
3.6
0.48
0.48
0.576
0.576
0.576
0.576
0.78
0.78
0.48
0.576
0.576
0.576
0.576
0.78
0.78
0.48
0.576
0.468
0.576
0.576
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.252
0.252
0.252
0.252
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
11.52
11.52
13.824
13.824
13.824
13.824
18.72
18.72
11.52
13.824
13.824
13.824
13.824
18.72
18.72
11.52
13.824
11.232
13.824
13.824
5.04
5.04
5.04
5.04
5.04
5.04
5.04
5.04
5.04
5.04
5.04
6.048
6.048
6.048
6.048
375.408
100.8
91.56
50.4
91.56
334.32
6
12
18
24
30
33
0
6
12
18
24
30
33
0
6
12
18
24
30
33
12
6
0
-4
-4
-4
-4
-4
0
6
12
18
24
30
33
10.5
10.5
10.5
10.5
10.5
10.5
4.5
4.5
4.5
4.5
4.5
4.5
4.5
0
0
0
0
0
0
0
16.5
16.5
16.5
16.5
10.5
4.5
0
-4
-4
-4
-4
-4
-4
-4
-4
1
2
3
4
2.4
2.18
1.2
2.18
3
3
3
3
7.2
6.54
3.6
6.54
14
14
14
14
4
12
15
18
10.5
3.25
10.5
3.25
1
2
3
0.03
0.03
14.4
0.16
0.16
0.16
0.0048
0.0048
2.304
24
24
24
0.1152
0.1152
55.296
13
17
15
9.75
9.75
5.7
1
0.3585
1.5 0.53775
2
0.3585
1.5 0.53775
3
0.299
1.5
0.4485
floor finishes(2cm thick terrazzo tile)
24
24
24
12.906
12.906
10.764
182.1024
12.75
17.25
14.75
8.1
8.1
9.75
wall
staircase
landing
stairs
Mekelle university department of civil engineering
May 18,2006
69.12
138.24
248.832
331.776
414.72
456.192
0
112.32
138.24
248.832
331.776
414.72
456.192
0
112.32
138.24
248.832
269.568
414.72
456.192
60.48
30.24
0
-20.16
-20.16
-20.16
-20.16
-20.16
0
30.24
60.48
108.864
145.152
181.44
199.584
5716.512
403.2
1098.72
756
1648.08
3906
0
0
1.4976
1.9584
829.44
0
164.5515
222.6285
158.769
0
90
120.96
120.96
145.152
145.152
145.152
145.152
84.24
84.24
51.84
62.208
62.208
62.208
62.208
0
0
0
0
0
0
0
83.16
83.16
83.16
83.16
52.92
22.68
0
-20.16
-20.16
-20.16
-20.16
-24.192
-24.192
-24.192
-24.192
1643.472
1058.4
297.57
529.2
297.57
2182.74
0
0
1.1232
1.1232
315.1872
0
104.5386
104.5386
104.949
0
Structural design of a G+6 building @ Mekelle as senior project
landing
1
2
3
0.03
0.03
14.4
0.02
0.02
0.02
0.0006
0.0006
0.288
23
23
23
0.0138
0.0138
6.624
13
17
15
9.75
9.75
5.7
1
2.7
0.02
2
2.7
0.02
3
2.25
0.02
floor finishes(3cm cement screed)
landing
1
0.03
0.03
2
0.03
0.03
3
14.4
0.03
stairs
1
2.7
0.03
2
2.7
0.03
3
2.25
0.03
0.054
0.054
0.045
23
23
23
1.242
1.242
1.035
100.1706
12.75
17.25
14.75
8.1
8.1
9.75
0.0009
0.0009
0.432
20
20
20
0.018
0.018
8.64
13
17
15
9.75
9.75
5.7
0.081
0.081
0.0675
20
20
20
1.62
1.62
1.35
397.812
12.75
17.25
14.75
8.1
8.1
9.75
stairs
0
0
0.1794 0.13455
0.2346 0.13455
99.36 37.7568
0
0
15.8355 10.0602
21.4245 10.0602
15.26625 10.09125
0
0
0
0
0.234
0.1755
0.306
0.1755
129.6
49.248
0
0
20.655
13.122
27.945
13.122
19.9125 13.1625
1729.798 788.7029
3.2.7 Foundation
foundation
column
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.13
0.13
0.16
0.16
0.16
0.16
0.16
0.13
0.13
0.16
0.16
0.13
0.16
0.16
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.325
0.325
0.4
0.4
0.4
0.4
0.4
0.325
0.325
0.4
0.4
0.325
0.4
0.4
0.175
0.175
0.175
0.175
0.175
0.175
0.175
0.175
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
24
Mekelle university department of civil engineering
9.6
9.6
9.6
9.6
9.6
9.6
9.6
7.8
7.8
9.6
9.6
9.6
9.6
9.6
7.8
7.8
9.6
9.6
7.8
9.6
9.6
4.2
4.2
4.2
4.2
4.2
4.2
4.2
4.2
0
6
12
18
24
30
33
0
6
12
18
24
30
33
0
6
12
18
24
30
33
12
6
0
-4
-4
-4
-4
-4
May 18,2006
10.5
10.5
10.5
10.5
10.5
10.5
10.5
4.5
4.5
4.5
4.5
4.5
4.5
4.5
0
0
0
0
0
0
0
16.5
16.5
16.5
16.5
10.5
4.5
0
-4
0
0
57.6
115.2
172.8
230.4
288
316.8
0
46.8
115.2
172.8
230.4
288
316.8
0
46.8
115.2
172.8
187.2
288
316.8
50.4
25.2
0
-16.8
-16.8
-16.8
-16.8
-16.8
0
100.8
100.8
100.8
100.8
100.8
100.8
100.8
35.1
35.1
43.2
43.2
43.2
43.2
43.2
0
0
0
0
0
0
0
69.3
69.3
69.3
69.3
44.1
18.9
0
-16.8
91
Structural design of a G+6 building @ Mekelle as senior project
30
31
32
33
34
35
36
0.07
0.07
0.07
0.07
0.07
0.07
0.07
2.5
2.5
2.5
2.5
2.5
2.5
2.5
0.175
0.175
0.175
0.175
0.175
0.175
0.175
24
24
24
24
24
24
24
4.2
4.2
4.2
4.2
4.2
4.2
4.2
255.6
0
6
12
18
24
30
33
-4
-4
-4
-4
-4
-4
-4
0
25.2
50.4
75.6
100.8
126
138.6
3985.8
-16.8
-16.8
-16.8
-16.8
-16.8
-16.8
-16.8
1197.6
3.3 Determination of the center of mass
Xm 
W X
W
i
i
;
Ym 
i
W Y
W
i
i
i
Where Xm, Ym= the coordinate of the point of application of Fi when the seismic action is
parallel to the Y-direction and X-direction respectively.
Slabs, beams and floor finishes
Floor
Foundation
gf
m1
m2
1st floor
2nd floor
3rd floor
4th floor
5th floor
6th floor
roof
stair
column and wall weights
wi
wixi
wiyi
0
1534.8
1132.4
1157.1
4426.4
1990.2
1990.2
1990.2
1928.1
1997
937.4
146.88
0
19744.1
4181.5
27742.5
53023.4
31756.7
31756.7
31756.7
30703.7
33046.2
15102
2203
0
7055.4
12994.1
5698.3
23769.6
10568.7
10568.7
10568.7
10251.6
10430.5
5004
1100.6
There for the base shear is
Fb = Sd(T1)W and Sd(T1)=0.08
Fb =2705.678
wi
255.6
709.7
1124
575.8
1815.8
1724.6
1724.6
1724.6
1701.9
1668.3
0
211.1
wixi
3985.8
9622.5
6059.3
14391.1
28873.6
28727.8
28727.8
28727.8
28329.3
27177.8
0
3167.5
wiyi
1197.6
3826.2
7478.7
2399.9
10963.8
8687.5
8687.5
8687.5
8574.1
9065.5
0
1583.8
live
load
Center of mass
weight
2017.5
1907.3
1669.8
6184.2
3760.4
3714.8
3714.8
3641.4
3682.1
1877.1
252.43
0
272.75
76
69
272.75
141.75
141.75
141.75
141.75
141.75
0
0
Xm
13.2
5.3
21.6
12.6
16.1
16.3
16.3
16.3
16.5
16.1
15.0
Ym
4.7
9.4
5.2
5.5
5.4
5.2
5.2
5.2
5.2
5.5
7.5
and W=33820.97
Mekelle university department of civil engineering
May 18,2006
92
Wi
2290.2
1983.31
1738.8
6456.93
3902.15
3856.55
3856.55
3783.1
3823.85
1877.1
252.43
33820.97
Structural design of a G+6 building @ Mekelle as senior project
storey
gf
m1
m2
1st floor
2nd floor
3rd floor
4th floor
5th floor
6th floor
roof
stair
fb
2706
2706
2706
2706
2706
2706
2706
2706
2706
2706
2706
ft
162.8818
162.8818
162.8818
162.8818
162.8818
162.8818
162.8818
162.8818
162.8818
162.8818
162.8818
fb-ft
2542.8
2542.8
2542.8
2542.8
2542.8
2542.8
2542.8
2542.8
2542.8
2542.8
2542.8
wi
2290.2
1983.31
1738.8
6456.93
3902.15
3856.55
3856.55
3783.1
3823.85
1877.1
252.43
hi
2.5
5.5
6.1
8.5
11.5
14.5
17.5
20.5
23.5
26.5
28.2
wihi Fi(KN)
5725.5
30.67
10908.2
58.433
10606.7
56.818
54883.9
294
44874.7
240.39
55920 299.55
67489.6
361.53
77553.6
415.44
89860.5
481.37
49743.2
266.47
7118.53
38.133
474684
3.4 Distribution of base shear over height of a building
The base shear force shall be distributed over the height of the structure
concentrated at each floor level as;
( F  F )W h
Fi  b n i i i
W j h j
j 1
For T  0.7 sec
0
Ft  
0.07T1Fb  0.25Fb For T  0.7 sec
Where n = number of stories
Fi= the concentrated lateral force acting at floor I
Ft= a concentrated extra force (in addition to Fn) at the top of the building
accounting whiplash effect for slender building. This is given by
Wi, Wj= that portion of the total weight, W, located at or assigned to level I or j, respectively
and hi, hj= height above the base to level I or j, respectively
Ft = 162.
3.5 Determination of the center of stiffness
3.5.1 Determination of D-values of frames
Center of stiffness (Xs, Ys): a point where the stiffness or strength of the floor is
concentrated.
 Diy xi ; Y   Dix yi Where Dix= aKixc and Diy= aKiyc
Xs 
s
 Diy
 Dix
hb 3
Kx 

L 12 L
Iy
;
I x bh 3
Ky 

L 12 L
Mekelle university department of civil engineering
May 18,2006
93
Structural design of a G+6 building @ Mekelle as senior project
Shear center (Xi, Yi): a point where the center of stiffness (shear center) of the ith shear wall
or column is located.
a
k
for general case
2k
a
0.5  k
for fixed column base
2k
a
0.5k
for pin sup ported columns
1  2k
;
Where
k
k
k
beam
2k c
k
beam
kc
for general case
for fixed column base
Dix =D-value in the X-directionDiy = D-value in the Y-direction
Fig 3 beam column designation
Note: this representation is consistent for all beams and columns in any frame.
Mekelle university department of civil engineering
May 18,2006
94
Structural design of a G+6 building @ Mekelle as senior project
3.5.1.1 D-value in the y-direction
axis-x1
gr. floor
column
a
b
c
d
e
g.beam
1
2
3
4
mezanine
column
a
b
c
d
e
b
h
l
kxc
kyc
35
45
250 643.1 1063.13
35
45
250 643.1 1063.13
35
45
250 643.1 1063.13
35
45
250 643.1 1063.13
35
45
250 643.1 1063.13
ki
40
50
400
1041.67
40
50
450
925.93
40
50
600
694.44
40
50
600
694.44
30
30
30
30
30
300
300
300
300
300
132.5
132.5
132.5
132.5
132.5
132.47
132.47
132.47
132.47
132.47
k
0.98
1.85
1.52
1.31
0.65
5.44
10.28
8.46
7.26
3.63
a
0.50
0.61
0.57
0.55
0.43
0.73
0.84
0.81
0.78
0.64
Dy
527.96
649.00
610.62
580.82
462.08
2830.50
1
2
30
30
40
40
400
450
∑DyiXi
-4
-11322
96.87
110.89
107.15
103.84
85.39
504.14
beam
Xi
-4 2016.57
ki
400.00
355.56
Mekelle university department of civil engineering
May 18,2006
95
Structural design of a G+6 building @ Mekelle as senior project
3 30
40
600
266.67
4 30
40
600
266.67
first floor
column
a
30
300 132.5 132.47
3.02
b
30
300 132.5 132.47
5.70
c
30
300 132.5 132.47
4.70
d
30
300 132.5 132.47
4.03
e
30
300 132.5 132.47
2.01
beam
beam
ki
1 30
40
400
400.00
2 30
40
450
355.56
3 30
40
600
266.67
4 30
40
600
266.67
axis-x2
groun floor
column
a
b
c
d
e
g.beam
1
2
3
4
mezanine(+3)
coumn
a
b
c
d
e
beam
5
other
first floor
level
a
b
b h
l
kxc
kyc
35 45 250 643.1 1063.13
35 45 250 643.1 1063.13
35 45 250 643.1 1063.13
35 45 250 643.1 1063.13
35 45 250 643.1 1063.13
ki
40 50 400
1041.67
40 50 450
925.93
40 50 600
694.44
40 50 600
694.44
30
40
40
35
30
30
30
40
45
40
300
300
300
300
300
132.5
418.7
418.7
535.9
132.5
600
300 132.5
300 418.7
0.98
1.85
1.52
1.31
0.65
132.47
418.67
418.67
885.94
132.47
ki
266.67
0.00
3.93
2.35
1.94
0.93
3.63
132.47
418.67
1.51
0.90
Mekelle university department of civil engineering
22900.7
0.60
0.74
0.70
0.67
0.50
79.69
98.08
92.91
88.50
66.45
425.63
0.50
0.61
0.57
0.55
0.43
0.66
0.54
0.49
0.32
0.64
0.43
0.31
May 18,2006
-4
-1702.5
527.96
649.00
610.62
580.82
462.08
2830.50
0
0
87.80
226.17
205.88
282.10
85.39
887.35
0
0
56.98
130.16
96
Structural design of a G+6 building @ Mekelle
c
40
300 418.7
d
35 45 300 535.9
e
30
300 132.5
beam
1 30 40 400
2 30 40 450
3 30 40 600
4 30 40 600
second floor
column
a 30 40 300
300
b 35 45 300 535.9
c 30 40 300
300
beam
1 30 35 450
2 30 35 600
3rd
column
a 30 40 300
300
b 35 45 300 535.9
c 30 40 300
300
beam
1 30 35 450
2 30 35 600
4th
column
a
30 40 300
300
b
35 45 300 535.9
c
30 40 300
300
beam
1 30 35 450
2 30 35 600
5th floor
coumn
a 25 30 300 130.2
b 25 30 300 130.2
c 25 30 300 130.2
beam
1 25 30 450
2 25 30 600
6th floor
coumn
a
25 30 300 130.2
b
25 30 300 130.2
c
25 30 300 130.2
beam
1 25 30 450
2 25 30 600
as senior project
418.67 0.74
885.94 0.45
132.47 2.01
0.27
0.18
0.50
113.42
163.17
66.45
530.18
0
0
169.49
200.87
133.46
503.81
0
0
97.36
168.73
76.51
342.59
0
0
97.36
168.73
76.51
342.59
0
0
51.18
79.08
49.01
179.28
0
0
19.45
48.32
35.24
103.02
0
0
400.00
355.56
266.67
266.67
533.33
885.94
533.33
ki
238.19
178.65
0.93
0.59
0.67
533.33
885.94
533.33
ki
238.19
178.65
0.45
0.47
0.33
533.33
885.94
533.33
ki
238.19
178.65
0.45
0.47
0.33
187.50
187.50
187.50
ki
43.40
86.81
0.75
1.46
0.71
187.50
187.50
187.50
ki
43.40
86.81
0.23
0.69
0.46
Mekelle university department of civil engineering
0.32
0.23
0.25
0.18
0.19
0.14
0.18
0.19
0.14
0.27
0.42
0.26
0.10
0.26
0.19
May 18,2006
97
Structural design of a G+6 building @ Mekelle as senior project
roof
coumn
a
25 30 300 130.2 187.50 0.23
b
25 30 300 130.2 187.50 0.69
c
25 30 300 130.2 187.50 0.46
beam
ki
1 25 30 450
43.40
2 25 30 600
86.81
Mekelle university department of civil engineering
0.10
0.26
0.19
May 18,2006
19.45
48.32
35.24
103.02
0
0
98
Structural design of a G+6 building @ Mekelle as senior project
Mekelle university department of civil engineering
May 18,2006
99
Structural design of a G+6 building @ Mekelle as senior project
Axis x6
ground floor
column
b
h
l
kxc
kyc
a 35
45
250 643.1 1063.13
b 35
45
250 643.1 1063.13
c 35
45
250 643.1 1063.13
d 35
45
250 643.1 1063.13
g.beam
ki
1 40
50
400
1041.67
2 40
50
450
925.93
3 40
50
600
694.44
mezanine
column
a 30
360 110.4 110.39
b 40
360 348.9 348.89
c 40
360 348.9 348.89
d 35
45
360 446.6 738.28
beam
ki
3 30
40
600
266.67
other
0.00
first floor
column
a 30
240 165.6 165.59
b 35
45
240 669.9 1107.42
c 35
45
240 669.9 1107.42
d 35
45
240 669.9 1107.42
beam
ki
1 30
40
400
400.00
2 30
40
450
355.56
3 30
40
600
266.67
2nd floor
column
a 30
40
300
300 533.33
b 35
45
300 535.9 885.94
c 30
40
300
300 533.33
beam
ki
1 30
35
450
238.19
2 30
35
600
178.65
3rd floor
Column
a 30
40
300
300 533.33
b 35
45
300 535.9 885.94
Mekelle university department of civil engineering
0.98
1.85
2.52
0.65
4.72
1.33
2.70
0.65
1.21
0.34
0.40
0.24
0.93
0.44
0.42
0.45
0.47
0.50
0.61
0.67
0.43
0.70
0.40
0.57
0.25
0.38
0.15
0.17
0.11
0.32
0.18
0.17
0.18
0.19
May 18,2006
527.96
649.00
710.28
462.08
2349.33
24 56383.9
77.53
139.15
200.56
181.28
598.52
24 14364.6
62.35
161.37
185.08
119.01
527.80
24 12667.2
169.49
158.54
92.10
420.13
24 10083.2
97.36
168.73
100
Structural design of a G+6 building @ Mekelle as senior project
c 30
40
300
300 533.33
beam
ki
1 30
35
450
238.19
2 30
35
600
178.65
4th floor
column
a 30
40
300
300 533.33
b 35
45
300 535.9 885.94
c 30
40
300
300 533.33
beam
ki
1 30
35
450
238.19
2 30
35
600
178.65
5th floor
column
a 25
30
300 130.2 187.50
b 25
30
300 130.2 187.50
c 25
30
300 130.2 187.50
beam
ki
1 30
35
450
238.19
2 30
35
600
178.65
6th floor
column
a 25
30
300 130.2 187.50
b 25
30
300 130.2 187.50
c 25
30
300 130.2 187.50
beam
ki
1 30
35
450
238.19
2 30
35
600
178.65
roof level
column
a 25
30
300 130.2 187.50
b 25
30
300 130.2 187.50
c 25
30
300 130.2 187.50
beam
ki
1 30
35
450
238.19
2 30
35
600
178.65
Axis x7
ground floor
column
b
h
l
kxc
kyc
a 35
45
250 643.1 1063.13
Mekelle university department of civil engineering
0.33
0.45
0.47
0.33
1.27
2.22
0.95
1.27
2.22
0.95
1.27
2.22
0.95
0.98
0.14
0.18
0.19
0.14
0.39
0.53
0.32
0.39
0.53
0.32
0.39
0.53
0.32
0.50
May 18,2006
76.51
342.59
24 8222.22
97.36
168.73
76.51
342.59
24 8222.22
72.83
98.70
60.50
232.04
24 5568.93
72.83
98.70
60.50
232.04
24 5568.93
72.83
98.70
60.50
232.04
24 5568.93
527.96
101
Structural design of a G+6 building @ Mekelle as senior project
b 35
45
250 643.1 1063.13
c 35
45
250 643.1 1063.13
d 35
45
250 643.1 1063.13
g.beam
ki
1 40
50
400
1041.67
2 40
50
450
925.93
3 40
50
600
694.44
mezanine
column
a 30
360 110.4 110.39
b 35
45
360 446.6 738.28
c 40
0
360 348.9 348.89
d 35
45
360 446.6 738.28
beam
ki
1 30
40
400
400.00
2 30
40
450
355.56
3 30
40
600
266.67
first floor
column
a
b
c
d
beam
1
2
3
2nd floor
column
a
b
c
beam
1
2
3rd floor
column
a
b
c
beam
1
2
4th floor
column
a
b
30
35
35
35
45
45
45
30
30
30
240
240
240
240
1.85
1.52
0.65
6.53
1.84
3.21
0.65
0.36
0.68
0.56
0.24
40
40
40
165.6 165.59
669.9 1107.42
669.9 1107.42
669.9 1107.42
ki
400
400.00
450
355.56
600
266.67
30
35
30
40
45
40
300
300
300 535.9
300
300
0.93
0.59
0.42
30
30
35
35
450
600
533.33
885.94
533.33
ki
238.19
178.65
30
35
30
40
45
40
300
300
300 535.9
300
300
533.33
885.94
533.33
ki
238.19
178.65
0.45
0.47
0.33
533.33
885.94
0.45
0.47
30
30
35
35
450
600
30
35
40
45
300
300
300 535.9
Mekelle university department of civil engineering
0.61
0.57
0.43
0.77
0.48
0.62
0.25
0.15
0.25
0.22
0.11
0.32
0.23
0.17
0.18
0.19
0.14
0.18
0.19
May 18,2006
649.00
610.62
462.08
2249.67
30 67490.2
84.51
354.18
215.06
181.28
835.03
30 25050.9
25.33
281.69
242.88
119.01
668.90
30
169.49
200.87
92.10
462.46
30 13873.8
97.36
168.73
76.51
342.59
30 10277.8
97.36
168.73
102
20067
Structural design of a G+6 building @ Mekelle as senior project
c 30
40
300
300 533.33
beam
ki
1 30
35
450
238.19
2 30
35
600
178.65
5th floor
column
a 25
30
300 130.2 187.50
b 25
30
300 130.2 187.50
c 25
30
300 130.2 187.50
beam
ki
1 30
35
450
238.19
2 30
35
600
178.65
6th floor
column
a 25
30
300 130.2 187.50
b 25
30
300 130.2 187.50
c 25
30
300 130.2 187.50
beam
ki
1 30
35
450
238.19
2 30
35
600
178.65
roof level
column
a 25
30
300 130.2 187.50
b 25
30
300 130.2 187.50
c 25
30
300 130.2 187.50
beam
ki
1 30
35
450
238.19
2 30
35
600
178.65
0.33
1.27
2.22
0.95
1.27
2.22
0.95
1.27
2.22
0.95
0.14
0.39
0.53
0.32
0.39
0.53
0.32
0.39
0.53
0.32
76.51
342.59
30 10277.8
72.83
98.70
60.50
232.04
30 6961.16
72.83
98.70
60.50
232.04
30 6961.16
72.83
98.70
60.50
232.04
30 6961.16
Axis x8
ground floor
column b
h
a
35
b
35
c
35
d
35
g.beam
1
40
2
40
3
40
mezani
ne
column
a
35
b
35
c
40
l
50
50
50
kxc
kyc
250 643.1 1063.13
250 643.1 1063.13
250 643.1 1063.13
250 643.1 1063.13
ki
400
1041.67
450
925.93
600
694.44
45
45
0
360 446.6
360 446.6
360 348.9
45
45
45
45
738.28
738.28
348.89
Mekelle university department of civil engineering
0.98
1.85
1.52
0.65
0.98
1.84
3.21
May 18,2006
0.50
0.61
0.57
0.43
0.33
0.48
0.62
527.96
649.00
610.62
462.08
2249.67
33 74239.2
242.19
354.18
215.06
103
Structural design of a G+6 building @ Mekelle as senior project
d
35
45
360 446.6 738.28
0.65
beam
ki
1
30
40
400
400.00
2
30
40
450
355.56
3
30
40
600
266.67
first floor
column
a
b
c
d
beam
1
2
3
2nd floor
column
a
b
c
beam
1
2
3rd floor
column
a
b
c
beam
1
2
4th floor
column
a
b
c
beam
1
2
5th floor
column
a
b
c
beam
1
30
35
35
35
40
45
45
45
0.36
0.68
0.56
0.24
40
40
40
240 375 666.67
240 669.9 1107.42
240 669.9 1107.42
240 669.9 1107.42
ki
400
400.00
450
355.56
600
266.67
30
30
30
30
35
30
40
45
40
300 300
300 535.9
300 300
0.93
0.59
0.42
533.33
885.94
533.33
0.25
0.15
0.25
0.22
0.11
0.32
0.23
0.17
ki
30
30
35
35
450
600
238.19
178.65
30
35
30
40
45
40
300 300
300 535.9
300 300
533.33
885.94
533.33
0.45
0.47
0.33
0.18
0.19
0.14
ki
30
30
35
35
450
600
238.19
178.65
30
35
30
40
45
40
300 300
300 535.9
300 300
533.33
885.94
533.33
0.45
0.47
0.33
0.18
0.19
0.14
ki
30
30
35
35
450
600
238.19
178.65
25
25
25
30
30
30
300 130.2
300 130.2
300 130.2
187.50
187.50
187.50
30
35
450
1.27
2.22
0.95
ki
0.39
0.53
0.32
181.28
992.71
33 32759.4
101.98
281.69
242.88
119.01
745.55
33 24603.2
169.49
200.87
92.10
462.46
33 15261.1
97.36
168.73
76.51
342.59
33 11305.6
97.36
168.73
76.51
342.59
33 11305.6
72.83
98.70
60.50
232.04
33 7657.28
238.19
Mekelle university department of civil engineering
May 18,2006
104
Structural design of a G+6 building @ Mekelle as senior project
2
30
35
600
178.65
6th floor
column
a
25
30
300 130.2 187.50
b
25
30
300 130.2 187.50
c
25
30
300 130.2 187.50
beam
ki
1
30
35
450
238.19
2
30
35
600
178.65
roof level
column
a
25
30
300 130.2 187.50
b
25
30
300 130.2 187.50
c
25
30
300 130.2 187.50
beam
ki
1
30
35
450
238.19
2
30
35
600
178.65
1.27
2.22
0.95
1.27
2.22
0.95
0.39
0.53
0.32
0.39
0.53
0.32
72.83
98.70
60.50
232.04
33 7657.28
72.83
98.70
60.50
232.04
33
3.5.1.2 D-value in the Y-direction
axis y1
g.floor
column
a
b
c
d
e
f
g
h
b
35
35
35
35
35
35
35
35
h
45
45
45
45
45
45
45
45
l
250
250
250
250
250
250
250
250
kx
643.13
643.13
643.13
643.13
643.13
643.13
643.13
643.13
ky k
a
D
Yi
1063.13
1.62
0.59 376.61
1063.13
2.70
0.68 437.85
1063.13
2.16
0.64 411.21
1063.13
2.16
0.64 411.21
1063.13
2.16
0.64 411.21
1063.13
2.16
0.64 411.21
1063.13
3.24
0.71 459.00
1063.13
2.16
0.64 411.21
Mekelle university department of civil engineering
May 18,2006
yi*Di
105
7657.3
Structural design of a G+6 building @ Mekelle as senior project
3329.50
g.beam
1
2
3
4
5
6
7
mezanine@3
column
a
b
c
d
e
f
g
h
beam
1
2
3
4
5
6
7
mezanine@3.6
column
a
b
c
d
e
f
g
h
beam
1
2
3
4
5
6
7
first floor
column
40
40
40
40
40
40
40
50
50
50
50
50
50
50
400
600
600
600
600
600
300
1041.67
694.44
694.44
694.44
694.44
694.44
1388.89
30
30
30
30
30
30
30
30 40
300
300
300
300
300
300
300
300
132.47
132.47
132.47
132.47
132.47
132.47
132.47
533.33
35
35
35
35
0
0
0
400
600
600
600
664.45
442.97
442.97
442.97
0.00
0.00
0.00
60
60
60
60
60
60
60
60
662.34
662.34
662.34
662.34
662.34
662.34
662.34
662.34
0
0
0
0
30 40 600
30 40 600
30 40 300
0.00
0.00
0.00
0.00
266.67
266.67
533.33
30
30
30
30
30
30
30
30
45
45
45
45
0
0
0
300.00
Mekelle university department of civil engineering
6.44
10.73
8.59
8.59
6.91
5.24
7.86
1.30
0.50
0.84
0.67
0.67
0.54
0.40
0.60
0.40
0.76
0.84
0.81
0.81
0.78
0.72
0.80
0.39
0.20
0.29
0.25
0.25
0.21
0.17
0.23
0.17
101.08
111.66
107.44
107.44
102.75
95.89
105.61
210.30
942.17
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
132.81
195.24
165.98
165.98
139.93
110.99
153.61
110.99
1175.54
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
May 18,2006
-400
-1331800
-376868.5
-400
-470214.9
106
Structural design of a G+6 building @ Mekelle as senior project
a 30
240
165.59
1.21
b 30
240
165.59
2.01
c 30
240
165.59
1.61
d 30
240
165.59
1.61
e 30
240
165.59
2.42
f 30
240
165.59
3.22
g 30
240
165.59
4.83
h 30
240
165.59
3.22
beam
1 30 40 400
400.00
2 30 40 600
266.67
3 30 40 600
266.67
4 30 40 600
266.67
5 30 40 600
266.67
6 30 40 600
266.67
7 30 40 300
533.33
axisy2
g.floor
column
a
b
c
d
e
f
g
h
b
35
35
35
35
35
35
35
35
h
45
45
45
45
45
45
45
45
g.beam
1 40 50
2 40 50
3 40 50
4 40 50
5 40 50
6 40 50
7 40 50
mezanine@3
column
a 30
b 40
c 40
d 35 45
e 35 45
l
250
250
250
250
250
250
250
250
kx
643.13
643.13
643.13
643.13
643.13
643.13
643.13
643.13
ky
1063.1
1063.1
1063.1
1063.1
1063.1
1063.1
1063.1
1063.1
400
600
600
600
600
600
300
1041.7
694.44
694.44
694.44
694.44
694.44
1388.9
300
300
300
300
300
132.47
418.67
418.67
885.94
885.94
535.94
535.94
1.6197
2.6995
2.1596
2.1596
2.1596
2.1596
3.2394
2.1596
3.9317
2.0734
1.6587
1.5445
1.5445
Mekelle university department of civil engineering
0.38
0.50
0.45
0.45
0.55
0.62
0.71
0.62
0.5856
0.6808
0.6394
0.6394
0.6394
0.6394
0.7137
0.6394
0.6628
0.509
0.4534
0.4358
0.4358
62.35
83.06
73.86
73.86
90.59
102.15
117.11
102.15
705.13
376.61
437.85
411.21
411.21
411.21
411.21
459
411.21
3329.5
-400
-282052.4
0
0
87.804
213.1
189.81
233.54
233.54
May 18,2006
107
Structural design of a G+6 building @ Mekelle as senior project
f 35 45 300 535.94 885.94 1.2958 0.3932
g 35 45 300 535.94 885.94 1.9436 0.4929
h 35 45 300 535.94 885.94 1.2958 0.3932
beam
4 30 40 600
266.67
mezanine@3.6
column
a 30
60
3532.5
0
0
b 40
60
11164
0
0
c 40
60
11164
0
0
d 35 45 60 2679.7 4429.7 0.0498 0.0243
e 35 45 60 2679.7 4429.7 0.0498 0.0243
f 35 45 60 2679.7 4429.7
0
0
g 35 45 60 2679.7 4429.7
0
0
h 35 45 60 2679.7 4429.7 0.0995 0.0474
beam
1-Jan 0
0
2 0
0
3 0
0
4 0
0
5 0
0
6 0
0
7 30 40 300
533.33
first floor
column
a 30
240
165.59 1.2078 0.3765
b 40
240
523.33 0.6369 0.2415
c 40
240
523.33 0.5096
0.203
d 35 45 240 669.92 1107.4 0.3981
0.166
e 35 45 240 669.92 1107.4 0.3981
0.166
f 35 45 240 669.92 1107.4 0.3981
0.166
g 35 45 240 669.92 1107.4 0.9951 0.3323
h 35 45 240 669.92 1107.4 0.7961 0.2847
beam
1 30 40 400
400
2 30 40 600
266.67
3 30 40 600
266.67
4 30 40 600
266.67
5 30 40 600
266.67
6 30 40 600
266.67
7 30 40 300
533.33
2nd floor
column
a 35 45 300 535.94 885.94 0.7464 0.2718
Mekelle university department of civil engineering
210.71
264.14
210.71
1643.3
0
0
0
0
0
65.048
65.048
0
0
127.01
257.11
0
0
62.347
126.41
106.26
111.2
111.2
111.2
222.58
190.74
1041.9
0
0
145.65
May 18,2006
108
Structural design of a G+6 building @ Mekelle as senior project
b 35 45 300 535.94 885.94 0.9951 0.3323
c 35 45 300 535.94 885.94 0.9951 0.3323
d 35 45 300 535.94 885.94 0.9951 0.3323
e 35 45 300 535.94 885.94 1.4927 0.4274
f 35 45 300 535.94 885.94 0.9951 0.3323
beam
1 30 40 600
266.67
2 30 40 600
266.67
3 30 40 600
266.67
4 30 40 600
266.67
5 30 40 300
533.33
3rd floor
column
a 30 40 300
300 533.33 0.7422 0.2707
b 30 40 300
300 533.33 1.4844
0.426
c 30 40 300
300 533.33 1.4844
0.426
d 30 40 300
300 533.33 1.4844
0.426
e 30 40 300
300 533.33 2.2266 0.5268
f 30 40 300
300 533.33 1.4844
0.426
beam
1 30 35 600
178.65
2 30 35 600
178.65
3 30 35 600
178.65
4 30 35 600
178.65
5 30 35 300
357.29
4th floor
column
column
a 30 40 300
300 533.33 0.5955 0.2294
b 30 40 300
300 533.33
1.191 0.3732
c 30 40 300
300 533.33
1.191 0.3732
d 30 40 300
300 533.33
1.191 0.3732
e 30 40 300
300 533.33 1.7865 0.4718
f 30 40 300
300 533.33
1.191 0.3732
beam
1 30 35 600
178.65
2 30 35 600
178.65
3 30 35 600
178.65
4 30 35 600
178.65
5 30 35 300
357.29
5th floor
column
a 25 30 300 130.21
187.5 0.5955 0.2294
b 25 30 300 130.21
187.5
1.191 0.3732
Mekelle university department of civil engineering
178.07
178.07
178.07
229.05
178.07
1087
0
0
81.197
127.8
127.8
127.8
158.04
127.8
750.45
0
0
68.829
111.97
111.97
111.97
141.54
111.97
658.25
0
0
29.874
48.598
May 18,2006
109
Structural design of a G+6 building @ Mekelle as senior project
c 25 30 300 130.21
187.5
1.191 0.3732
d 25 30 300 130.21
187.5
1.191 0.3732
e 25 30 300 130.21
187.5 1.7865 0.4718
f 25 30 300 130.21
187.5
1.191 0.3732
beam
1 30 35 600
178.65
2 30 35 600
178.65
3 30 35 600
178.65
4 30 35 600
178.65
5 30 35 300
357.29
6th floor
column
a 25 30 300 130.21
187.5 0.5955 0.2294
b 25 30 300 130.21
187.5
1.191 0.3732
c 25 30 300 130.21
187.5
1.191 0.3732
d 25 30 300 130.21
187.5
1.191 0.3732
e 25 30 300 130.21
187.5 1.7865 0.4718
f 25 30 300 130.21
187.5
1.191 0.3732
beam
1 30 35 600
178.65
2 30 35 600
178.65
3 30 35 600
178.65
4 30 35 600
178.65
5 30 35 300
357.29
axisy3
g.floor
column
a
b
c
d
e
f
g
h
g.beam
1
2
3
4
5
6
7
b
35
35
35
35
35
35
35
35
40
40
40
40
40
40
40
h
45
45
45
45
45
45
45
45
50
50
50
50
50
50
50
l
250
250
250
250
250
250
250
250
400
600
600
600
600
600
300
kx
643.13
643.13
643.13
643.13
643.13
643.13
643.13
643.13
ky
1063.13
1063.13
1063.13
1063.13
1063.13
1063.13
1063.13
1063.13
1.62
2.70
2.16
2.16
2.16
2.16
3.24
2.16
0.59
0.68
0.64
0.64
0.64
0.64
0.71
0.64
48.598
48.598
61.433
48.598
285.7
0
0
29.874
48.598
48.598
48.598
61.433
48.598
285.7
0
0
450
1498274.59
376.61
437.85
411.21
411.21
411.21
411.21
459.00
411.21
3329.50
1041.67
694.44
694.44
694.44
694.44
694.44
1388.89
Mekelle university department of civil engineering
May 18,2006
110
Structural design of a G+6 building @ Mekelle as senior project
mezanin@3
column
a 30
300
132.47
3.93
b 40
300
418.67
2.07
c 40
300
418.67
1.66
d 35 45 300 535.94 885.94
1.54
e 35 45 300 535.94 885.94
1.54
f 35 45 300 535.94 885.94
1.30
g 35 45 300 535.94 885.94
1.94
h 35 45 300 535.94 885.94
1.30
beam
1
0.00
2
0.00
3
0.00
4 30 40 600
266.67
5
0.00
6
0.00
7
0.00
mezanin@3.6
column
a 30
60
662.34
0.00
b 40
60
2093.33
0.00
c 40
60
2093.33
0.00
d 35 45 60 2679.69 4429.69
0.05
e 35 45 60 2679.69 4429.69
0.10
f 35 45 60 2679.69 4429.69
0.10
g 35 45 60 2679.69 4429.69
0.15
h 35 45 60 2679.69 4429.69
0.10
beam
1
0.00
2
0.00
3
0.00
4
0.00
5 30 40 600
266.67
6 30 40 600
266.67
7 30 40 300
533.33
1st floor
column
a 30
240
165.59
1.21
b 40
240
523.33
0.64
c 40
240
523.33
0.51
d 35 45 240 669.92 1107.42
0.40
e 35 45 240 669.92 1107.42
0.60
f 35 45 240 669.92 1107.42
0.80
g 35 45 240 669.92 1107.42
1.19
h 35 45 240 669.92 1107.42
0.80
beam
1 30 40 400
400.00
Mekelle university department of civil engineering
0.66
0.51
0.45
0.44
0.44
0.39
0.49
0.39
87.80
213.10
189.81
233.54
233.54
210.71
264.14
210.71
1643.34
450
739504.27
0.00
0.00
0.00
65.05
127.01
127.01
186.11
127.01
632.20
450
284489.33
62.35
126.41
106.26
111.20
154.02
190.74
250.46
190.74
1192.18
450
536478.93
0.00
0.00
0.00
0.02
0.05
0.05
0.07
0.05
0.38
0.24
0.20
0.17
0.23
0.28
0.37
0.28
May 18,2006
111
Structural design of a G+6 building @ Mekelle as senior project
2 30 40 600
266.67
3 30 40 600
266.67
4 30 40 600
266.67
5 30 40 600
266.67
6 30 40 600
266.67
7 30 40 300
533.33
2nd floor
column
a 35 45 300 535.94 885.94
0.87
b 35 45 300 535.94 885.94
1.00
c 35 45 300 535.94 885.94
1.00
d 35 45 300 535.94 885.94
1.00
e 35 45 300 535.94 885.94
1.00
f 35 45 300 535.94 885.94
1.49
g 35 45 300 535.94 885.94
1.00
beam
1 30 40 600
266.67
2 30 40 600
266.67
3 30 40 600
266.67
4 30 40 600
266.67
5 30 40 600
266.67
6 30 40 300
533.33
3rd floor
column
a
b
c
d
e
f
g
beam
1
2
3
4
5
6
4th floor
column
a
b
c
d
e
f
g
30
35
35
35
35
35
30
40
45
45
45
45
45
40
300
300
300
300
300
300
300
30
30
30
30
30
30
35
35
35
35
35
35
600
600
600
600
600
300
30
35
35
35
35
35
30
40
45
45
45
45
45
40
300
300
300
300
300
300
300
300.00
535.94
535.94
535.94
535.94
535.94
300.00
533.33
885.94
885.94
885.94
885.94
885.94
533.33
0.74
0.83
0.83
0.83
0.83
1.25
1.19
0.30
0.33
0.33
0.33
0.33
0.43
0.33
0.27
0.29
0.29
0.29
0.29
0.38
0.37
162.56
178.07
178.07
178.07
178.07
229.05
178.07
1281.94
450
576872.37
81.20
157.30
157.30
157.30
157.30
205.76
111.71
1027.89
450
462548.52
178.65
178.65
178.65
178.65
178.65
357.29
300.00
535.94
535.94
535.94
535.94
535.94
300.00
533.33
885.94
885.94
885.94
885.94
885.94
533.33
Mekelle university department of civil engineering
0.60
0.67
0.67
0.67
0.67
1.00
1.19
0.23
0.25
0.25
0.25
0.25
0.33
0.37
May 18,2006
68.83
133.98
133.98
133.98
133.98
178.65
111.97
112
Structural design of a G+6 building @ Mekelle as senior project
beam
1 30 35 600
178.65
2 30 35 600
178.65
3 30 35 600
178.65
4 30 35 600
178.65
5 30 35 600
178.65
6 30 35 300
357.29
5th floor
column
a 25 30 300 130.21 187.50
0.45
b 25 30 300 130.21 187.50
0.91
c 25 30 300 130.21 187.50
0.91
d 25 30 300 130.21 187.50
0.91
e 25 30 300 130.21 187.50
0.91
f 25 30 300 130.21 187.50
1.36
g 25 30 300 130.21 187.50
0.91
beam
1 25 30 600
93.75
2 25 30 600
93.75
3 25 30 600
93.75
4 25 30 600
93.75
5 25 30 600
93.75
6 25 30 300
187.50
6thfloor
column
a 25 30 300 130.21 187.50
0.31
b 25 30 300 130.21 187.50
0.63
c 25 30 300 130.21 187.50
0.63
d 25 30 300 130.21 187.50
0.63
e 25 30 300 130.21 187.50
0.63
f 25 30 300 130.21 187.50
0.94
g 25 30 300 130.21 187.50
0.63
beam
1 25 30 600
93.75
2 25 30 600
93.75
3 25 30 600
93.75
4 25 30 600
93.75
5 25 30 600
93.75
6 25 30 300
187.50
stair
column
a 25 30 170 229.78 330.88
0.80
b 25 30 170 229.78 330.88
0.80
beam
1 30 35 600
178.65
0.19
0.31
0.31
0.31
0.31
0.41
0.31
0.14
0.24
0.24
0.24
0.24
0.32
0.24
0.28
0.28
895.38
450
402922.03
24.09
40.66
40.66
40.66
40.66
52.75
40.66
280.12
450
126053.21
17.60
31.00
31.00
31.00
31.00
41.56
31.00
214.16
450
96372.67
65.46
65.46
130.92
450
58913.60
axisy4
g.floor
Mekelle university department of civil engineering
May 18,2006
113
Structural design of a G+6 building @ Mekelle as senior project
column b h
l
kx
ky
a 35 45 250 643.13 1063.13
1.62
b 35 45 250 643.13 1063.13
2.70
c 35 45 250 643.13 1063.13
2.16
d 35 45 250 643.13 1063.13
2.16
e 35 45 250 643.13 1063.13
2.16
f 35 45 250 643.13 1063.13
2.16
g 35 45 250 643.13 1063.13
3.24
h 35 45 250 643.13 1063.13
2.16
g.beam
1
2
3
4
5
6
7
mezanin@3
column
a
b
c
d
e
f
g
h
beam
1
2
3
4
5
6
7
mezanin@3.6
column
a
b
c
d
e
f
g
h
beam
1
40
40
40
40
40
40
40
50
50
50
50
50
50
50
400
600
600
600
600
600
300
1041.67
694.44
694.44
694.44
694.44
694.44
1388.89
30
35
35
35
35
35
35
35
45
45
45
45
45
45
45
300
300
300
300
300
300
300
300
132.47
885.94
885.94
885.94
885.94
885.94
885.94
885.94
30
30
30
30
40
40
40
40
400
600
600
600
30
35
35
35
35
35
35
35
45
45
45
45
45
45
45
60
60
60
60
60
60
60
60
535.94
535.94
535.94
535.94
535.94
535.94
535.94
5.44
2.24
1.79
1.79
1.54
1.30
1.94
1.30
0.59
0.68
0.64
0.64
0.64
0.64
0.71
0.64
0.73
0.53
0.47
0.47
0.44
0.39
0.49
0.39
376.61
437.85
411.21
411.21
411.21
411.21
459.00
411.21
3329.50
1050
3495974.04
96.87
283.24
253.37
253.37
233.54
210.71
264.14
210.71
1805.93
1050
1896228.27
86.88
156.91
127.01
127.01
127.01
127.01
186.11
127.01
1064.97
1050
1118215.70
400.00
266.67
266.67
266.67
0.00
0.00
0.00
2679.69
2679.69
2679.69
2679.69
2679.69
2679.69
2679.69
662.34
4429.69
4429.69
4429.69
4429.69
4429.69
4429.69
4429.69
0.30
0.12
0.10
0.10
0.10
0.10
0.15
0.10
0.13
0.06
0.05
0.05
0.05
0.05
0.07
0.05
0.00
Mekelle university department of civil engineering
May 18,2006
114
Structural design of a G+6 building @ Mekelle as senior project
2
0.00
3
0.00
4
0.00
5 30 40 600
266.67
6 30 40 600
266.67
7 30 40 300
533.33
1st floor
column
a 30
240
165.59
1.21
b 35 45 240 669.92 1107.42
0.50
c 35 45 240 669.92 1107.42
0.40
d 35 45 240 669.92 1107.42
0.40
e 35 45 240 669.92 1107.42
0.60
f 35 45 240 669.92 1107.42
0.80
g 35 45 240 669.92 1107.42
1.19
h 35 45 240 669.92 1107.42
0.80
beam
1 30 40 400
400.00
2 30 40 600
266.67
3 30 40 600
266.67
4 30 40 600
266.67
5 30 40 600
266.67
6 30 40 600
266.67
7 30 40 300
533.33
2nd floor
column
a 35 45 300 535.94 885.94
0.87
b 35 45 300 535.94 885.94
1.00
c 35 45 300 535.94 885.94
1.00
d 35 45 300 535.94 885.94
1.00
e 35 45 300 535.94 885.94
1.00
f 35 45 300 535.94 885.94
1.49
g 35 45 300 535.94 885.94
1.00
beam
1 30 40 600
266.67
2 30 40 600
266.67
3 30 40 600
266.67
4 30 40 600
266.67
5 30 40 600
266.67
6 30 40 300
533.33
3rd floor
column
a
b
c
d
e
30
30
30
30
30
40
40
40
40
40
300
300
300
300
300
300.00
300.00
300.00
300.00
300.00
533.33
533.33
533.33
533.33
533.33
Mekelle university department of civil engineering
0.74
1.48
1.48
1.48
1.48
0.38
0.20
0.17
0.17
0.23
0.28
0.37
0.28
0.30
0.33
0.33
0.33
0.33
0.43
0.33
0.27
0.43
0.43
0.43
0.43
62.35
133.46
111.20
111.20
154.02
190.74
250.46
190.74
1204.17
1050
1264378.50
162.56
178.07
178.07
178.07
178.07
229.05
178.07
1281.94
1050
1346035.54
81.20
127.80
127.80
127.80
127.80
May 18,2006
115
Structural design of a G+6 building @ Mekelle as senior project
f 30 40 300 300.00 533.33
2.23
g 30 40 300 300.00 533.33
1.48
beam
1 30 35 600
178.65
2 30 35 600
178.65
3 30 35 600
178.65
4 30 35 600
178.65
5 30 35 600
178.65
6 30 35 300
357.29
4th floor
column
a 30 40 300 300.00 533.33
0.60
b 30 40 300 300.00 533.33
1.19
c 30 40 300 300.00 533.33
1.19
d 30 40 300 300.00 533.33
1.19
e 30 40 300 300.00 533.33
1.19
f 30 40 300 300.00 533.33
1.79
g 30 40 300 300.00 533.33
1.19
beam
1 30 35 600
178.65
2 30 35 600
178.65
3 30 35 600
178.65
4 30 35 600
178.65
5 30 35 600
178.65
6 30 35 300
357.29
5th floor
column
a 25 30 300 130.21 187.50
0.45
b 25 30 300 130.21 187.50
0.91
c 25 30 300 130.21 187.50
0.91
d 25 30 300 130.21 187.50
0.91
e 25 30 300 130.21 187.50
0.91
f 25 30 300 130.21 187.50
1.36
g 25 30 300 130.21 187.50
0.91
beam
1 25 30 600
93.75
2 25 30 600
93.75
3 25 30 600
93.75
4 25 30 600
93.75
5 25 30 600
93.75
6 25 30 300
187.50
6thfloor
column
a 25 30 300 130.21 187.50
0.31
b 25 30 300 130.21 187.50
0.63
c 25 30 300 130.21 187.50
0.63
d 25 30 300 130.21 187.50
0.63
e 25 30 300 130.21 187.50
0.63
Mekelle university department of civil engineering
0.53
0.43
0.23
0.37
0.37
0.37
0.37
0.47
0.37
0.19
0.31
0.31
0.31
0.31
0.41
0.31
158.04
127.80
878.25
1050
922163.23
68.83
111.97
111.97
111.97
111.97
141.54
111.97
770.22
1050
808728.55
24.09
40.66
40.66
40.66
40.66
52.75
40.66
280.12
1050
294124.16
0.14
0.24
0.24
0.24
0.24
May 18,2006
17.60
31.00
31.00
31.00
31.00
116
Structural design of a G+6 building @ Mekelle as senior project
f 25 30 300 130.21 187.50
0.94
g 25 30 300 130.21 187.50
0.63
beam
1 25 30 600
93.75
2 25 30 600
93.75
3 25 30 600
93.75
4 25 30 600
93.75
5 25 30 600
93.75
6 25 30 300
187.50
stair
column
a 25 30 170 229.78 330.88
0.80
b 25 30 170 229.78 330.88
0.80
beam
1 30 35 600
178.65
Mekelle university department of civil engineering
0.32
0.24
0.28
0.28
41.56
31.00
214.16
1050
224869.57
65.46
65.46
130.92
1050
137465.06
May 18,2006
117
Structural design of a G+6 building @ Mekelle as senior project
axis y5
g.floor
column b h
l
kx
ky
a 35 45 250 643.13 1063.13 1.62
b 35 45 250 643.13 1063.13 2.70
c 35 45 250 643.13 1063.13 2.16
d 35 45 250 643.13 1063.13 1.08
g.beam
1 40 50 400
1041.67
2 40 50 600
694.44
3 40 50 600
694.44
mezanine@31st
column
a 30
300
132.47 5.44
b 30
300
132.47 9.07
c 30
300
132.47 7.26
d 30 40 300 300.00 533.33 1.60
beam
1 30 40 400
400.00
2 30 40 600
266.67
3 30 40 600
266.67
1st floor2nd
column
a 30
300
132.47 3.02
b 30
300
132.47 5.03
c 30
300
132.47 4.03
d 30 30 300 225.00 225.00 1.19
beam
1 30 40 400
400.00
2 30 40 600
266.67
3 30 40 600
266.67
Xs 
D x
D
iy i
iy
;
Ys 
D y
D
ix
i
0.59
0.68
0.64
0.51
376.61
437.85
411.21
329.89
1555.56
0.73
0.82
0.78
0.44
0.60
0.72
0.67
0.37
1650 2566682.18
96.87
108.53
103.84
133.42
442.66
1650
730393.77
79.69
94.80
88.50
83.72
346.71
1650
572069.57
…………..Varginon’s theorem
ix
Determination of center of stiffness using moment
principle(verginon's theorem)
∑Dyi ∑DyiXi
∑Dxi ∑Dxiyi
Mekelle university department of civil engineering
Xs
May 18,2006
ys
118
Structural design of a G+6 building @ Mekelle
gf
20420 278234
mezanine@3
4515 36229
mezanine@3.6
3348 88768
first
5008 82185
second
3319 56611
third
2398 42139
fourth
2398 42139
fifth
1287 28224
sixth
1134 27767
roof
1134 27767
stair
346 5190.3
as senior project
6229131 14874
2989258
6477
932490.1
3130
2090875
4490
1922908
3651
1384712
2657
1211651
2324
420177.4
845.9
321242.2
714
321242.2
714
346.021
5190
13.63
8.02
26.51
16.41
17.06
17.57
17.57
21.93
24.48
24.48
15.00
4.19
4.61
2.98
4.66
5.27
5.21
5.21
4.97
4.50
4.50
7.50
3.6 Computation of direct shear forces, Qi
Qi 
Dix, frame
D
V
ix, frame
3.6.1 D-values in the X-direction
Axis
x1
x2
gf
2830 2830.5
mezanine@3
504.1 887.35
mezanine@3.6
0
0
first
425.6 530.18
second
0 503.81
third
0 342.59
fourth
0 342.59
fifth
0 179.28
sixth
0 103.02
roof
0 103.02
stair
0
0
x3
x4
x5
x6
2830.5 2831 2249.67 2349.33
887.35 1222 1014.27
0
0
0 921.84 598.52
530.18 846.2 734.16
527.8
503.81 503.8 462.46 420.13
342.59 342.6 342.59 342.59
342.59 342.6 342.59 342.59
179.28 232.4
232.04 232.04
103.02 232.5
232.04 232.04
103.02 232.6
232.04 232.04
0 173 173.01
0
x7
x8 ∑Dyi
2249.47 2249.67 20420
0
0.00 4515.3
835.03 992.71 3348.1
668.46 745.55 5008.2
462.46 462.46 3318.9
342.593 342.59 2398.1
342.593 342.59 2398.1
232.04 232.04 1286.7
232.04 232.04 1134.2
232.04 232.04 1134.2
0
0.00 346.02
3.6.2 D-values in the Y-direction
axis y1
y2
gf 3329.5 3329.5
mezanin@3
942.2 1643.3
mezanine@3.6 1175.5
257.1
1st floor
705.1 1041.9
2nd floor
1087.0
y3
3329.5
1643.3
632.2
1192.2
1281.9
Mekelle university department of civil engineering
y4
y5 ∑Dxi
3329.5 1555.6 14873.6
1085.9 442.7
5757.5
1065.0
0.0
3129.8
1024.2 346.7
4310.1
1281.9
0.0
3650.8
May 18,2006
119
Structural design of a G+6 building @ Mekelle as senior project
3rd floor
750.4 1027.9
878.3
4th floor
658.2
895.4
770.2
5th floor
285.7
280.1
280.1
6th floor
285.7
214.2
214.2
roof
285.7
214.2
214.2
stair
130.9
0.0
0.0
0.0
0.0
0.0
2656.6
2323.8
845.9
714.0
714.0
130.9
The direct shear forces are
Dix, frame
Qi 
V
D
 ix, frame
x- direction
ground floor
mezanine1
Axis
Dyi
VI
Qi
Axis
Dyi
VI
Qi
1 2830.50
30.67
4.25
1.00 504.14 58.43
6.52
2 2830.50
30.67
4.25
2.00 887.35 58.43 11.48
3 2830.50
30.67
4.25
3.00 887.35 58.43 11.48
4 2830.50
30.67
4.25
4.00 1222.14 58.43 15.82
5 2249.67
30.67
3.38
5.00 1014.27 58.43 13.13
6 2349.33
30.67
3.53
6.00
0.00 58.43
0.00
7 2249.47
30.67
3.38
7.00
0.00 58.43
0.00
8 2249.67
30.67
3.38
8.00
0.00 58.43
0.00
20420.13
4515.25
mezanine2
first floor
Axis
Dyi
VI
Qi
Axis
Dyi
1
0.00 56.82
0.00
1.00 425.63
2
0.00 56.82
0.00
2.00 530.18
3
0.00 56.82
0.00
3.00 530.18
4
0.00 56.82
0.00
4.00 846.21
5
921.84
56.82 15.64
5.00 734.16
6
598.92
56.82 10.16
6.00 527.80
7
835.03
56.82 14.17
7.00 668.46
8
992.71
56.82 16.84
8.00 745.55
3348.50
5008.16
second
VI
Qi
294.00
24.99
294.00
31.12
294.00
31.12
294.00
49.68
294.00
43.10
294.00
30.98
294.00
39.24
294.00
43.77
third floor
Mekelle university department of civil engineering
May 18,2006
120
Structural design of a G+6 building @ Mekelle as senior project
floor
Axis
Dyi
VI
Qi
Axis
1
0.00 240.39
0.00
1.00
2
503.81 240.39 36.49
2.00
3
503.81 240.39 36.49
3.00
4
503.81 240.39 36.49
4.00
5
462.46 240.39 33.50
5.00
6
420.13 240.39 30.43
6.00
7
462.46 240.39 33.50
7.00
8
462.46 158.23 33.50
8.00
3318.94
fourth floor
fifth floor
Axis
Dyi
VI
Qi
Axis
1
0.00 361.53
0.00
1.00
2
342.59 361.53 51.65
2.00
3
342.59 361.53 51.65
3.00
4
342.59 361.53 51.65
4.00
5
342.59 361.53 51.65
5.00
6
342.59 361.53 51.65
6.00
7
342.59 361.53 51.65
7.00
8
342.59 361.53 51.65
8.00
2398.13
sixth floor
Axis
Dyi
1
2
3
4
5
6
7
8
stair
Axis
0.00
103.02
103.02
232.04
232.04
232.04
232.04
232.04
1366.24
Dyi
1
2
3
4
5
6
7
8
0.00
0.00
173.01
173.01
0.00
0.00
0.00
0.00
346.02
VI
Qi
481.37
0.00
481.37 36.30
481.37 36.30
481.37 81.76
481.37 81.76
481.37 81.76
481.37 81.76
481.37 81.76
roof
Axis
Dyi
0.00
342.59
342.59
342.59
342.59
342.59
342.59
342.59
2398.13
Dyi
0.00
179.28
179.28
232.04
232.04
232.04
342.59
342.59
1739.86
Dyi
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
0.00
103.02
103.02
232.04
232.04
232.04
232.04
232.04
1366.24
VI
Qi
299.55
0.00
299.55
32.79
299.55
32.79
299.55
32.79
299.55
32.79
299.55
32.79
299.55
32.79
299.55
32.79
VI
Qi
415.44
0.00
415.44
42.81
415.44
42.81
415.44
55.41
415.44
55.41
415.44
55.41
415.44
81.80
415.44
81.80
VI
Qi
266.47
0.00
266.47
20.09
266.47
20.09
266.47
45.26
266.47
45.26
266.47
45.26
266.47
45.26
266.47
45.26
VI
Qi
201.01
0.00
201.01
0.00
201.01 100.51
201.01 100.51
201.01
0.00
201.01
0.00
201.01
0.00
201.01
0.00
Mekelle university department of civil engineering
May 18,2006
121
Structural design of a G+6 building @ Mekelle as senior project
Y-direction
Diy, frame
Qi 
V
 Diy, frame
ground floor
Axis
1
2
3
4
5
mezanin@3
Axis
1
2
3
4
5
2nd floor
Axis
1
2
3
4
4th floor
Axis
1
2
3
4
mezanin3.6
Dxi
VI
Qi
Axis
Dxi
VI
Qi
3329.499
30.67 6.865588
1 1175.5
56.818
3329.499
30.67 6.865588
2 257.11
56.818
3329.499
30.67 6.865588
3 632.2
56.818
3329.499
30.67 6.865588
4
1065
56.818
1555.565
30.67 3.20765
3129.8
14873.56
Dxi
VI
942.1712 58.433
1643.343 58.433
1643.343 58.433
1085.932 58.433
442.6629 58.433
5757.452
Dxi
0
1086.961
1281.939
1281.939
3650.839
Dxi
0
658.2481
895.3827
770.2177
2323.849
VI
Qi
240.39
0
240.39 71.5711
240.39 84.40945
240.39 84.40945
VI
361.53
361.53
361.53
361.53
6th floor
Axis
Dxi
VI
1
0 481.37
2 285.698 481.37
3 214.1615 481.37
4 214.1615 481.37
714.021
Axis
stair d-value
Dxi
1st floor
Qi
Axis
9.562197
1
16.67846
2
16.67846
3
11.02124
4
4.492633
5
VI
Qi
0
102.4062
139.2981
119.8257
Qi
0
192.6084
144.3808
144.3808
3rd floor
Axis
1
2
3
4
Dxi
VI
705.13
1041.9
1192.2
1024.2
346.71
4310.1
Dxi
0
750.45
1027.9
878.25
2656.6
21.34046
4.667527
11.47681
19.3332
Qi
294
294
294
294
294
48.09799
71.07248
81.31994
69.86009
23.6495
VI
Qi
299.55
299.55
299.55
299.55
0
84.61867
115.9019
99.02939
5th floor
Axis
Dxi
VI
Qi
1
0
415.44
2 285.7
415.44
3 280.12
415.44
4 280.12
415.44
845.93
roof
Axis
Dxi
VI
Qi
1
0
266.47
2 285.7
266.47
3 214.16
266.47
4 214.16
266.47
714.02
0
140.3068
137.5666
137.5666
0
106.6214
79.92428
79.92428
Qi
Mekelle university department of civil engineering
May 18,2006
122
Structural design of a G+6 building @ Mekelle as senior project
1
0 201.011
0
2 285.698 201.011 100.5055
3 285.698 201.011 100.5055
4
0 201.011
0
571.396
3.7 Shear correction factors for torsion
Eccentricities (ex, ey): the difference between the center of mass and center of stiffness of the
floor.
ex = Xs-Xm
ey = Ys-Ym
‫٭‬Accidental eccentricity, eli=+ 0.05Li where Li is the length of the frame.
The design eccentricity or etot = e + eli
Accidental eccentricity
along X-axis =1.85
along y-axis=1.03
Determination of eccentricity
level Xs
Ys
Xm Ym
gf
13.63 4.19
13.2
4.7
m1
8.024 4.61
5.3
9.4
m2
26.51 2.98
21.6
5.2
1st
16.41 4.66
12.6
5.5
2nd
17.06 5.27
16.1
5.4
3rd
17.57 5.21
16.3
5.2
4th
17.57 5.21
16.3
5.2
5th
18.58 4.97
16.3
5.2
6th
20.32 4.50
16.5
5.2
roof
20.32 4.50
16.1
5.5
stair
15 7.50
15.0
7.5
 ix  1 
 iy  1 
( Dix )e y ,tot
Jr
( Diy )e x ,tot
Jr
Where Jr=Jx+Jy
ex
0.47
2.73
4.86
3.85
0.95
1.29
1.29
2.32
3.81
4.20
0.00
ey
-0.55
-4.76
-2.23
-0.87
-0.16
0.03
0.03
-0.22
-0.73
-1.00
0.00
ed,x1
2.32
4.58
6.71
5.70
2.80
3.14
3.14
4.17
5.66
6.05
1.85
ed,x2 ed,y1
-1.38
0.47
0.88 -3.74
3.01 -1.20
2.00
0.15
-0.90
0.87
-0.56
1.05
-0.56
1.06
0.47
0.81
1.96
0.30
2.35
0.02
-1.85
1.03
* yi
note: since ex,tot can be ex1 or ex2 and ey,tot can be ey1or ey2 due to
* xi
accidental eccentricity, αy= αy1or αy2 and αx= αx1 or αx2.
J x   ( Dix y i )   ( Dix yi2 )  ( Dix ) y s2
2
J y   ( Diy x i )   ( Diy xi2 )  ( Diy ) xs2 And
2
x i  xs  xi ,
y i  y s  yi
All the computations are done using table below.
ground floor
Mekelle university department of civil engineering
May 18,2006
123
ed,y2
-1.58
-5.79
-3.25
-1.90
-1.18
-1.00
-0.99
-1.24
-1.75
-2.03
-1.02
Structural design of a G+6 building @ Mekelle as senior project
Axis
x1
2
3
4
5
6
7
8
y1
2
3
4
5
mezanine@3
Axis
x1
2
3
4
5
6
7
8
y1
2
3
4
5
mezanine@3.6
Axis
x1
2
3
4
5
6
7
8
y1
2
3
4
5
first floor
Axis
x1
2
3
4
5
Dyi
2830
2830
2830
2830
2250
2349
2249
2250
Dyi
504.1
887.4
887.4
1222
1014
0
0
0
Dyi
0
0
0
0
921.8
598.9
835
992.7
Dyi
425.6
530.2
530.2
846.2
734.2
X
17.63
13.63
7.63
1.63
-4.37
-10.37
-16.37
-19.37
X
4.02
8.02
2.02
-3.98
-9.98
-15.98
-21.98
-24.98
X
30.51
26.51
20.51
14.51
8.51
2.51
-3.49
-6.49
X
20.4
16.4
10.4
4.4
-1.6
DiyX^2
879766.3
525841
164782.8
7520.347
42961.72
252639.7
602806
844069.2
3320387
Dxi
Y
DixY^2
αix1
αix2
3329
3329
3329
3329
1556
8.19
4.19
-0.31
-6.31
-12.3
1.00
1.00
1.00
1.00
1.00
0.99
0.99
1.00
1.01
1.01
DiyX^2
8147.104
57074.71
3620.743
19359.19
101021.7
0
0
0
189223.4
Dxi
Y
223220.75
58397.23
324.11
132651.72
235800.86
650394.65
DixY^2
942
1643
1643
1806
443
8.62
4.62
0.12
-5.89
-11.8
DiyX^2
Dxi
Y
0
0
0
0
66759.74
3773.256
10170.75
41813.04
122516.8
DiyX^2
177129.3
142597.2
57344.27
16382.55
1879.45
1176
257
632
1065
0
6.98
2.98
-1.52
-7.52
-13.5
Dxi
Y
Mekelle university department of civil engineering
69926.27
35000.29
21.73
62545.25
62527.58
230021.12
DixY^2
57256.22
2281.71
1462.55
60240.33
0.00
121240.81
DixY^2
0.93
0.94
1.00
1.09
1.04
0.98
1.00
1.00
1.02
1.00
May 18,2006
αiy1
1.04
1.03
1.02
1.00
0.99
0.98
0.97
0.96
αiy2
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
αiy
1.04
1.03
1.02
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.01
1.01
1.03
1.09
1.02
0.94
0.87
1.00
1.00
1.00
1.01
1.03
1.01
0.98
0.96
1.00
1.00
1.00
1.03
1.09
1.02
0.98
0.96
1.00
1.00
1.00
0.93
0.94
1.00
1.14
1.07
1.00
1.00
1.00
1.00
1.15
1.03
0.95
0.88
1.00
1.00
1.00
1.00
1.01
1.00
1.00
0.99
1.00
1.00
1.00
1.00
1.15
1.03
1.00
0.99
0.98
1.00
1.01
1.09
1.00
1.05
1.05
1.03
1.02
0.99
1.01
1.01
1.01
1.01
1.00
1.05
1.05
1.03
1.02
1.00
0.89
0.90
1.00
1.14
1.07
0.91
0.99
1.01
1.09
1.00
124
Structural design of a G+6 building @ Mekelle as senior project
6
7
8
y1
2
3
4
5
second floor
Axis
527.8
668.5
745.6
Dyi
x1
2
3
4
5
6
7
8
y1
2
3
4
5
third floor
Axis
0
503.8
503.8
503.8
462.5
420.1
462.5
462.5
Dyi
x1
2
3
4
5
6
7
8
y1
2
3
4
5
4th floor
Axis
0
342.6
342.6
342.6
342.6
342.6
342.6
342.6
Dyi
x1
2
3
4
5
6
7
8
y1
2
3
4
0
342.6
342.6
342.6
342.6
342.6
342.6
342.6
-7.6
-13.6
-16.6
X
21.057
17.057
11.057
5.057
-0.943
-7.6
-13.6
-16.6
X
21.571
17.571
11.571
5.571
-0.429
-6.429
-12.43
-15.43
X
21.571
17.571
11.571
5.571
-0.429
-6.429
-12.43
-15.43
30485.73
123638.4
205443.8
754900.7
DiyX^2
0
146579.1
61594.42
12884.06
411.2421
24266.71
85536.6
127435.5
458707.6
DiyX^2
0
105771.3
45868.7
10632.64
63.05061
14159.94
52923.32
81554.93
310973.8
DiyX^2
0
105771.3
45868.7
10632.64
63.05061
14159.94
52923.32
81554.93
310973.8
705
1042
1192
1024
347
8.66
4.66
0.16
-5.84
-11.8
Dxi
Y
0
1087
1282
1282
0
9.27
5.27
0.77
-5.23
-11.2
Dxi
Y
0
750
1028
878
0
9.27
5.27
0.77
-5.23
-11.2
Dxi
Y
0
658
895
770
Mekelle university department of civil engineering
9.27
5.27
0.77
-5.23
52845.10
22597.32
29.39
34965.83
48628.21
159065.85
DixY^2
0.00
30153.70
754.15
35104.99
0.00
66012.84
DixY^2
0.00
20818.39
604.69
24050.27
0.00
45473.36
DixY^2
0.00
18260.65
526.74
21091.86
0.00
0.00
0.00
0.00
0.00
1.00
1.02
1.00
0.98
1.00
1.00
1.02
1.00
0.98
1.00
1.00
1.14
1.03
0.83
May 18,2006
0.98
0.95
0.93
0.99
0.99
0.98
0.99
0.99
0.98
0.99
0.99
1.00
1.01
1.01
1.00
1.07
1.05
1.02
1.00
0.97
0.95
0.94
1.00
1.01
1.01
1.00
1.00
1.00
0.99
0.99
1.00
1.07
1.05
1.02
1.00
1.00
0.99
0.99
1.00
1.02
1.00
1.01
1.00
1.00
1.08
1.05
1.03
1.00
0.97
0.94
0.93
1.00
1.02
1.01
1.01
1.00
0.99
0.99
0.98
1.00
1.08
1.05
1.03
1.00
0.99
0.99
0.98
1.00
1.02
1.00
1.01
1.00
1.00
1.83
1.55
1.26
0.98
0.70
0.41
0.27
1.00
1.19
1.13
1.06
1.00
0.93
0.86
0.83
1.00
1.83
1.55
1.26
1.00
0.93
0.86
0.83
1.00
1.14
1.03
1.07
0.99
0.99
1.00
1.01
1.01
1.00
1.00
0.99
1.00
1.01
1.00
1.00
0.99
1.00
1.01
1.00
1.00
0.94
0.99
1.07
125
Structural design of a G+6 building @ Mekelle as senior project
5
5th floor
Axis
0
Dyi
x1
2
3
4
5
6
7
8
y1
2
3
4
5
6th floor
Axis
0
179.3
179.3
232
232
232
342.6
342.6
Dyi
x1
2
3
4
5
6
7
8
y1
2
3
4
5
roof level
Axis
0
103
103
232
232
232
232
232
Dyi
x1
2
3
4
5
6
7
8
y1
2
3
4
5
stair level
Axis
0
103
103
232
232
232
232
232
Dyi
x1
2
3
4
0
0
173
173
X
22.584
18.584
12.584
6.584
0.584
-5.416
-11.41
-14.4
X
24.323
20.323
14.323
8.323
2.323
-3.677
-9.677
-12.68
X
24.323
20.323
14.323
8.323
2.323
-3.677
-9.677
-12.68
X
DiyX^2
0
61917.05
28390.25
10058.71
79.13863
6806.442
44648.06
71197.42
223097.1
DiyX^2
0
42549.77
21134.38
16073.95
1252.164
3137.257
21729.23
37290.3
143167
DiyX^2
0
42549.77
21134.38
16073.95
1252.164
3137.257
21729.23
37290.3
143167
DiyX^2
19
15
9
3
Dxi
0
286
280
280
0
Dxi
0
286
214
214
0
Dxi
0
286
214
214
0
Dxi
-11.2
Y
8.97
4.97
0.47
-5.53
-11.5
Y
8.97
4.97
0.47
-5.53
-11.5
Y
8.97
4.97
0.47
-5.53
-11.5
Y
0.00
39879.26
DixY^2
0.00
7048.48
61.09
8575.56
0.00
15685.13
DixY^2
0.00
7048.48
46.71
6556.36
0.00
13651.55
DixY^2
0.00
7048.48
46.71
6556.36
0.00
13651.55
DixY^2
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0
0
14013.81
1557.09
Mekelle university department of civil engineering
May 18,2006
1.00
1.00
1.00
1.06
1.04
1.03
1.00
0.98
0.93
0.91
1.00
1.06
1.04
1.03
1.00
0.98
0.93
0.91
1.00
1.06
1.04
1.03
1.00
0.98
0.93
0.91
1.00
1.00
1.00
1.01
1.00
1.00
1.08
1.05
1.07
1.02
0.97
0.92
0.89
1.00
1.03
1.02
1.03
1.01
0.99
0.97
0.96
1.00
1.08
1.05
1.07
1.02
0.99
0.97
0.96
1.00
1.00
1.00
1.01
1.00
1.00
1.08
1.06
1.08
1.02
0.97
0.91
0.88
1.00
1.03
1.02
1.03
1.01
0.99
0.97
0.95
1.00
1.08
1.06
1.08
1.02
0.99
0.97
0.95
1.00
1.00
1.00
1.02
1.00
1.00
1.00
1.17
1.06
1.00
1.00
0.83
0.94
1.00
1.00
1.17
1.06
1.00
0.99
1.00
1.01
1.00
1.00
0.98
1.00
1.01
1.00
1.00
0.98
1.00
1.02
1.00
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5
6
7
8
y1
2
3
4
5
0
0
0
0
0
0
0
0
15570.9
-3
-9
-15
-18
1.00
1.00
1.00
1.00
0
0
0
131
0
0.00
4.97
0.47
-3.00
-11.5
0.00
0.00
0.00
1178.27
0.00
1178.27
1.00
1.00
1.00
0.98
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.02
1.00
αiy
1.026
1.090
1.023
0.981
0.961
1.000
1.000
1.000
Fi
αiy
1.048
1.048
1.031
1.021
0.998
0.994
0.986
0.981
Fi
26.19
32.63
32.08
50.71
43.02
30.80
38.70
42.94
47.45
70.31
81.29
70.78
23.86
αiy
1.000
1.081
1.054
Fi
1.00
1.00
1.00
1.02
1.00
3.8 Final total lateral forces
Then the total horizontal force at a particular frame will be
Fix=αixFix
where αix = max (αx1, αx2)
Fiy=αiyFiy
αiy= max (αy1, αy2)
ground floor
Axis
x1
2
3
4
5
6
7
8
y1
2
3
4
5
mezanine@.6
Axis
mezanine@3
Qi
4.25
4.251
4.251
4.251
3.379
3.529
3.379
3.379
6.87
6.87
6.87
6.87
3.21
αiy
Fi
1.04
1.03
1.02
1.00
1.00
1.00
1.00
1.00
Axis
4.43
4.39
4.33
4.27
3.38
3.54
3.39
3.39
6.88
6.87
6.87
6.93
3.24
1.00
1.00
1.00
1.01
1.01
Qi
αix
x1
2
3
4
5
6
7
8
y1
2
3
4
5
6.52
11.48
11.48
15.82
13.13
0.00
0.00
0.00
9.56
16.68
16.68
11.02
4.49
αix
x1
2
3
4
5
6
7
8
y1
2
3
4
5
Qi
24.99
31.12
31.12
49.68
43.10
30.98
39.24
43.77
48.10
71.07
81.32
69.86
23.65
Qi
αix
0.93
0.94
1.00
1.14
1.07
6.69
12.52
11.74
15.52
12.61
0.00
0.00
0.00
8.93
15.64
16.65
12.54
4.80
ist floor
Qi
x1
2
3
4
5
6
7
8
y1
2
3
4
5
αix
0
0
0
0
15.64
10.16
14.17
16.84
21.34
4.668
11.48
19.33
αix
αiy
Fi
1.00
1.00
1.00
1.00
1.15
1.03
1.00
0.99
0.98
1.00
1.01
1.09
1.00
Axis
0.00
0.00
0.00
0.00
17.91
10.45
14.11
16.69
20.86
4.66
11.60
21.07
0.00
2nd floor
0.99
0.99
1.00
1.01
1.01
3rd floor
Axis
Qi
x1
2
3
0
36.49
36.49
αix
αiy
Fi
1.00
1.07
1.05
0.00
39.07
38.16
Mekelle university department of civil engineering
Axis
x1
2
3
May 18,2006
0.00
32.79
32.79
127
0.00
35.46
34.55
Structural design of a G+6 building @ Mekelle as senior project
4
5
6
7
8
y1
2
3
4
5
36.49
33.5
30.43
33.5
33.5
0
71.57
84.41
84.41
1.02
1.00
1.00
0.99
0.99
1.00
1.02
1.00
1.01
1.00
37.26
33.48
30.32
33.25
33.20
0.00
72.75
84.65
85.00
0.00
4th floor
4
5
6
7
8
y1
2
3
4
5
32.79
32.79
32.79
32.79
32.79
0.00
84.62
115.90
99.03
1.026
1.000
0.993
0.987
0.983
33.64
32.78
32.56
32.35
32.25
0.00
85.98
116.27
99.80
0.00
αiy
1.000
1.059
1.040
1.027
1.002
0.978
0.931
0.913
Fi
αiy
1.000
1.082
1.058
1.076
1.021
0.987
0.965
0.954
Fi
1.00
1.02
1.00
1.01
1.00
5th floor
Axis
Qi
x1
2
3
4
5
6
7
8
y1
2
3
4
5
0
51.65
51.65
51.65
51.65
51.65
51.65
51.65
0
102.4
139.3
119.8
αix
αiy
Fi
1.00
1.83
1.55
1.26
1.00
0.93
0.86
0.83
1.00
1.14
1.03
1.07
1.00
Axis
0.00
94.55
79.90
65.25
51.40
48.01
44.61
42.91
0.00
117.07
143.25
128.13
0.00
6th floor
Qi
x1
2
3
4
5
6
7
8
y1
2
3
4
5
0.00
42.81
42.81
55.41
55.41
55.41
81.80
81.80
0.00
140.31
137.57
137.57
αix
1.00
1.00
1.00
1.01
1.00
0.00
45.33
44.52
56.90
55.54
54.17
76.14
74.65
0.00
140.86
137.62
138.81
0.00
roof level
Axis
Qi
x1
2
3
4
5
6
7
8
y1
2
3
4
5
0
36.3
36.3
81.76
81.76
81.76
81.76
81.76
0
192.6
144.4
144.4
αix
αiy
Fi
1.00
1.08
1.05
1.07
1.02
0.99
0.97
0.96
1.00
1.00
1.00
1.01
1.00
0.00
39.08
38.26
87.53
83.37
80.85
79.37
78.63
0.00
192.97
144.40
146.40
0.00
Axis
Qi
x1
2
3
4
5
6
7
8
y1
2
3
4
5
0.00
20.09
20.09
45.26
45.26
45.26
45.26
45.26
0.00
106.62
79.92
79.92
αix
1.00
1.00
1.00
1.02
1.00
stair level
Axis
Qi
x1
2
3
4
5
6
7
8
y1
0
0
100.5
100.5
0
0
0
0
0
αix
αiy
Fi
1.00
1.00
1.17
1.06
1.00
1.00
1.00
1.00
1.00
0.00
0.00
117.72
106.25
0.00
0.00
0.00
0.00
0.00
Mekelle university department of civil engineering
May 18,2006
128
0.00
21.75
21.26
48.69
46.22
44.66
43.68
43.19
0.00
106.59
79.92
81.18
0.00
Structural design of a G+6 building @ Mekelle as senior project
2
3
4
5
100.5
100.5
0
1.00
1.00
1.02
1.00
100.51
100.51
0.00
0.00
3.9 the Later loads
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Structural design of a G+6 building @ Mekelle as senior project
Axis –y1
Axis-y2
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Structural design of a G+6 building @ Mekelle as senior project
Axis-y3
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Structural design of a G+6 building @ Mekelle as senior project
Axis-y4
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Structural design of a G+6 building @ Mekelle as senior project
Axis –y5
In the Y-direction
Axis-x1
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Structural design of a G+6 building @ Mekelle as senior project
Axis-x2
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Structural design of a G+6 building @ Mekelle as senior project
Axis-x3
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Structural design of a G+6 building @ Mekelle as senior project
Axis-x4
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Structural design of a G+6 building @ Mekelle as senior project
Axis-x5
Mekelle university department of civil engineering
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Structural design of a G+6 building @ Mekelle as senior project
Axis-x6
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Structural design of a G+6 building @ Mekelle as senior project
Axis-x7
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Structural design of a G+6 building @ Mekelle as senior project
Axis-x8
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Structural design of a G+6 building @ Mekelle as senior project
Chapter 4
Beam and column analysis and design
4.1 Beam design and analysis for flexure
Beams are flexural members which are used to transfer the loads from slab to columns.
Basically beams should be designed for flexure (moment). Further more it is essential to
check and design the beam sections for torsion and shear. Our code recommends that beams
are not designed for axial forces.
In our case a particular beam axis is selected for design. The following out put data is
taken from3-D analysis of the frame using SAP2000.
Frame element forces
Frame loc
V
T
M
552
0
-47.3
16.6
-54.8
M
117.3
4
-55.0
-145.7
561
0
170
1.2
-256.8
M
92.3
6
175.1
-264
570
0
-183.6
0
-278.6
M
98.9
6
181.1
-276.3
579
0
58.8
1.8
-171.7
M
136.8
6
56.4
-163.5
588
0
182.4
14.51
-280
M
94.1
6
180.3
-268.7
597
0
179.3
15.9
-276.9
M
96.4
6
174.6
-264.5
606
0
211.1
19.4
-265.9
M
224.8
3
207.3
-273.6
4.1.1 Design information
 Material data
Concrete C-25
Steel S-300
Class I works
Preliminary section 300mm*450mm
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Structural design of a G+6 building @ Mekelle as senior project
4.1.2 Depth for deflection
0.6 f yk Le

d   0.4 
400
a
; taking the larger span from the continuous beam;
Le= 6000mm and
ßa= 28(interior span)
fyk= 300Mpa
Substituting the above values;
0.6 * 300 6000

d   0.4 
= 182.14.
Using Ø20steel bars;
400
28
Overall depth D= d+cover+1.5Ø= 182.14+25+1.5*20=237.14<450mm
effective depth d=450-1.5*20-25=395mm.
4.1.3 Checking the section for flexure using design chart
1. Beam 552
ML
MR
MR = -145.7
Ok and the
MS= 117.3
ML=-54
MS
Using table 1a of EBCS-2, part 2, 1995:
I. for MR= -145.7 (moment at the support)
M
145.7
=
= 55.79 < Km* so, the section is
Km 
d
b
0.3 0.395
singly reinforced.
For Km =55.79 a corresponding value of Ks=4.62 is read from table 1a.
There fore area of reinforcing steel, As can be calculated from the formula
K *M
4.62 * 145.7
=
=1721.18mm2
As  s
0.395
d
II. For ML=-54.8 (moment at the support)
M
54.8
=
= 34.22 < Km*=57.83 so, the section is singly
d
b
0.3 0.395
reinforced.
For Km =34.22 a corresponding value of Ks=4.09 is read from table 1a.
There fore area of reinforcing steel, As can be calculated from the formula
K *M
4.09 * 54.8
=
=567.42mm2
As  s
0.395
d
Km 
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Structural design of a G+6 building @ Mekelle as senior project
III. For MS=117.3(moment at the span)
In this case the section should be checked whether it is a rectangular or a T section.
be
160
290
300
Le
4000

 300 
 1100
bw 
For T section be  
5
5
actual width (c / c  5000mm
There fore be=1100mm.
Using general design chart No1 of EBCS-2, part 2, 1995
D=395mm
M u ,s
117.3 *10 6
 us 

 0.06 ; for this value a corresponding Kx
f cd be d 2 11.33 *1100 * 396 2
x
value is read from the general chart. i.e. K x   0.13 , this implies X=0.13*395=51.35.
d
0.8X=0.8*51.35=41.08 which is less than hf (the height of the flange) =160mm. the
section is a rectangular section having width be=1100mm.
M
117.3
=
= 26.14 < Km*=57.83 so, the section is
Km 
b d
1.1 0.395
singly reinforced (no compression reinforcement is required).
For Km =26.14 a corresponding value of Ks=4.00 is read from table 1a.
Therefore, area of reinforcing steel, As can be calculated from the formula
K *M
4.00 *117.3
=
=1187.85mm2
As  s
0.395
d
2. Beam 561
ML
MR
MR= -256.8 MS= 92.3 ML=-264.0
MS
Using table 1a of EBCS-2, part 2, 1995:
I. for MR= -256.8 (moment at the support)
M
256.8
=
Km 
d
b
0.3 0.395
so, the section is doubly reinforced.
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May 18,2006
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Structural design of a G+6 building @ Mekelle as senior project
Km
d
74.07
45
for 2 

 1.28
 0.11 using table 1a
*
57.83
d
395
Km
K S M 1.015 * 4.48 * 256.8
=2956.3mm2

d
0.395
K '  ' M 1.6 *1.01* 256.8
=1050.6mm2
AS2  S

d
0.395
AS1 
ρ=1.015
ρ’=1.01
Ks=4.48
K’s=1.6
II. For ML=-264 (moment at the support)
Km 
M
b
d
264
0.3 0.395
=
reinforced.
Km
75.1

 1.3
*
57.83
Km
ρ=1.01
ρ’=1.01
Ks=4.465
K’s=1.7
for
= 75.1> Km*=57.83 so, the section is doubly
d2
45

 0.11 using table 1a
d
395
K S M 1.01* 4.465 * 264
=3014mm2

d
0.395
K '  ' M 1.7 *1.01* 264
=1148mm2
AS2  S

d
0.395
AS1 
III. For MS=92.3(moment at the span)
In this case the section should be checked whether it is a rectangular or a T section.
be
300
Le
3000

 300 
 900
bw 
For T section be  
5
5
actual width (c / c  6000mm
There fore be=900mm.
Using general design chart No1 of EBCS-2, part 2, 1995
D=395mm
M u ,s
92.3 *10 6
 us 

 0.058 ; for this value a corresponding Kx
f cd be d 2 11.33 * 900 * 395 2
x
value is read from the general chart. i.e. K x   0.12 , this implies X=0.12*395=47.4.
d
0.8X=0.8*47.4=37.92which is less than hf (the height of the flange) =160mm.
the section is a rectangular section having width be=900mm.
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Structural design of a G+6 building @ Mekelle as senior project
M
92.3
=
= 25.64< Km*=57.83 so, the section is
Km 
d
b
0.9 0.395
singly reinforced (no compression reinforcement is required).
For Km =25.64 a corresponding value of Ks=4.08 is read from table 1a.
Therefore, area of reinforcing steel, As can be calculated from the formula
K *M
4.08 * 92.3
=
=954mm2
As  s
0.395
d
3. Beam 570
ML
MR
MR= -276.3
MS= 98.9 ML= -278.6
MS
Using table 1a of EBCS-2, part 2, 1995:
I. for ML= -276.3 (moment at the support)
M
278.6
=
= 77.15 > Km*=57.83 so, the section is
Km 
b d
0.3 0.395
doubly reinforced.
Km
d
77.15
45
for 2 

 1.33
 0.11 using table 1a
*
57.83
d
395
Km
K M 1.01 * 4.45 * 278.6
ρ=1.01
=3170mm2
AS1  S

d
0.395
K '  ' M 1.8 *1.01* 278.6
ρ’=1.01
=1282mm2
AS2  S

d
0.395
Ks=4.45
K’s=1.8
II. For MR=-276.3 (moment at the support)
The reinforcements are the same as the support reinforcement above. i.e
AS1= 3170mm2
AS2 =1282mm2
III. For MS=98.9(moment at the span)
In this case the section should be checked whether it is a rectangular or a T section.
be
300
Le
6000

 300 
 1500
bw 
For T section be  
5
5
actual width (c / c  6000mm
There fore be=900mm.
Using general design chart No1 of EBCS-2, part 2, 1995
d=395mm
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May 18,2006
145
Structural design of a G+6 building @ Mekelle as senior project
M u ,s
98.9 *10 6
 us 

 0.037 ; for this value a corresponding Kx
f cd be d 2 11.33 *1500 * 395 2
x
value is read from the general chart. i.e. K x   0.1 , this implies X=0.1*395=39.5.
d
0.8X=0.8*39.5=31.6 which is less than hf (the height of the flange) =160mm. the section
is a rectangular section having width be=1500mm.
M
98.9
=
= 20.56< Km*=57.83 so, the section is
Km 
b d
1.5 0.395
singly reinforced (no compression reinforcement is required).
For Km =20.56 a corresponding value of Ks=3.98 is read from table 1a.
Therefore, area of reinforcing steel, As can be calculated from the formula
K *M
3.98 * 98.9
=
=996.51mm2
As  s
0.395
d
4. Beam 579
ML
MR
MR= -163.5 MS= 136.8 ML=-171.7
MS
Using table 1a of EBCS-2, part 2, 1995:
I. for ML= -171.7 (moment at the support)
M
171.7
=
= 60.6 > Km*=57.83 so, the section
Km 
d
b
0.3 0.395
is doubly reinforced.
Km
d
60.6
45

 1.2
for 2 
 0.11 using table 1a
*
57.83
d
395
Km
ρ=1.015
ρ’=1.01
K S M 1.015 * 4.54 *171.7
=2003 mm2

d
0.395
K ' S  ' M 1.2 *1.01*171.7
=526.84 mm2
AS2 

d
0.395
AS1 
Ks=4.54
K’s=1.2
II. For MR=-163.5 (moment at the support)
The reinforcements are the same as the support reinforcement above. i.e
AS1= 3170mm2
AS2 =1282mm2
III. For MS=136.8(moment at the span)
In this case the section should be checked whether it is a rectangular or a T section.
be
160
290
300
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Structural design of a G+6 building @ Mekelle as senior project
Le
6000

 300 
 1500
bw 
For T section be  
5
5
actual width (c / c  6000mm
There fore be=1500mm.
Using general design chart No1 of EBCS-2, part 2, 1995
D=395mm
M u ,s
136.8 *10 6
 us 

 0.05 ; for this value a corresponding Kx
f cd be d 2 11.33 *1500 * 395 2
x
value is read from the general chart. i.e. K x   0.11 , this implies X=0.11*395=43.45
d
0.8X=0.8*43.45=34.76 which is less than hf (the height of the flange) =160mm. the
section is a rectangular section having width be=1500mm.
M
136.8
=
= 24.2< Km*=57.83 so, the section is
Km 
b d
1.5 0.395
singly reinforced (no compression reinforcement is required).
For Km =24.2 a corresponding value of Ks=3.99 is read from table 1a.
Therefore area of reinforcing steel, As can be calculated from the formula
K *M
3.99 *136.8
=
=1382 mm2
As  s
0.395
d
5. Beam 588
ML
MR
MR= -268.7
MS= 94.1
ML=-280
MS
Using table 1a of EBCS-2, part 2, 1995:
I. for ML= -280 (moment at the support)
M
280
=
= 77.34 > Km*=57.83 so, the section is
Km 
b d
0.3 0.395
doubly reinforced.
Km
d
77.34
45

 1.34
for 2 
 0.11 using table 1a
*
57.83
d
395
Km
ρ=1.01
ρ’=1.01
K S M 1.01 * 4.45 * 280
=3186 mm2

d
0.395
K '  ' M 1.8 *1.01* 280
=1289 mm2
AS2  S

d
0.395
AS1 
Ks=4.45
K’s=1.8
II. For MR=-268.7 (moment at the support)
The reinforcements are the same as the support reinforcement above. i.e
AS1= 3186mm2
AS2 =1289mm2
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Structural design of a G+6 building @ Mekelle as senior project
III. For MS=94.1(moment at the span)
In this case the section should be checked whether it is a rectangular or a T section.
be
300
L
6000

bw  e  300 
 1500

For T section be  
5
5
actual width (c / c  6000mm
There fore be=1500mm.
Using general design chart No1 of EBCS-2, part 2, 1995
D=395mm
M u ,s
94.1 *10 6
 us 

 0.04 ; for this value a corresponding Kx
f cd be d 2 11.33 *1500 * 395 2
x
value is read from the general chart. i.e. K x   0.1 , this implies X=0.10*395=39.50
d
0.8X=0.8*39.50=31.6 which is less than hf (the height of the flange) =160mm. the
section is a rectangular section having width be=1500mm.
M
94.1
=
= 20.56< Km*=57.83 so, the section is
Km 
d
b
1.5 0.395
singly reinforced (no compression reinforcement is required).
For Km =24.2 a corresponding value of Ks=3.96 is read from table 1a.
Therefore area of reinforcing steel, As can be calculated from the formula
K *M
3.96 * 94.1
=
=943 mm2
As  s
0.395
d
6. Beam 597
ML
MR
MR= -264.5 MS= 96.4 ML=-276.9
MS
Using table 1a of EBCS-2, part 2, 1995:
I. for ML= -276.9 (moment at the support)
M
276.9
=
Km 
b d
0.3 0.395
doubly reinforced.
Mekelle university department of civil engineering
= 76.9 > Km*=57.83 so, the section is
May 18,2006
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Structural design of a G+6 building @ Mekelle as senior project
Km
Km
*

76.9
 1.33
57.83
ρ=1.02
ρ’=1.06
for
d2
45

 0.11 using table 1a
d
395
K S M 1.02 * 4.45 * 276.9
=3182mm2

d
0.395
K ' S  ' M 1.8 *1.06 * 276.9
=1337.5 mm2
AS2 

d
0.395
AS1 
Ks=4.45
K’s=1.8
II. for MR=-264.5 (moment at the support)
The reinforcements are the same as the support reinforcement above. i.e
AS1= 3182mm2
AS2 =1337.5mm2
III. for MS=96.4(moment at the span)
In this case the section should be checked whether it is a rectangular or a T section.
be
300
Le
6000

 300 
 1500
bw 
For T section be  
5
5
actual width (c / c  6000mm
There fore be=1500mm.
Using general design chart No1 of EBCS-2, part 2, 1995
D=395mm
M u ,s
96.4 *10 6
 us 

 0.04 ; for this value a corresponding Kx
f cd be d 2 11.33 *1500 * 395 2
x
value is read from the general chart. i.e. K x   0.1 , this implies X=0.11*395=39.50
d
0.8X=0.8*39.50=31.6 which is less than hf (the height of the flange) =160mm. the
section is a rectangular section having width be=1500mm.
M
96.4
=
= 20.3< Km*=57.83 so, the section is
Km 
b d
1.5 0.395
singly reinforced (no compression reinforcement is required).
For Km =20.3 a corresponding value of Ks=3.97 is read from table 1a.
Therefore, area of reinforcing steel, As can be calculated from the formula
K *M
3.97 * 96.4
=
=969 mm2
As  s
0.395
d
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Structural design of a G+6 building @ Mekelle as senior project
7. Beam 606
ML
MR
MR= -265.9
MS= 224.8
ML=-273.6
MS
Using table 1a of EBCS-2, part 2, 1995:
I. for ML= -273.6 (moment at the support)
M
273.6
=
= 76.45 > Km*=57.83 so, the section is
Km 
d
b
0.3 0.395
doubly reinforced.
Km
d
76.45
45

 1.32
for 2 
 0.11 using table 1a
*
57.83
d
395
Km
ρ=1.015
ρ’=1.045
K S M 1.015 * 4.45 * 273.6
=3128.6mm2

d
0.395
K ' S  ' M 1.8 *1.045 * 273.8
=1302.9 mm2
AS2 

d
0.395
AS1 
Ks=4.45
K’s=1.8
II. for MR=-265.9 (moment at the support)
The reinforcements are the same as the support reinforcement above. i.e
AS1= 3128.6mm2
AS2 =1302.9mm2
III. for MS=224.8(moment at the span)
In this case the section should be checked whether it is a rectangular or a T section.
be
300
Le
3000

 300 
 900
bw 
For T section be  
5
5
actual width (c / c  6000mm
There fore be=900mm.
Using general design chart No1 of EBCS-2, part 2, 1995
D=395mm
M u ,s
224.8 *10 6
 us 

 0.24 ; for this value a corresponding Kx
f cd be d 2 11.33 * 900 * 395 2
x
value is read from the general chart. i.e. K x   0.2 , this implies X=0.20*395=79.00
d
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Structural design of a G+6 building @ Mekelle as senior project
0.8X=0.8*79.00=63.20 which is less than hf (the height of the flange) =160mm. the
section is a rectangular section having width be=900mm.
M
224.8
=
= 40.01< Km*=57.83 so, the section is
Km 
b d
0.9 0.395
singly reinforced (no compression reinforcement is required).
For Km =40.01 a corresponding value of Ks=4.17 is read from table 1a.
Therefore, area of reinforcing steel, As can be calculated from the formula
K *M
4.17 * 224.8
=
=2373 mm2
As  s
0.395
d
4.2 Design of beams for shear and torsion
4.2.1 Shear design
I. nominal reinforcement
The shear force VC carried by the concrete in members with out significant axial forces
shall be taken as
VC = 0.25fctdK1K2bwd
Where K1= (1+50ρ) < 2.0
K2= 1.6-d > 1.0 (d in meters). For members where more than 50%of
the bottom reinforcement is curtailed, K2 = 1.
A
0.4
 min 
 s
f yk
bw d
As is the area of tensile reinforcement
II. Limiting value of ultimate shear force
VRD = 0.25fcdbwd , fcd < 20Mpa
The maximum spacing Smax between stirrups, in the longitudinal direction should be
Smax = 0.5d < 300mm if Vsd < 2 VRD
3
Smax = 0.3d < 200mm if Vsd > 2 VRD
3
If Vd is > VRD; the section must be changed
III. If the existing shear is such that VC< Vd < VRD
A * f vd
A *
Shear reinforcement need be provided.
Vs  Vd  Vc  vd
 v
s
bw
The shear between the critical section which is at a distance d from the face of the support,
and the point beyond which maximum spacing is used is reinforced by the difference of shear
capacity of concrete. The region beyond this is reinforced with maximum spacing.
4.2.2 Torsion design
Torsion results from the monolithic character of construction; and any assembly in the
loading of the floor slab produces torsion to the supporting beams.
Torsion shear stresses create diagonal tension resulting in diagonal crack. Thus, we need to
provide both closed stirrups and longitudinal steel to avoid brittle fracture.
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Structural design of a G+6 building @ Mekelle as senior project
I. torsional resistance of concrete
Torsional effect may be disregarded whenever the design torque TSD is less than TC
given by (EBCS-2, 1995)
TC = 1.2fctdAefhef however, minimum reinforcement may be provided in such away
that
ρmin= 0.4
, and the spacing of stirrups shall not exceed Uef
fyk
8
More ever, at least one longitudinal bar shall be placed at each corner of the closed stirrup
with spacing not exceeding 350mm.
II. Limiting value of ultimate shear
In order to prevent diagonal compression failure in the concrete the torsional resistance, TRD,
of a section shall not be less than the applied torque TSd.
Where TRD = 0.8fcdAefhef > Tsd.
4.2.3 Combined actions
a) Torsion and bending or torsion and axial forces
 Simple super position by separately determining area of reinforcements may be
applied.
b) Torsion and shear
 limiting values for torsion and shear are
TRd, com = βtTRd
and VRd,com = βvVRd in which
t 
1
 VSD

V RD
1 
 TSD
TRD

V 
1
 tc 
1





2
2
 TSD


TRD 

1 
 VSD

VRD 

Further the torsional and shear resistance of the concrete shall be
TC, com = βtcTC
and VC,com = βvcVC in which
 VSD


VC 

1 
 TSD

TC


2
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Structural design of a G+6 building @ Mekelle as senior project
1
 VC 
2
 TSD 

TC 

1 
 VSD 
VC 

For our case the selected continuous beam in a particular axis has design shear and torsion
values as shown in the above table.
4.3. Shear and torsion reinforcement
1. Frame 552
Design actions
Aef = (D-2d’)*(b-2d’)…….area of equivalent hollow section.
Aef = (450-2*35)(300-2*35)= 87.4*103
hef = def/5, def is the diameter of a largest circle that can be inscribed in the hollow
section.
hef = def/5 < A/U;
A=450*300 = 13.5*104mm2 A/U= 900mm
U= 2*300+2*450= 1500mm
= (300-2*65) =230 < 900mm
fctd = 0.21*fck2/3 = 0.21*202/3 =1.031
γc
1.5
Vsd = 55KN
Tsd = 16.6KN-M
VRD = 0.25fcdbwd =0.25*11.33*300*395 = 335.65
TRD = 0.8fcdAefhef = 0.8*11.33*87.4*103*46=36.44
TC = 1.2fctdAefhef = 1.2*1.031*87.4*103*46 = 4.98
VC = 0.25fctdK1K2bwd = 0.25*1.031*1.75*1.205*300*395=64.41KN
Length of the beam, L=4m
VRD=335.65>55; no diagonal compression.
Reduction factors for section capacity of concrete when shear and torsion come at a time
are:
a) Torsion
1
t 
 0.98
2
 55

1   335.65 
 36.4

16.6 

b) Shear
1
V 
 0.34
2
 16.6



36
.
4
1 

 55
 335.65 
Mekelle university department of civil engineering
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Structural design of a G+6 building @ Mekelle as senior project
Reduction factor for shear resistance of concrete
a) Torsion
 tc 
1
 55



64
.
41
1 

 16.6
4.96 

 0.97
2
b) Shear
 VC 
1
 16.6

4.96 
1  

 55
64.1 

2
 0.25
Corrected values
TRd, com = βtTRd = 0.98*36.4= 35.67
VRd,com = βvVRd = 0.34*335.65=114.12
TC, com = βtcTC = 0.97*4.96=4.81
VC,com = βvcVC = 0.25*64.41=16.1
4.3.1 Shear reinforcement
Taking the right portion of the diagram for design:
VSD= 1.775*55/2.15 = 44.9
The distance X, where nominal reinforcement is needed
X=16.1*2.15/55= 0.6m
S max
 ASV f yk 56.52 * 300

 140mm

  0.4bw
0.4 * 300
d  395

Use 6 c/c 140mm.
From X=0.6 to X=1.76m
(d  d 'C ) ASV f yd
(395  45) *157 * 260.87
S

 130mm
3
(VSD  Vc ,com ) *10
(55  16.1) *10 3
Mekelle university department of civil engineering
Use 6c/c 130mm.
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Structural design of a G+6 building @ Mekelle as senior project
b) Torsion
 Longitudinal reinforcements
Uef = (D+d-4d)*2= (450+300-4*35)*2= 1360mm
T  TC
(16.6  4.81) * 10 6 * 1360
Asl  sd
* U ef 
 350mm 2
3
2 Aeff f yd
2(87.4 *10 * 260.87

Transverse bars(use 8)
U ef 1360

 170mm

8
 8
S 
3
 2 Aeff f yd Astr  2 * 87.4 *10 * 260.87 * 50.24  190mm
 Tsd  TC
(16.6  4.81) *10 6
Use 8 c/c 170mm
2. Frame 588
Design actions
Aef = (D-2d’)*(b-2d’)…….area of equivalent hollow section.
Aef = (450-2*35)(300-2*35)= 87.4*103
hef = def/5, def is the diameter of a largest circle that can be inscribed in the hollow
section.
hef = def/5 < A/U;
A=450*300 = 13.5*104mm2 A/U= 900mm
U= 2*300+2*450= 1500mm
= (300-2*65) =230 < 900mm
fctd = 0.21*fck2/3 = 0.21*202/3 =1.031
γc
1.5
Vsd = 179.3KN
Tsd = 14.51KN-M
VRD = 0.25fcdbwd =0.25*11.33*300*395 = 335.65
TRD = 0.8fcdAefhef = 0.8*11.33*87.4*103*46=36.44
TC = 1.2fctdAefhef = 1.2*1.031*87.4*103*46 = 4.98
VC = 0.25fctdK1K2bwd = 0.25*1.031*1.1*1.205*300*395=40.5KN
Length of the beam, L=6m
VRD=335.65>179.3; no diagonal compression.
Reduction factors for section capacity of concrete when shear and torsion come at a time
are:
a) Torsion
1
t 
 0.98
2
 179.3

335.65 
1  

 36.4
14.51 

b) Shear
1
V 
 0.76
2
 14.51

36.4 
1  

 179.3
335.65 

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Structural design of a G+6 building @ Mekelle as senior project
Reduction factor for shear resistance of concrete
a) Torsion
 tc 
1
 179.3

36.4 
1  

 14.51
4.96 

2
 0.55
b) Shear
 VC 
1
 14.51



4
.
96
1 

 40.5
179.3 

2
 0.83
Corrected values
TRd, com = βtTRd = 0.98*36.4= 35.67
VRd,com = βvVRd = 0.76*335.65=255
TC, com = βtcTC = 0.55*4.96=2.73
VC,com = βvcVC = 0.83*40.5=33.6
a) Shear reinforcement
Taking the right portion of the diagram for design:
VSD= 2.605*179.3/3 = 155.7
The distance X, where nominal reinforcement is needed
X=33.6*3/179.3= 0.56m, since this distance is small let us use the average
value of VC and VSD,L
Vav=0.5* (VC + VSD,L)=0.5(155.7+33.6)=94.7KN
X1 is the distance from X=0 to 94.7KN force.
X1 = (94.7*3)/179.3=1.6m
 From X=0 to X=1.6m, use ø8
(d  d 'C ) ASV f yd
(395  45) *100.5 * 260.87
S

 150mm
3
(VSD  Vc ,com ) *10
(94.7  33.6) *10 3
Use 8c/c 150mm.
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Structural design of a G+6 building @ Mekelle as senior project
 From X=1.6 to X=3.0m, use ø10
(d  d 'C ) ASV f yd
(395  45) *157 * 260.87
S

 110mm
3
(VSD  Vc ,com ) *10
(155.7  33.6) *10 3
Use ø10 c/c 110mm
b) Torsion
 Longitudinal reinforcements
Uef = (D+d-4d)*2= (450+300-4*35)*2= 1360mm
T  TC
(14.51  2.73) *10 6 *1360
Asl  sd
* U ef 
 190mm 2
3
2 Aeff f yd
2(87.4 *10 * 260.87)

Transverse bars(use 8)
U ef 1360

 170mm

8
 8
S 
3
 2 Aeff f yd Astr  2 * 87.4 *10 * 260.87 * 50.24  190mm
 Tsd  TC
(16.6  4.81) *10 6
Use 8 c/c 170mm
3. Frame 597
Design actions
Aef = (D-2d’)*(b-2d’)…….area of equivalent hollow section.
Aef = (450-2*35)(300-2*35)= 87.4*103
hef = def/5, def is the diameter of a largest circle that can be inscribed in the hollow
section.
hef = def/5 < A/U;
A=450*300 = 13.5*104mm2 A/U= 900mm
U= 2*300+2*450= 1500mm
= (300-2*65) =230 < 900mm
fctd = 0.21*fck2/3 = 0.21*202/3 =1.031
γc
1.5
Vsd = 179.3KN
Tsd = 15.9KN-M
VRD = 0.25fcdbwd =0.25*11.33*300*395 = 335.65
TRD = 0.8fcdAefhef = 0.8*11.33*87.4*103*46=36.44
TC = 1.2fctdAefhef = 1.2*1.031*87.4*103*46 = 4.98
VC = 0.25fctdK1K2bwd = 0.25*1.031*2*1.205*300*395=40.5KN
Length of the beam, L=6m
VRD=335.65>179.3; no diagonal compression.
Reduction factors for section capacity of concrete when shear and torsion come at a time
are:
a) Torsion
1
t 
 0.974
2
 179.3

335.65 
1  

 36.4
15.9 

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Structural design of a G+6 building @ Mekelle as senior project
b) Shear
1
V 
 0.77
2
 15.9

36.4 
1  

 179.3
335.65 

Reduction factor for shear resistance of concrete
a) Torsion
 tc 
1
 179.3



73
.
61
1 

 15.9
4.98 

2
 0.795
b) Shear
 VC 
1
 15.9

4.98 
1  

 179.3
73.61 

2
 0.37
Corrected values
TRd, com = βtTRd = 0.974*36.4= 35.49
VRd,com = βvVRd = 0.77*335.65=258.45
TC, com = βtcTC = 0.795*4.96=3.96
VC,com = βvcVC = 0.37*73.61=27.24
a) Shear reinforcement
Taking the right portion of the diagram for design:
VSD= 2.605*174.6/3 = 155.69
The distance X, where nominal reinforcement is needed
X=27.24*3/179.3= 0.46m, since this distance is small let us use the average
value of VC and VSD,
Vav=0.5* (VC + VSD,L)=0.5(155.7+27.24)=91.47KN
X1 is the distance from X=0 to 91.47KN force.
X1 = (91.47*3)/179.3=1.53m
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Structural design of a G+6 building @ Mekelle as senior project
 From X=0 to X=1.53m, use ø10
(d  d 'C ) ASV f yd
(395  45) * 2 * 78.54 * 260.87
S

 223mm
3
(VSD  Vc ,com ) *10
(91.47  27.24) *10 3
Use 10c/c 220mm.
 From X=1.53 to X=2.605m, use ø10
(d  d 'C ) ASV f yd
(395  45) * 2 * 78.54 * 260.87
S

 90
3
(VSD  Vc ,com ) *10
(179.3  27.24) *10 3
Use ø10 c/c 90mm
4.3.2 Torsion
 Longitudinal reinforcements
Uef = (D+d-4d)*2= (450+300-4*35)*2= 1360mm
T  TC
(15.9  3.96) *10 6 *1360
Asl  sd
* U ef 
 460mm 2
3
2 Aeff f yd
2(87.4 *10 * 260.87)

Transverse bars(use 6)
U ef 1360

 170mm

8
 8
S 
3
 2 Aeff f yd Astr  2 * 87.4 *10 * 260.87 * 28.26  190mm
 Tsd  TC
(15.9  3.96) *10 6
Use 6 c/c 190mm.
4. Frame 606
Design actions
Aef = (D-2d’)*(b-2d’)…….area of equivalent hollow section.
Aef = (450-2*35)(300-2*35)= 87.4*103
hef = def/5, def is the diameter of a largest circle that can be inscribed in the hollow
section.
hef = def/5 < A/U;
A=450*300 = 13.5*104mm2 A/U= 900mm
U= 2*300+2*450= 1500mm
= (300-2*65) =230 < 900mm
fctd = 0.21*fck2/3 = 0.21*202/3 =1.031
γc
1.5
Vsd = 211.1KN
Tsd = 19.4KN-M
VRD = 0.25fcdbwd =0.25*11.33*300*395 = 335.65
TRD = 0.8fcdAefhef = 0.8*11.33*87.4*103*46=36.44
TC = 1.2fctdAefhef = 1.2*1.031*87.4*103*46 = 4.98
VC = 0.25fctdK1K2bwd = 0.25*1.205*1.95*1.205*300*395=71.77KN
Length of the beam, L=6m
VRD=335.65>211.1; no diagonal compression.
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Structural design of a G+6 building @ Mekelle as senior project
Reduction factors for section capacity of concrete when shear and torsion come at a time
are:
a) Torsion
t 
1
 211.1



335
.
65
1 

 36.4
19.4 

2
 0.95
b) Shear
1
V 
2
 0.76
 19.4



36
.
4
1 

 211.1
335.65 

Reduction factor for shear resistance of concrete
a) Torsion
 tc 
1
 211.1

71.77 
1  

 19.4
4.98 

2
 0.8
b) Shear
 VC 
1
 19.4



4
.
98
1 

 211.1
71.77 

2
 0. 6
Corrected values
TRd, com = βtTRd = 0.95*36.44= 34.62
VRd,com = βvVRd = 0.76*335.65=255
TC, com = βtcTC = 0.8*4.98=4.00
VC,com = βvcVC = 0.6*71.77=43.10
a) Shear reinforcement
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Structural design of a G+6 building @ Mekelle as senior project
Taking the right portion of the diagram for design:
VSD= 2.605*211.1/3 = 183.6
The distance X, where nominal reinforcement is needed
X=43.1*3/211.1= 0.6m, since this distance is small let us use the average
value of VC and VSD,L
Vav=0.5* (VC + VSD, L) =0.5(211.1+43.1)=126.55KN
X1 is the distance from X=0 to 126.55KN force.
X1 = (126.55*3)/211.1=1.8m
 From X=0 to X=1.8m, use ø8
(d  d 'C ) ASV f yd
(395  45) *100.5 * 260.87
S

 110mm
3
(VSD  Vc ,com ) *10
(126.5  43.1) *10 3
Use 8c/c 110mm.
 From X=1.8 to X=2.605m, use ø10
(d  d 'C ) ASV f yd
(395  45) * 2 * 78.54 * 260.87
S

 171mm
3
(VSD  Vc ,com ) *10
(126.5  43.1) *10 3
Use ø10 c/c 170mm
b) Torsion
 Longitudinal reinforcements
Uef = (D+d-4d)*2= (450+300-4*35)*2= 1360mm
T  TC
(19.4  4.00) *10 6 *1360
Asl  sd
* U ef 
 460mm 2
3
2 Aeff f yd
2(87.4 *10 * 260.87)

Transverse bars(use 8)
U ef 1360

 170mm

8
 8
S 
3
 2 Aeff f yd Astr  2 * 87.4 *10 * 260.87 * 50.24  230mm
 Tsd  TC
(19.4  4.81) *10 6
Use 8 c/c 170mm.
5. Frame 561
Design actions
Aef = (D-2d’)*(b-2d’)…….area of equivalent hollow section.
Aef = (450-2*35)(300-2*35)= 87.4*103
hef = def/5, def is the diameter of a largest circle that can be inscribed in the hollow
section.
hef = def/5 < A/U;
A=450*300 = 13.5*104mm2 A/U= 900mm
U= 2*300+2*450= 1500mm
= (300-2*65) =230 < 900mm
fctd = 0.21*fck2/3 = 0.21*202/3 =1.031
γc
1.5
Vsd = 175.1KN
Tsd = 1.2KN-M
VRD = 0.25fcdbwd =0.25*11.33*300*395 = 335.65
TRD = 0.8fcdAefhef = 0.8*11.33*87.4*103*46=36.44
TC = 1.2fctdAefhef = 1.2*1.031*87.4*103*46 = 4.98
VC = 0.25fctdK1K2bwd = 0.25*1.031*2*1.205*300*395=73.61KN
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Structural design of a G+6 building @ Mekelle as senior project
Length of the beam, L=6m
VRD=335.65>175.1; no diagonal compression.
No Reduction factors for section capacity of concrete and shear resistance of concrete, as
the design torsion is small.
Taking the right portion of the diagram for design:
VSD= 2.605*175.1/3 = 152.42
The distance X, where nominal reinforcement is needed
X=73.61*3/175.1= 1.28m,
 From X=0 to X=1.28m, provide minimum reinforcement use ø8
Asv f yk 100.5 * 300
S max 

 251.25
0.4bw
0.4 * 300
Provide ø8 c/c 250mm
 From X=1.28 to X=2.605m, use ø10
(d  d 'C ) ASV f yd
(395  45) * 2 * 78.54 * 260.87
S

 181.98mm
3
(VSD  Vc ,com ) * 10
(152.423  73.61) * 10 3
Use ø10 c/c 180mm
6. Frame 570
Design actions
Aef = (D-2d’)*(b-2d’)…….area of equivalent hollow section.
Aef = (450-2*35)(300-2*35)= 87.4*103
hef = def/5, def is the diameter of a largest circle that can be inscribed in the hollow
section.
hef = def/5 < A/U;
A=450*300 = 13.5*104mm2 A/U= 900mm
U= 2*300+2*450= 1500mm
= (300-2*65) =230 < 900mm
fctd = 0.21*fck2/3 = 0.21*202/3 =1.031
γc
1.5
Vsd = 211.1KN
Tsd = 19.4KN-M
VRD = 0.25fcdbwd =0.25*11.33*300*395 = 335.65
TRD = 0.8fcdAefhef = 0.8*11.33*87.4*103*46=36.44
TC = 1.2fctdAefhef = 1.2*1.031*87.4*103*46 = 4.98
VC = 0.25fctdK1K2bwd = 0.25*1.205*1.95*1.205*300*395=71.77KN
Length of the beam, L=6m
VRD=335.65>211.1; no diagonal compression.
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162
Structural design of a G+6 building @ Mekelle as senior project
Reduction factors for section capacity of concrete when shear and torsion come at a time
are:
a) Torsion
1
t 
 0.95
2
 211.1

335.65 
1  

 36.4
19.4 

b) Shear
1
V 
 0.76
2
19
.
4


36.4 
1  

 211.1
335.65 

Reduction factor for shear resistance of concrete
a) Torsion
 tc 
1
 211.1

71.77 
1  

 19.4
4.98 

2
 0.8
b) Shear
 VC 
1
 19.4

4.98 
1  

 211.1
71.77 

2
 0. 6
Corrected values
TRd, com = βtTRd = 0.95*36.44= 34.62
VRd,com = βvVRd = 0.76*335.65=255
TC, com = βtcTC = 0.8*4.98=4.00
VC,com = βvcVC = 0.6*71.77=43.10
a) Shear reinforcement
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Structural design of a G+6 building @ Mekelle as senior project
Taking the right portion of the diagram for design:
VSD= 2.605*211.1/3 = 183.6
The distance X, where nominal reinforcement is needed
X=43.1*3/211.1= 0.6m, since this distance is small let us use the average
value of VC and VSD,L
Vav=0.5* (VC + VSD, L) =0.5(211.1+43.1)=126.55KN
X1 is the distance from X=0 to 126.55KN force.
X1 = (126.55*3)/211.1=1.8m
 From X=0 to X=1.8m, use ø8
(d  d 'C ) ASV f yd
(395  45) *100.5 * 260.87
S

 110mm
3
(VSD  Vc ,com ) *10
(126.5  43.1) *10 3
Use 8c/c 110mm.
 From X=1.8 to X=2.605m, use ø10
(d  d 'C ) ASV f yd
(395  45) * 2 * 78.54 * 260.87
S

 171mm
3
(VSD  Vc ,com ) *10
(126.5  43.1) *10 3
Use ø10 c/c 170mm
b) Torsion
 Longitudinal reinforcements
Uef = (D+d-4d)*2= (450+300-4*35)*2= 1360mm
T  TC
(19.4  4.00) *10 6 *1360
Asl  sd
* U ef 
 460mm 2
3
2 Aeff f yd
2(87.4 *10 * 260.87)

Transverse bars(use 8)
U ef 1360

 170mm

8
 8
S 
3
 2 Aeff f yd Astr  2 * 87.4 *10 * 260.87 * 50.24  230mm
 Tsd  TC
(19.4  4.81) *10 6
Use 8 c/c 170mm.
7. Frame 579
Design actions
Aef = (D-2d’)*(b-2d’)…….area of equivalent hollow section.
Aef = (450-2*35)(300-2*35)= 87.4*103
hef = def/5, def is the diameter of a largest circle that can be inscribed in the hollow
section.
hef = def/5 < A/U;
A=450*300 = 13.5*104mm2 A/U= 900mm
U= 2*300+2*450= 1500mm
= (300-2*65) =230 < 900mm
fctd = 0.21*fck2/3 = 0.21*202/3 =1.031
γc
1.5
Vsd = 55KN
Tsd = 16.6KN-M
VRD = 0.25fcdbwd =0.25*11.33*300*395 = 335.65
TRD = 0.8fcdAefhef = 0.8*11.33*87.4*103*46=36.44
TC = 1.2fctdAefhef = 1.2*1.031*87.4*103*46 = 4.98
VC = 0.25fctdK1K2bwd = 0.25*1.031*1.75*1.205*300*395=64.41KN
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Structural design of a G+6 building @ Mekelle as senior project
Length of the beam, L=4m
VRD=335.65>55; no diagonal compression.
Reduction factors for section capacity of concrete when shear and torsion come at a time
are:
a) Torsion
1
t 
 0.98
2
55


1   335.65 
 36.4

16.6 

b) Shear
1
V 
 0.34
2
16
.
6


36.4 
1  

 55
 335.65 
Reduction factor for shear resistance of concrete
a) Torsion
 tc 
1
 55



64
.
41
1 

 16.6
4.96 

2
 0.97
b) Shear
 VC 
1
 16.6

4.96 
1  

 55
64.1 

2
 0.25
Corrected values
TRd, com = βtTRd = 0.98*36.4= 35.67
VRd,com = βvVRd = 0.34*335.65=114.12
TC, com = βtcTC = 0.97*4.96=4.81
VC,com = βvcVC = 0.25*64.41=16.1
4.3.1 Shear reinforcement
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Structural design of a G+6 building @ Mekelle as senior project
Taking the right portion of the diagram for design:
VSD= 1.775*55/2.15 = 44.9
The distance X, where nominal reinforcement is needed
X=16.1*2.15/55= 0.6m
S max
 ASV f yk 56.52 * 300

 140mm

  0.4bw
0.4 * 300
d  395

Use 6 c/c 140mm.
From X=0.6 to X=1.76m
(d  d 'C ) ASV f yd
(395  45) *157 * 260.87
S

 130mm
3
(VSD  Vc ,com ) *10
(55  16.1) *10 3
Use 6c/c 130mm.
b) Torsion
 Longitudinal reinforcements
Uef = (D+d-4d)*2= (450+300-4*35)*2= 1360mm
Tsd  TC
(16.6  4.81) * 10 6 * 1360
Asl 
* U ef 
 350mm 2
3
2 Aeff f yd
2(87.4 *10 * 260.87

Transverse bars(use 8)
U ef 1360

 170mm

8
 8
S 
3
 2 Aeff f yd Astr  2 * 87.4 *10 * 260.87 * 50.24  190mm
 Tsd  TC
(16.6  4.81) *10 6
Use 8 c/c 170mm.
4.4 Anchorage length and laps for beams
The design bond fbd depends on the type of reinforcement the concrete strength and the
position of the bars during concreting. For good bondage bond condition
fbd = fctd , for plain bars
fbd = 2fctd , for ribbed bars .
All reinforcements shall be properly anchoraged at each end with due consideration for the
effect of arch action and shear cracks. Therefore tension or compression bars need to be
developed to the appropriate embedment length .Hooks also helps to anchor bars in tension.
The basic anchorage length which develops the full design strength of a straight reinforcing
bar is govern by
 * f yd
For deformed bars
Lb 
8 f ctd
0.21(20) 2 / 3
For C-25 concrete
1.5
=1.032Mp
Fyd = 260.87 Mp for S-300 steel
Lb=  *260.87/(8*1.032) = 31.6 
f ctd 

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Structural design of a G+6 building @ Mekelle as senior project
For deformed bars the required anchorage length
The required development length Lb,net is calculated as
1 * 31.6 *  * As ,cal
Lb ,net 
As ,ef
=
31.6 *
As ,cal
As ,eff
and
0.7 * 31.6 * As ,cal
As ,eff
for hooked tension bars
Lb,min is the minimum anchorage length
 For bars in tension, Lb,min = 0.3Lb≥10 
≥200mm
 For bars in compression, Lb,min = 0.0.6Lb≥10 
≥200mm
For the beams designed above the anchorage lengths for tension and compression bars is
tabulated as

The anchorage length of bars that are bent up as shear reinforcement shall be at least
equal to 1.3*Lb,net in tensions and 0.7* Lb,net in zones subjected to compression.
Beam Reinforcement
tension
compression
552
tension
561
570
579
588
597
606
As,cal(mm2) As,eff(mm2) Ф (mm2)
1721.18
1808
24
341
628
20
Lb,net=31.6  *As,cal/As,eff(mm)
720
345
2956.3
3164
24
710
compression
1050.6
1256
20
530
tension
3170
3164
24
760
compression
1282
1570
20
520
tension
2003
2260
24
675
compression
395
628
20
400
tension
3170
3164
24
760
compression
1282
1570
20
520
tension
3182
3164
24
760
compression
1337.5
1570
20
540
tension
compression
3128.6
1303
3164
1570
24
20
750
630
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Structural design of a G+6 building @ Mekelle as senior project
Therefore, for the sake simplicity we can take the maximum values of anchorage values.
 The anchorage length for tension bars should be at least 760mm.
 The anchorage length for compression bars is at least 630mm.
 For the beams at ends bars are bent up or down , the anchorage length is 1.3*750mm
= 975mm and 0.7*630mm = for hooked bars
The lap length Lo shall be at least equal to
Lo≥a1* Lb,net ≥ Lo,min
Where lo,min = 0.3aa1Lb ≥200mm
a1 is a function of the percentage of the reinforcement lapped at any one section
as given in EBCS-2 Table 7.3
Therefore, for hundred percent 100% of lapping at a section, a1 =1.4
Lo,min = 1.4*0.3*a* Lb
= 0.42 a Lb
Generally the lap length Lo shall at least be equal to the basic anchorage length Lb.
For  24
lo,min = 0.42*1*31.6*24≥15*24
= 320≥360mm
For  20
= 360mm
lo,min = 0.42*1*31.6*20≥15*20
= 270≥300mm
300m
But Lo≥a1* Lb,net ≥ Lo,min
≥1.4*31.6*  ≥ 0.42*31.6 
≥45  ≥13.3 
Lo ≥45 
For  24
Lo ≥45*24 = 1080mm
For  20
Lo ≥45*20 = 900mm
For  16
Lo ≥45*16 = 720mm
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168
Structural design of a G+6 building @ Mekelle as senior project
4.5 Column analysis and design
Columns are compression members which are used to transfer the load to the sub
structure.
4.5.1 Design procedures
Generally allowance shall be made for the uncertainties associated with the prediction of
second order effects. For isolated elements the equivalent geometric imperfections may be
introduced by increasing the eccentricity of the longitudinal force by an additional
eccentricity ea, acting in the most unfavorable direction:
L
ea  e  20mm
300
Where Le denotes the effective length of the isolated element
A frame may be classified as non-sway for a given load case if the critical load ratio Nsd/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
Note: this representation is consistent for all frame elements.
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169
Structural design of a G+6 building @ Mekelle as senior project
column
design
Frame109
frame
beam
h(cm)
1
2
3
4
column
A
B
frame110
beam
1
2
3
4
5
6
7
8
column
A
B
C
Frame-112
frame
beam
1
2
3
4
5
6
7
8
column
A
B
C
Frame-113
frame
beam
1
2
3
4
5
6
7
8
b(cm)
L(cm)
Ix
Kx
Iy
Ky
30
30
30
30
50
50
50
50
600
450
600
600
112500
112500
112500
112500
187.5
250
187.5
187.5
312500
312500
312500
312500
520.8333
694.4444
520.8333
520.8333
50
55
45
200
600
468750
449180
2343.8
748.63
379687.5
449180.3
1898.438
748.6338
40
40
40
40
30
30
30
30
30
30
30
30
50
50
50
50
600
600
600
450
600
450
600
600
160000
160000
160000
160000
112500
112500
112500
112500
266.67
266.67
266.67
355.56
187.5
250
187.5
187.5
90000
90000
90000
90000
312500
312500
312500
312500
150
150
150
200
520.8333
694.4444
520.8333
520.8333
55
50
50
45
45
600
300
200
449180
468750
468750
748.63
1562.5
2343.8
449180.3
379687.5
379687.5
748.6338
1265.625
1898.438
Ix
Kx
Iy
Ky
h(cm)
b(cm)
L(cm)
40
40
40
40
40
40
40
40
30
30
30
30
30
30
30
30
600
600
600
450
600
600
600
450
160000
160000
160000
160000
160000
160000
160000
160000
266.67
266.67
266.67
355.56
266.67
266.67
266.67
355.56
90000
90000
90000
90000
90000
90000
90000
90000
150
150
150
200
150
150
150
200
50
50
55
45
45
300
300
300
468750
468750
449180
1562.5
1562.5
1497.3
379687.5
379687.5
449180.3
1265.625
1265.625
748.6338
Ix
Kx
Iy
Ky
107188
107188
107188
107188
160000
160000
160000
160000
178.65
178.65
178.65
238.19
266.67
266.67
266.67
355.56
h(cm)
b(cm)
35
35
35
35
40
40
40
40
L(cm)
30
30
30
30
30
30
30
30
600
600
600
450
600
600
600
450
Mekelle university department of civil engineering
May 18,2006
78750
78750
78750
78750
90000
90000
90000
90000
131.25
131.25
131.25
175
150
150
150
200
170
Structural design of a G+6 building @ Mekelle as senior project
column
A
B
C
Frame-114
frame
beam
1
2
3
4
5
6
7
8
column
A
B
C
Frame-115
frame
beam
1
2
3
4
5
6
7
8
column
A
B
C
Frame-116
frame
beam
1
2
3
4
5
6
7
8
column
A
B
C
50
50
50
h(cm)
45
45
45
b(cm)
300
300
300
L(cm)
468750
468750
468750
1562.5
1562.5
1562.5
379687.5
379687.5
379687.5
1265.625
1265.625
1265.625
Ix
Kx
Iy
Ky
35
35
35
35
35
35
35
35
30
30
30
30
30
30
30
30
600
600
600
450
600
600
600
450
107188
107188
107188
107188
107188
107188
107188
107188
178.65
178.65
178.65
238.19
178.65
178.65
178.65
238.19
78750
78750
78750
78750
78750
78750
78750
78750
131.25
131.25
131.25
175
131.25
131.25
131.25
175
50
30
50
45
25
45
300
300
300
468750
56250
468750
1562.5
187.5
1562.5
379687.5
39062.5
379687.5
1265.625
130.2083
1265.625
Ix
Kx
Iy
Ky
h(cm)
b(cm)
L(cm)
30
30
30
30
35
35
35
35
25
25
25
25
30
30
30
30
600
600
600
450
600
450
600
600
56250
56250
56250
56250
107188
107188
107188
107188
93.75
93.75
93.75
125
178.65
238.19
178.65
178.65
39062.5
39062.5
39062.5
39062.5
78750
78750
78750
78750
65.10417
65.10417
65.10417
86.80556
131.25
175
131.25
131.25
30
30
50
25
25
45
300
300
300
56250
56250
468750
187.5
187.5
1562.5
39062.5
39062.5
379687.5
130.2083
130.2083
1265.625
Ix
Kx
Iy
Ky
h(cm)
b(cm)
L(cm)
30
30
30
30
30
30
30
30
25
25
25
25
25
25
25
25
600
600
600
450
600
450
600
600
56250
56250
56250
56250
56250
56250
56250
56250
93.75
93.75
93.75
125
93.75
125
93.75
93.75
39062.5
39062.5
39062.5
39062.5
39062.5
39062.5
39062.5
39062.5
65.10417
65.10417
65.10417
86.80556
65.10417
86.80556
65.10417
65.10417
30
30
30
25
25
25
300
300
300
39760.8
56250
56250
132.54
187.5
187.5
39062.5
39062.5
39062.5
130.2083
130.2083
130.2083
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171
Structural design of a G+6 building @ Mekelle as senior project
Frame-117
1.0 Lex
frame
h(cm)
b(cm)
L(cm)
Ix
Kx
Iy
Ky
beam
1
2
3
4
5
6
7
8
column
A
C
30
30
30
30
30
30
30
30
25
25
25
25
25
25
25
25
600
600
600
450
600
450
600
600
56250
56250
56250
56250
56250
56250
56250
56250
93.75
93.75
93.75
125
93.75
125
93.75
93.75
39062.5
39062.5
39062.5
39062.5
39062.5
39062.5
39062.5
39062.5
65.10417
65.10417
65.10417
86.80556
65.10417
86.80556
65.10417
65.10417
30
30
25
25
300
300
56250
56250
187.5
187.5
39062.5
39062.5
130.2083
130.2083
4.5.2 Determination of the effective length
The effective buckling length Le of a column in a given plane may be obtained from the
following:
o Non-sway mode
Le  m  0.4

 0.7
L  m  0.8
o Sway mode
Le
7.5  4(1   2 )  1.61 2

 1.15
L
7.5  1   2
Le
 1  0.8 m  1.15
L
K  Kc
1  1
K11  K12
K  Kc
2  2
K 21  K 22
 2
m  1
2
Our assumption is that the columns are sway mode and this will be proved in the next pages.
The calculations are tabulated below.
Or conservatively
Mekelle university department of civil engineering
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172
Structural design of a G+6 building @ Mekelle as senior project
frame
109
110
112
113
114
115
116
117
2.0 Lye
frame
109
110
112
113
114
115
116
117
K1
187.5
266.7
266.7
178.6
178.6
93.8
93.8
93.8
K2
250.0
266.7
266.7
178.6
178.6
93.8
93.8
93.8
K7
0.0
187.5
266.7
266.7
178.6
178.6
93.8
93.8
K8
K1
187.5
266.7
266.7
178.6
178.6
93.8
93.8
93.8
K2
250.0
266.7
266.7
178.6
178.6
93.8
93.8
93.8
K7
0.0
187.5
266.7
266.7
178.6
178.6
93.8
93.8
K8
0.0
187.5
355.6
355.6
238.2
178.6
93.8
93.8
0.0
187.5
355.6
355.6
238.2
178.6
93.8
93.8
KA
1898.4
748.6
1265.6
1265.6
1265.6
130.2
130.2
130.2
KB
748.6
1265.6
1265.6
1265.6
130.2
130.2
130.2
0.0
KC
KA
2343.8
748.6
1562.5
1562.5
1562.5
187.5
132.5
132.5
KB
748.6
1562.5
1562.5
1562.5
187.5
187.5
187.5
0.0
KC
0.0
1898.4
748.6
1265.6
1265.6
1265.6
130.2
130.2
0.0
2343.8
1497.3
1562.5
1562.5
1562.5
187.5
187.5
α1
6.1
3.8
4.7
7.1
3.9
1.4
1.4
0.7
α2
1.0
7.1
3.2
4.1
6.1
3.9
1.4
1.4
αm
α1
7.1
4.3
5.9
8.7
4.9
2.0
1.7
0.7
α2
1.0
8.2
4.9
5.0
7.5
4.9
1.7
1.7
αm
3.5
5.4
4.0
5.6
5.0
2.6
1.4
1.0
L
2000
6000
3000
3000
3000
3000
3000
3000
Lex
3909.06
13857.58
6143.28
7010.67
6702.61
5297.56
4358.90
4062.02
4.0
6.3
5.4
6.9
6.2
3.4
1.7
1.2
L
2000
6000
3000
3000
3000
3000
3000
3000
Lye
4112.091
14735.95
6913.515
7652.923
7322.664
5816.584
4614.042
4205.874
4.5.3 Check for sway mode
A frame said to be in sway mode if N Nsd/ Ncr > 0.1 otherwise non-sway
Results are tabulated below
frame
109
h(mm)
b(mm)
IC*10^6
no
bars
dia.bar
550
550
7626
12
4492
Is
Eie
Ncr*10^6
Nsd*10^6
ratio
4E+07
65.274
4.6866
0.07
condition
nonsway
28
6E+08
1.1E+14
12
28
6E+08
1.1E+14
2E+07
5.0829
3.6283
0.71
sway
110
550
112
500
450
4688
10
28
3E+08
6.2E+13
2E+07
12.886
3.1405
0.24
sway
113
500
450
4688
10
24
2E+08
4.6E+13
2E+07
7.7243
3.3636
0.44
sway
114
450
400
3038
8
24
1E+08
2.9E+13
2E+07
5.3339
2.5282
0.47
sway
115
450
400
3038
8
24
1E+08
2.9E+13
2E+07
8.4537
1.6846
0.2
sway
116
300
250
562.5
6
20
3E+07
5.9E+12
3E+06
2.7352
0.832
0.3
117
300
250
562.5
6
20
3E+07
5.9E+12
3E+06
3.2918
0.0925
0.03
sway
nonsway
revise columns 109 &117
frame
1835 >0.7*2000=1400
109
Lye=
frame
3746 >0.7*3000=2100
117
Ley=
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Structural design of a G+6 building @ Mekelle as senior project
4.5.4 Check slenderness ratio
For isolated columns, the slenderness ratio is defined by:
L
Where Le is the effective buckling length
 e
i
i is the minimum radius of gyration of the concrete section.
Limits of slenderness
 The slenderness ratio of concrete columns shall not exceed 140
 Second order effects in compressive members need not be taken in to account in the
following cases:
o For sway frames, the greater of one of the following equations
  25
15

d
o For non-sway frames
M1
M2
Where M1 and M2 are the first-order (calculated) moments at the ends, M2 being always
positive and greater in magnitude than M1,and M1being positive if member is bent in single
curvature and negative if bent in double curvature.
N
 d  sd
f cd Ac
  50  25
slenderness ratio
assumed as isolated columns
frame
Iy
Le
A
109
4E+05
183.5
110
4E+05
1474
112
4E+05
691.4
113
4E+05
765.3
114
4E+05
732.3
115
39063
581.7
116
39063
461.4
117
39063
374.6
λ
i
3025
2376
2250
2250
1800
1800
750
750
11.2
13.75
12.99
12.99
14.52
4.658
7.217
7.217
condition
non-slender
non-slender
non-slender
non-slender
non-slender
non-slender
non-slender
non-slender
16.4
107
53.2
58.9
50.4
125
63.9
51.9
4.5.5 Check for long or short column condition and consideration of the
second order effects.
frame
Ac(mm2)
sway frames
110
2E+05
112
2E+05
113
2E+05
114
2E+05
115
2E+05
116
75000
Nsd(N)
4E+06
3E+06
3E+06
3E+06
2E+06
8E+05
v
λ
1.348
1.232
1.319
1.24
0.826
0.979
λ<25
12.92
13.51
13.06
13.47
16.5
15.16
λcomputed
25
25
25
25
25
25
107.170527
53.22026382
58.91223233
56.36989359
101.9479819
80.8708697
frame
type
2nd order
effect
Long
Long
Long
Long
Long
Long
considered
considered
considered
considered
considered
considered
2nd order
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174
Structural design of a G+6 building @ Mekelle as senior project
non sway frames
109
117
M1
3E+05
1E+05
-18.8
-26.3
M2
λ
50- 25(M1/M2)
115.9
46.5
54.06
64.14
effect
14.1
65.7
Not
considered
considered
4.5.6 Determination of the total eccentricity.
The total eccentricity to be used for the design columns of constant cross-section at the
critical section is given by:
etot = ee+ea+e2
Where ea is equivalent constant first-order eccentricity of the design axial load
ee =eo …for first order eccentricity eo equal at both ends of a column.
ee= 0.6eo2+0.4eo2
ee = 0.4eo2 ….for first order moments varying linearly along the length the equivalent
eccentricity is the higher value.
Where eo1 and eo2 are the first order eccentricities at the ends, eo2 being positive and
greater in magnitude.
ea is the additional eccentricity
e2 is the second- order eccentricity, for non sway frames e2 is given by
K L2
e2  1 e Where: Le is the effective buckling length of the column
10r
K1=λ/20-0.75 for 15 < λ < 35
K1=1.0 for λ > 35
1/r is the curvature at the critical section
In the amplified sway moments method, the sway moments found by a first order analysis
shall be increased by multiplying them by the moment magnification factor:
1
s 
N
1  sd
N cr
Where Nsd is the design value of the total vertical load
Ncr is its critical value for failure in a sway mode
The amplified sway moments method shall not be used when the critical load ratio Nsd/Ncr is
more than 0.25.
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175
Structural design of a G+6 building @ Mekelle as senior project
Results are tabulated below.
a) determination of the imperfection eccentricity ,ea
adjusted
frame
Le
ea(mm)
ea(mm)
109
1835
6.115
20
110
14736
49.12
49.12
112
6914
23.045
23.05
113
7653
25.51
25.51
114
7323
24.409
24.41
115
5817
19.389
20
116
4614
15.38
20
117
3746
12.487
20
b) second order eccentricity e2
frame
Ncr*10^6 Nsd*10^6 Nsd/Ncr
109
65.27
4.69
0.09
110
5.08
3.63
0.65
112
12.89
3.14
0.27
113
7.72
3.36
0.35
114
5.33
2.53
0.28
115
8.45
1.68
0.28
116
2.74
0.83
0.14
117
3.29
0.09
0.01
c-1) case -1 for comb-1
frame
M1x M2x M1y
109
0.7
3.6
2.3
110
7.8
9.4
2.3
112
1.8
3.6 34.8
113
2.8
3.7 60.3
114
1.5
2.2 69.5
115
0.9
1.1 38.7
116
3.2
4.2 60.3
117
1.1
3.1 12.7
c-2) case -2 worst case
frame
109
110
112
113
114
115
116
117
M1x
26.8
6.0
22.7
41.3
48.9
26.8
55.0
8.5
M2x
156.7
7.6
30.5
42.6
57.2
34.5
69.5
23.4
M2y
8.1
16.9
44.7
61.1
139.9
48.8
60.5
32.2
M1y
0.0
179.3
223.7
231.6
221.3
135.5
116.6
54.8
σs
σs(adjusted)
1.00
1.00
2.85
1.33
1.37
1.33
1.53
1.33
1.40
1.33
1.40
1.33
1.17
1.17
1.01
1.01
corrected moments for 2nd order
σs M1x M2x M1y M2y
1.0
1.3
1.3
1.3
1.3
1.3
1.2
1.0
M2y
6.2
244.4
227.9
266.7
255.3
140.7
126.5
56.8
0.7
10.4
2.4
3.7
2.0
1.2
3.7
1.1
σs
1.0
1.3
1.3
1.3
1.3
1.3
1.2
1.0
3.6
12.5
4.8
4.9
2.9
1.5
4.9
3.1
M1x
26.8
8.0
30.3
55.0
65.2
35.7
64.2
8.6
2.3
3.1
46.4
80.4
92.6
51.6
70.4
12.9
M2x
156.7
10.1
40.7
56.8
76.2
46.0
81.2
23.7
Nsd
eo1y
eo2y
eo1x
4.7
3.6
3.1
3.4
2.5
1.7
0.8
0.1
0.1
2.9
0.8
1.1
0.8
0.7
4.5
11.6
0.8
3.5
1.5
1.4
1.2
0.9
5.9
34.0
0.5
0.8
14.8
23.9
36.6
30.6
84.6
139.1
8.1
22.5
59.6
81.4
186.5
65.1
70.7
32.6
M1y
0.0
239.0
298.2
308.7
295.0
180.6
136.2
55.5
M2y
6.2
325.8
303.8
355.5
340.3
187.6
147.7
57.6
Nsd
3.5
3.4
3.1
2.5
1.9
1.3
0.6
0.1
eo1y
7.6
2.3
9.8
21.8
34.4
28.3
103.2
120.0
eo2y
44.5
2.9
13.1
22.6
40.3
36.4
130.4
330.3
c) determination of 1st order eccentricity e0
Mekelle university department of civil engineering
May 18,2006
176
eo2x
eo1x
0.0
69.5
96.3
122.6
155.8
143.0
218.8
773.5
1.7
6.2
19.0
24.2
73.8
38.6
84.9
352.8
eo2x
1.7
94.8
98.1
141.1
179.7
148.5
237.4
801.7
Structural design of a G+6 building @ Mekelle as senior project
c-1) case -1 for comb-1
frame eo1y
eo2y
109
0.15
0.77
110
2.87
3.45
112
0.58
1.16
113
1.11
1.45
114
0.79
1.16
115
0.71
0.87
116
4.49
5.90
117
11.61
33.96
c-2) case -2 worst case
eo1x
0.00
69.55
96.29
122.57
155.80
142.99
218.84
773.51
eo2x
1.73
6.21
14.39
24.21
73.76
38.61
84.93
352.79
0.6*eo2y0.4*eoy1
0.40
0.93
0.46
0.42
0.38
0.24
1.74
15.73
0.4*eo2y
0.31
1.38
0.46
0.58
0.46
0.35
2.36
13.59
eoy
0.40
1.38
0.46
0.58
0.46
0.35
2.36
15.73
0.6*eo2y0.4*eoy1
1.04
-24.09
-29.88
-34.50
-18.06
-34.03
-36.58
-97.73
0.4*eo2y
0.69
2.48
5.76
9.69
29.51
15.45
33.97
141.12
eox
1.04
2.48
5.76
9.69
29.51
15.45
33.97
141.12
eo1y
7.63
2.33
9.77
21.83
34.43
28.28
103.23
119.98
eo1x
5.34
69.55
96.29
122.57
155.80
142.99
218.84
773.51
eo2x
1.75
94.80
98.10
141.13
179.74
148.47
237.42
801.74
0.6*eo2y0.4*eoy1
23.68
0.83
3.97
4.80
10.39
10.53
36.97
150.18
0.4*eo2y
17.82
1.17
5.25
9.03
16.11
14.56
52.18
132.12
eoy
23.68
1.17
5.25
9.03
16.11
14.56
52.18
150.18
0.6*eo2y0.4*eoy1
-1.09
29.06
20.34
35.65
45.52
31.89
54.92
171.64
0.4*eo2y
0.70
37.92
39.24
56.45
71.89
59.39
94.97
320.69
eox
0.70
37.92
39.24
56.45
71.89
59.39
94.97
320.69
frame
109
110
112
113
114
115
116
117
eo2y
44.54
2.93
13.13
22.56
40.27
36.41
130.44
330.29
Total eccentricity
total eccentricity editor and moments
c-1) case -1 for comb-1
eoy
0.40
109
1.38
110
0.46
112
0.58
113
0.46
114
0.35
115
2.36
116
15.73
117
c-2) case -2 worst case
eox
1.04
2.48
5.76
9.69
29.51
15.45
33.97
141.12
Nsd*10^
6
4.69
3.63
3.14
3.36
2.53
1.68
0.83
0.09
ea
20.00
49.12
23.05
25.51
24.41
20.00
20.00
20.00
ed,tot
x
21.04
51.60
28.80
35.20
53.91
35.45
53.97
161.12
ed,tot
y
20.40
50.50
23.51
26.09
24.87
20.35
22.36
35.73
Mdx
95.61
183.23
73.83
87.75
62.88
34.28
18.60
3.31
Mdy
98.59
187.23
90.45
118.38
136.31
59.71
44.90
14.90
eoy
23.68
1.17
5.25
9.03
16.11
14.56
52.18
150.1
8
eox
17.63
37.92
39.24
56.45
71.89
59.39
94.97
Nsd
3.52
3.44
3.10
2.52
1.89
1.26
0.62
ea
20.00
49.12
23.05
25.51
24.41
20.00
20.00
ed,tot
x
37.63
87.04
62.29
81.96
96.30
79.39
114.97
ed,tot
y
43.68
50.29
28.30
34.54
40.52
34.56
72.18
Mdx
153.65
172.83
87.63
86.99
76.71
43.66
44.92
Mdy
132.38
299.11
192.88
206.46
182.34
100.29
71.54
320.69
0.07
20.00
340.69
170.18
12.22
24.46
frame
frame
109
110
112
113
114
115
116
117
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Structural design of a G+6 building @ Mekelle as senior project
4.5.7 Reinforcement bars determination
Reinforcements provided according to EBCS-2, 1995 using interaction charts as
follows.
case-1
frame
109
112
113
114
115
116
117
case-2
frame
109
112
113
114
Ac(mm2)
302500
225000
225000
180000
120000
105000
75000
h(mm)
550.00
500.00
500.00
450.00
400.00
350.00
300.00
N
4686.60
3140.50
3363.60
2528.20
1684.60
832.00
92.50
Mh
95.61
73.83
87.75
62.88
34.28
18.60
3.31
Mb
97.67
90.45
118.38
136.55
59.71
44.90
16.28

1.4
1.2
1.3
1.2
1.2
0.7
0.1

0.05
0.06
0.07
0.07
0.06
0.04
0.01

0.05
0.07
0.09
0.15
0.11
0.11
0.06
w
0.63
0.47
0.53
0.71
0.57
0.16
0.15
remark
bi cha.no 18
bi cha.no 18
bi cha.no 18
bi cha.no 18
bi cha.no 18
bi cha.no 18
bi cha.no 17
Ac(mm2)
302500
225000
225000
180000
h(mm)
550.00
500.00
500.00
450.00
N
3517.85
3096.70
2519.00
1893.40
Mh
153.65
87.63
86.99
76.71
Mb
132.38
192.88
206.46
182.34

1.0
1.2
1.0
0.9

0.08
0.07
0.07
0.08

0.07
0.15
0.16
0.20
w
0.32
0.825
0.7
0.76
115
120000
116
105000
117
75000
for circles
frame
Ac(mm2)
casi-1
110
237583
casi-2
110
237583
400.00
350.00
300.00
1263.20
622.30
71.80
43.66
44.92
12.22
100.29
71.54
24.46
0.9
0.5
0.1
0.08
0.11
0.05
0.18
0.17
0.10
0.74
0.43
0.24
remark
bi cha.no 18
bi cha.no 18
bi cha.no 18
bi cha.no 18
bi
cha.no17&18
bi cha.no17
bi cha.no17
h(mm)
N
Mh
Mb
Mad
550.00
3628.30
183.23
190.51
264.3
1.3
0.18
0.93
bi cha.no 18
550.00
3436.50
172.83
299.11
345.5
1.3
0.24
1.17
bi cha.no 18

 w
final reinforcements
frame
109
110
112
113
114
115
116
117
Ac(mm2)
302500
237583
225000
225000
180000
120000
105000
75000
w
0.63
1.17
0.83
0.70
0.76
0.74
0.43
0.24
As, calc
8277
12073
8062
6840
5941
3857
1961
782
Amin
2420
1901
1800
1800
1440
960
840
600
Asmax
24200
19007
18000
18000
14400
9600
8400
6000
As
provided
8277
12073
8062
6840
5941
3857
1961
782

24
24
24
24
24
24
20
16
No
bars
18.30
26.69
17.82
15.12
13.13
8.53
6.24
3.89
provided
19
12
14
12
10
9
7
4
4.5.8 Transverse bars for columns
The purpose of transverse bars is to keep the longitudinal bars in position and prevent them
from buckling outwards.
The minimum diameter of ties or spirals is 6mm or the longitudinal bars divided by four,
which ever is greater.
The spacing of the bars is given by
C/c spacing ≤ 12
b= least dimension of the colum
300mm
178
Mekelle university department of civil engineering
May 18,2006
Structural design of a G+6 building @ Mekelle as senior project
Based on the above requirement and dimension of the transverse bars, the
required spacing is tabulated below.
Column
Minimum Spacing
frame
b
spacing
calculated
109
24
550
300
288
112
24
400
300
288
113
20
400
300
240
114
20
300
300
240
115
20
300
300
240
116
16
250
300
192
117
16
250
300
192
For the column frame110, provide spirals with 100mm pitch.
Spacing
provided
280mm
280
240
240
240
190
190
Stirrup
diameter
4.5.9 Lap length for columns
According to EBCS-2,1995, the basic anchorage length Lb for any bar diameter of deformed
bar is given by:
Lb =  * fyd /(8fctd)
For C-25 and s-300
Lb = 260.87*  /(8*1.032)
= 31.6 
The required anchorage length Lb,net is calculated as
Lb,net = a*Lb* As,cal/As.eff ≥ Lb,min, where a = 1(deformed bars) & 0.7 for hooked bars in
tension.
Lb,min = 10  , for bars in tension
= 18.96  ≤31.6  , for compression bars(calculated for beams above)
For bars with 100% lapping at a given section where a1 = 1.4( , EBCS-2 Table 7.3), the
required lap length is computed by :
Lo≥a1* Lb,net ≥ Lo,min
Lo≥1.4*31.6 
The results for the above expression is tabulated below.
Lb,net = 31.6  *As,cal/As,eff
Column
As,cal(mm2)
Serf(mm2)
Lo(mm2)
 (mm)
frame
(mm)
7883
8143
24
735
1030
110
8842
9048
24
940
1316
109
6840
7238
24
720
1008
112
5570
5655
20
625
875
113
551
5655
20
620
868
114
2971
3142
20
600
840
115
1961
2011
16
490
686
116
619
804
16
390
546
117
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179
Structural design of a G+6 building @ Mekelle as senior project
CHAPTER 5
5. Foundation design
5.1 Loading
This is obtained from sap 2000 analysis result.
Two combinations are considered.
o Comb-1
Fx = 2.14KN
M x= 2.29KNm
F y = 5.18KN
M y= 3.60KNm
P = 4686.6KN
o Comb-2
Fx = 91.75KN
M x= 3.00KNm
Fy = 3.20KN
My = 156.70KNm
P= 3517.85KN
 Material data
Concrete C-25
Steel s-300
 Soil data
The soil where the structure is to be constructed is of weathered rock type and
from EBCS-7, 1995 the design bearing resistance is given as 1400KPa.
σs =1400KPa
Taking a factor of safety 1.5,
σal = 933.33KPa
5.2 Proportioning of footing
A) Design for comb-1
1) proportioning of the plan area
B’
b
L’
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b is the dimension of the
footing pad
B’ is the footing column width
L’ is the footing column height
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180
Structural design of a G+6 building @ Mekelle as senior project
b
σs =P(1+ 6ea/a+6eb/b)/(a*b)
Where ea= My/P
and eb=Mx/P
in our case B’=L’=550mm and we used a/b=1.50 usually used ratio.
ea= My/P =3.60/4686.6=0.0008
eb=Mx/P =2.29/4686.6=0.0005
Using these data:
933.33=4686.6(1+ 6*0.0008/b+6*0.0005/b)/b2
Using trial and error procedure
b =2.244m
Use b=2.3m
We check these values for maximum and minimum stresses.
σmax = 4686.6(1+ 6*0.0008/2.3+6*0.0005/2.3)/2.32
= 887.276< 933.33 ok!
min = 4686.6(1- 6*0.0008/(1.5*1.6)-6*0.0005/1.6)/(2.32)
=882.7 >0 ok!
B) Design for comb-4
σs =P(1+ 6ea/a+6eb/b)/(a*b)
Where ea= My/P
and eb=Mx/P
in our case B’=L’=550mm and we used a/b=1.50 usually used ratio.
ea= My/P =156.7/3517.85=0.045m
eb=Mx/P =3.20/3517.85=0.001m
Using these data:
933.33=3517.85(1+ 6*0.045/b+6*0.001/b)/b2
Using trial and error procedure
b =2.067m
However this is less than the above computed values for comb-1. So the governing condition
for proportioning is comb-1 loading.
So we use b=2.30m
5.3 Depth determination
5.3.1 Punching shear
The punching shear is obtained at a distance d from the face of the columns.
For comb-1
d + 0.55
0.55m
d + 0.55
punching zone
d/2
0.55m
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b =2.3m
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181
Structural design of a G+6 building @ Mekelle as senior project
d/2
b =2.30m
P=4686.50KN
882.7
887.27
 Acting punching shear
Pp=P-(0.55+d) 2 * σaverag
Where σaverage = (882.7+887.27)/2 = 885.135
 Sheared area
Ap= (0.55+d)*4*d
 Acting stress
Up= Pp/Up
 Punching resistance
Ucp=0.5fctd *(1+50ρ)
Where fctd=√0.21*Fck^2/3 /γc =0.21*(20)^(2/3)/1.5
=1.03*103 Kpa
But Up<Ucp
Pp=4686.6-(0.55+d)2 *885.135 < 567.34 Kpa
(0.55+d)*4*d
Solving for d by trial and error procedure d>0.84
Then D=d+cover
=0.84+.05
=0.90m
Use D=0.90m and d=0.85m
For comb-4
d + 0.55
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Structural design of a G+6 building @ Mekelle as senior project
0.55m
d + 0.55
punching zone
d/2
0.55m
b =2.3m
d/2
b =2.30m
P=3517.85KN
713.43
930.27
 Acting punching shear
Pp=P-(0.55+d) 2 * σaverag
Where σaverage = (713.43+930.9)/2 = 822.17
 Sheared area
Ap= (0.55+d)*4*d
 Acting stress
Up= Pp/Up
 Punching resistance
Ucp=0.5fctd *(1+50ρ)
Where fctd=√0.21*Fck^2/3 /γc =0.21*(20)^(2/3)/1.5
ρ= ρmin=0.002
fctd =1.03*103
But Up<Ucp
Ucp=0.5fctd *(1+50ρ) =567.34KPa
Pp=3517.85-(0.55+d) 2 * σaverag <567.34 Kpa
(0.55+d)*4*d
Solving for d by trial and error procedure d>0.74
And D=0.67+.05 = 0.79m <0.90m
Therefore, use D=0.90m and d=0.85m
5.3.2. Wide beam shear for depth (diagonal shear)
The wide beam shear is calculated at a distance of d from the face of the footing
column.
For comb-1
2
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Structural design of a G+6 building @ Mekelle as senior project
0.55m
wide bean shear zone.
0.55m
b =2.30m
d
1
1
b =2.30m
2
P=4686.6KN
882.7
887.27

Section 1-1
 Acting punching shear stress
Vp =2.3*(2.3/2-0.55/2-.85) * σ’
Where σ’= (2.3-2.3*.5-0.55*.5-0.85)/2.3*(887.27-882.7)+882.7
=882.75
Vp=50.76KPa
 Resistance
Ucw=0.3fctd *(1+50ρ) where the parameters are as
defined above
=386.10Kpa
Hence
Vp < Ucp ok!
The section is enough.

Section 2-2
The section is not within the area.
For comb-4
2
0.55m
wide beam shear zone.
0.55
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Structural design of a G+6 building @ Mekelle as senior project
1
b =2.30m
d1
b =2.30m
2
3517.85KN
σ’
σ’
713.43
930.9

Section 1-1
 Acting punching shear stress
Vp =2.30(2.3/2-0.55/2-.85) * σ’
Where σ’= (2.3-2.3*.5-0.55*.5-0.85)/2.3*(930.9-713.43)+713.43
=718.86KN
And Vp=41.33KPa
 Resistance
Ucw=0.3fctd *(1+50ρ) where the parameters are as
defined above
=386.10Kpa
Hence
Vp < Ucp ok!
The section is enough.

Section 2-2
The section is out of the zone.
5.4 Reinforcement
The design moments are obtained at the face of the columns.
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Structural design of a G+6 building @ Mekelle as senior project
Critical section for moment calculation
887. 27
for comb-1
882.7
2.83
1.74
Critical
section
for
moment
calculation
for comb-4
713.43
930.9
134.74
82.73
Design moments
For comb-1
M=2.83 * 0.875*0.875/2+1.74*0.875*0.5*2/3+882.7*0.875*0.875 /2
=339.5KNm
For comb-4
M=134.74 * 0.875*0.875/2+82.73*0.875*0.5*2/3+713.43*0.875*0.875 /2
=338.77KNm
So, the design moment is Md = 339.5KNm
Reinforcing bar determination, using steel 20
Km=√(Md/b) and As= Ks *Msd
d
d
Where Ks is read from EBCS-2 part-II, 1995
and b=1.00m ( per meter width)
table-1a
Km=√ (339.5/1.00) /0.85
=21.7
for which Ks=4.00
and As= Ks *Msd =4.00*339.5/.85
d
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186
Structural design of a G+6 building @ Mekelle as senior project
As =1598mm2 = 6 steel bars
a b
314 *1000
S
Spacing, s = s*
=196.5mm
1598
As
   20mm
so use 20 C/C 190mm
S
 2 * d  850 * 2  1700mm
Reinforcement provisions
o For As<As,min ;As=As,min distribute the bars uniformly.
o For As>As,min; compute PB;
PB 
2
a 1
b
Apply this percentage of steel in zone B
PA=1-PB percentage of steel in zone A
a
Since a = b; PA=PB;, there is no zoning of reinforcements.
Provide uniform reinforcemet in both directions.
b
Zo n e A
Zo n e B
Z olength
neA
5.4.3 Development
f yd
20 * 260.87
Ld 

 1019mm
Kf ctd
4 (*a1.-28
b)/ 2
(a- b)/ 2
Ld,av=875-50=825mm, Ld,req>Ld,av hence bend the bars at the corner.
b
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Structural design of a G+6 building @ Mekelle as senior project
Conclusion and recommendation
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188
Structural design of a G+6 building @ Mekelle as senior project
Sap 2000 results for selected axes
A) for columns on the selected axis
LOAD COMBINATION MULTIPLIERS
COMBO
COMBO
TYPE
CASE
FACTOR LOAD TYPE
COMB1
ADD
VERTICAL
1 STATIC(DEAD)
COMB1
ADD
HPX
0 STATIC(QUAKE)
COMB1
ADD
HPY
0 STATIC(QUAKE)
COMB2
ADD
VERTICAL
0.75 STATIC(DEAD)
COMB2
ADD
HPX
1 STATIC(QUAKE)
COMB2
ADD
HPY
0 STATIC(QUAKE)
COMB3
ADD
VERTICAL
0.75 STATIC(DEAD)
COMB3
ADD
HPX
0 STATIC(QUAKE)
COMB3
ADD
HPY
1 STATIC(QUAKE)
COMB4
ADD
VERTICAL
0.75 STATIC(DEAD)
COMB4
ADD
HPX
-1 STATIC(QUAKE)
COMB4
ADD
HPY
0 STATIC(QUAKE)
COMB5
ADD
VERTICAL
0.75 STATIC(DEAD)
COMB5
ADD
HPX
0 STATIC(QUAKE)
COMB5
ADD
HPY
-1 STATIC(QUAKE)
FRAME ELEMENT FORCES
FRAME LOAD
LOC P
V2
109 COMB1
0 4686.61
-2.140495
109 COMB1
1 4681.31
-2.140495
109 COMB1
2 4676.01
-2.140495
109 COMB2
0 3512.07
88.54024
109 COMB2
1 3508.09
88.54024
109 COMB2
2 3504.12
88.54024
109 COMB3
0 3333.76
-1.692964
Mekelle university department of civil engineering
TITLE
COMB1
COMB1
COMB1
COMB2
COMB2
COMB2
COMB3
COMB3
COMB3
COMB4
COMB4
COMB4
COMB5
COMB5
COMB5
V3
T
M2
M3
5.175736
2.16E-02 2.286316
-3.60057
5.175736
2.16E-02
-2.88942
-1.46008
5.175736
2.16E-02
-8.06516 0.680415
4.490137 1.083142 3.032294
151.276
4.490137 1.083142
-1.45784
62.7358
4.490137 1.083142
-5.94798
-25.8044
67.33003 1.237754 115.8598
-2.97424
May 18,2006
189
Structural design of a G+6 building @ Mekelle as senior project
109 COMB3
1 3329.78
-1.692964 67.33003 1.237754 48.52974
109 COMB3
-1.692964 67.33003 1.237754
109 COMB4
-3325.8
0 3517.85
1 3513.88
109 COMB4
2
109 COMB4
109 COMB5
2
-3509.9
0 3696.16
-1.28128
-18.8003 0.411684
-91.75098 3.273467
-1.05078
0.39718
-156.677
-91.75098 3.273467
-1.05078
-2.87629
-64.9259
-91.75098 3.273467
-1.05078
-6.14975 26.82507
-1.517778
-59.5664
-1.20539
-112.43
-2.42662
109
COMB5
1
-3692.19
-1.517778
-59.5664
-1.20539
-52.8639
-0.90884
109
COMB5
2
-3688.21
-1.517778
-59.5664
-1.20539
6.702551
0.608938
110
COMB1
0
-4628.29
-2.874182
3.201618
0.218044
2.330593
-9.40649
110
COMB1
3
-4614.41
-2.874182
3.201618
0.218044
-7.27426
-0.78394
110
COMB1
6
-4600.53
-2.874182
3.201618
0.218044
-16.8791
7.838605
110
COMB2
0
-3476.17
54.69037
3.33663
-0.59156
5.2313
195.5844
110
COMB2
3
-3465.76
54.69037
3.33663
-0.59156
-4.77859
31.51334
110
COMB2
6
-3455.35
54.69037
3.33663
-0.59156
-14.7885
-132.558
110
COMB3
0
-3305.93
-2.252531
70.62159
0.375985
244.3846
-7.55948
110
COMB3
3
-3295.52
-2.252531
70.62159
0.375985
32.51983
-0.80189
110
COMB3
6
-3285.11
-2.252531
70.62159
0.375985
-179.345
5.955707
110
COMB4
0
-3466.26
-59.00164
1.465797
0.918629
-1.73541
-209.694
110
COMB4
3
-3455.85
-59.00164
1.465797
0.918629
-6.1328
-32.6893
110
COMB4
6
-3445.44
-59.00164
1.465797
0.918629
-10.5302
144.3157
110
COMB5
0
-3636.5
-2.058743
-65.8192
-4.89E-02
-240.889
-6.55026
110
COMB5
3
-3626.09
-2.058743
-65.8192
-4.89E-02
-43.4312
-0.37403
110
COMB5
6
-3615.68
-2.058743
-65.8192
-4.89E-02
154.0263
5.8022
112
COMB1
0
-4140.48
-1.798662
26.51266
-6.48E-02
34.79985
-3.62835
112
COMB1
1.5
-4135.53
-1.798662
26.51266
-6.48E-02
-4.96913
-0.93035
112
COMB1
3
-4130.59
-1.798662
26.51266
-6.48E-02
-44.7381
1.767639
112
COMB2
0
-3114.02
96.14928
22.0355
-0.44282
29.47306
144.8696
112
COMB2
1.5
-3110.31
96.14928
22.0355
-0.44282
-3.58019
0.645635
Mekelle university department of civil engineering
May 18,2006
190
Structural design of a G+6 building @ Mekelle as senior project
112
COMB2
3
-3106.6
96.14928
22.0355
-0.44282
-36.6335
-143.578
112
COMB3
0
-2970.59
-2.158519
150.5536
1.594374
223.7237
-4.00741
112
COMB3
1.5
-2966.88
-2.158519
150.5536
1.594374
-2.10673
-0.76963
112
COMB3
3
-2963.17
-2.158519
150.5536
1.594374
-227.937
2.468149
112
COMB4
0
-3096.7
-98.84728
17.73349
0.345558
22.72672
-150.312
112
COMB4
1.5
-3092.99
-98.84728
17.73349
0.345558
-3.87351
-2.04117
112
COMB4
3
-3089.28
-98.84728
17.73349
0.345558
-30.4737
146.2298
112
COMB5
0
-3240.13
-0.5394731
-110.785
-1.69164
-171.524
-1.43511
112
COMB5
1.5
-3236.42
-0.5394731
-110.785
-1.69164
-5.34697
-0.6259
112
COMB5
3
-3232.71
-0.5394731
-110.785
-1.69164
160.83
0.183309
113
COMB1
0
-3363.57
-2.137234
40.49068
9.10E-03
60.34201
-2.75925
113
COMB1
1.5
-3358.63
-2.137234
40.49068
9.10E-03
-0.39401
0.446606
113
COMB1
3
-3353.68
-2.137234
40.49068
9.10E-03
-61.13
3.652457
113
COMB2
0
-2526.33
93.60765
32.7714
-0.74641
49.25657
153.8601
113
COMB2
1.5
-2522.62
93.60765
32.7714
-0.74641
9.95E-02
13.4486
113
COMB2
3
-2518.91
93.60765
32.7714
-0.74641
-49.0577
-126.963
113
COMB3
0
-2429.18
-1.939427
166.1104
1.692223
266.7087
-2.5573
113
COMB3
1.5
-2425.47
-1.939427
166.1104
1.692223
17.54308
0.351841
113
COMB3
3
-2421.75
-1.939427
166.1104
1.692223
-231.623
3.260981
113
COMB4
0
-2519.03
-96.81351
27.96461
0.760054
41.25645
-157.999
113
COMB4
1.5
-2515.32
-96.81351
27.96461
0.760054
-0.69048
-12.7787
113
COMB4
3
-2511.61
-96.81351
27.96461
0.760054
-42.6374
132.4416
113
COMB5
0
-2616.18
-1.266425
-105.374
-1.67858
-176.196
-1.58157
113
COMB5
1.5
-2612.47
-1.266425
-105.374
-1.67858
-18.1341
0.318068
113
COMB5
3
-2608.76
-1.266425
-105.374
-1.67858
139.9275
2.217705
114
COMB1
0
-2528.15
-0.9201338
50.15692
-9.66E-03
69.49894
-1.51283
114
COMB1
1.5
-2523.2
-0.9201338
50.15692
-9.66E-03
-5.73644
-0.13263
114
COMB1
3
-2518.25
-0.9201338
50.15692
-9.66E-03
-80.9718
1.247571
114
COMB2
0
-1898.87
79.60029
39.85416
-1.03697
55.33154
111.5015
Mekelle university department of civil engineering
May 18,2006
191
Structural design of a G+6 building @ Mekelle as senior project
114
COMB2
1.5
-1895.16
79.60029
39.85416
-1.03697
-4.44971
-7.89896
114
COMB2
3
-1891.45
79.60029
39.85416
-1.03697
-64.231
-127.299
114
COMB3
0
-1837.43
-0.8763787
158.8766
2.117972
221.3313
-1.39758
114
COMB3
1.5
-1833.72
-0.8763787
158.8766
2.117972
-16.9836
-8.30E-02
114
COMB3
3
-1830.01
-0.8763787
158.8766
2.117972
-255.299
1.231553
114
COMB4
0
-1893.35
-80.98049
35.38122
1.022483
48.91687
-113.771
114
COMB4
1.5
-1889.64
-80.98049
35.38122
1.022483
-4.15495
7.700017
114
COMB4
3
-1885.93
-80.98049
35.38122
1.022483
-57.2268
129.1708
114
COMB5
0
-1954.79
-0.503822
-83.6412
-2.13246
-117.083
-0.87166
114
COMB5
1.5
-1951.08
-0.503822
-83.6412
-2.13246
8.378952
-0.11593
114
COMB5
3
-1947.36
-0.503822
-83.6412
-2.13246
133.8408
0.639804
115
COMB1
0
-1684.55
-0.6564836
29.15783
3.34E-02
38.69833
-1.12123
115
COMB1
1.5
-1681.9
-0.6564836
29.15783
3.34E-02
-5.03842
-0.1365
115
COMB1
3
-1679.25
-0.6564836
29.15783
3.34E-02
-48.7752
0.848222
115
COMB2
0
-1263.61
58.43499
23.30515
-0.80643
31.23643
90.89462
115
COMB2
1.5
-1261.62
58.43499
23.30515
-0.80643
-3.7213
3.242129
115
COMB2
3
-1259.63
58.43499
23.30515
-0.80643
-38.679
-84.4104
115
COMB3
0
-1233.41
-0.6978456
92.06669
1.790697
135.5141
-1.18083
115
COMB3
1.5
-1231.42
-0.6978456
92.06669
1.790697
-2.58589
-0.13406
115
COMB3
3
-1229.43
-0.6978456
92.06669
1.790697
-140.686
0.912711
115
COMB4
0
-1263.22
-59.41971
20.4316
0.85646
26.81106
-92.5765
115
COMB4
1.5
-1261.23
-59.41971
20.4316
0.85646
-3.83633
-3.44688
115
COMB4
3
-1259.24
-59.41971
20.4316
0.85646
-34.4837
85.68269
115
COMB5
0
-1293.42
-0.2868798
-48.3299
-1.74067
-77.4666
-0.50102
115
COMB5
1.5
-1291.43
-0.2868798
-48.3299
-1.74067
-4.97174
-7.07E-02
115
COMB5
3
-1289.44
-0.2868798
-48.3299
-1.74067
67.52316
0.359623
116
COMB1
0
-831.98
2.45706
40.27287
-4.50E-02
60.50126
3.20651
116
COMB1
1.5
-829.329
2.45706
40.27287
-4.50E-02
9.20E-02
-0.47908
116
COMB1
3
-826.679
2.45706
40.27287
-4.50E-02
-60.3173
-4.16467
Mekelle university department of civil engineering
May 18,2006
192
Structural design of a G+6 building @ Mekelle as senior project
116
COMB2
0
-622.302
41.48339
31.31137
-0.63758
46.93663
54.99307
116
COMB2
1.5
-620.314
41.48339
31.31137
-0.63758
-3.04E-02
-7.23202
116
COMB2
3
-618.326
41.48339
31.31137
-0.63758
-46.9975
-69.4571
116
COMB3
0
-610.779
1.717378
81.00648
2.070065
116.5516
2.24741
116
COMB3
1.5
-608.791
1.717378
81.00648
2.070065
-4.9581
-0.32866
116
COMB3
3
-606.803
1.717378
81.00648
2.070065
-126.468
-2.90473
116
COMB4
0
-625.668
-37.7978
29.09792
0.570097
43.81525
-50.1833
116
COMB4
1.5
-623.68
-37.7978
29.09792
0.570097
0.168373
6.513404
116
COMB4
3
-621.692
-37.7978
29.09792
0.570097
-43.4785
63.21011
116
COMB5
0
-637.191
1.968211
-20.5972
-2.13755
-25.7997
2.562355
116
COMB5
1.5
-635.203
1.968211
-20.5972
-2.13755
5.096039
-0.38996
116
COMB5
3
-633.215
1.968211
-20.5972
-2.13755
35.99182
-3.34228
117
COMB1
0
-92.4498
-1.373157
14.95719
-0.10888
32.19745
-1.0619
117
COMB1
1.5
-89.7991
-1.373157
14.95719
-0.10888
9.761655
0.997833
117
COMB1
3
-87.1485
-1.373157
14.95719
-0.10888
-12.6741
3.057568
117
COMB2
0
-66.8151
22.20233
11.81783
0.285902
24.9017
24.70395
117
COMB2
1.5
-64.8271
22.20233
11.81783
0.285902
7.174947
-8.59955
117
COMB2
3
-62.8391
22.20233
11.81783
0.285902
-10.5518
-41.9031
117
COMB3
0
-66.3854
-1.094417
37.18757
1.706004
56.78522
-0.83499
117
COMB3
1.5
-64.3974
-1.094417
37.18757
1.706004
1.00387
0.806635
117
COMB3
3
-62.4094
-1.094417
37.18757
1.706004
-54.7775
2.44826
117
COMB4
0
-71.8596
-24.26207
10.61796
-0.44922
23.39447
-26.2968
117
COMB4
1.5
-69.8716
-24.26207
10.61796
-0.44922
7.467535
10.0963
117
COMB4
3
-67.8836
-24.26207
10.61796
-0.44922
-8.4594
46.4894
117
COMB5
0
-72.2893
-0.9653181
-14.7518
-1.86933
-8.48905
-0.75786
117
COMB5
1.5
-70.3013
-0.9653181
-14.7518
-1.86933
13.63861
0.690115
117
COMB5
3
-68.3133
-0.9653181
-14.7518
-1.86933
35.76627
2.138092
Mekelle university department of civil engineering
May 18,2006
193
Structural design of a G+6 building @ Mekelle as senior project
B) for beams on selected axis
LOAD COMBINATION MULTIPLIERS
COMBO
COMBO
TYPE
CASE
FACTOR
LOAD TYPE
COMB1
ADD
VERTICAL
1 STATIC(DEAD)
TITLE
COMB1
COMB1
COMB1
COMB2
COMB2
COMB2
COMB3
COMB3
COMB3
COMB4
COMB4
COMB4
COMB5
COMB5
COMB5
COMB1
COMB1
COMB2
COMB2
COMB2
COMB3
COMB3
COMB3
COMB4
COMB4
COMB4
COMB5
COMB5
COMB5
ADD
ADD
ADD
ADD
ADD
ADD
ADD
ADD
ADD
ADD
ADD
ADD
ADD
ADD
HPX
HPY
VERTICAL
HPX
HPY
VERTICAL
HPX
HPY
VERTICAL
HPX
HPY
VERTICAL
HPX
HPY
0
0
0.75
1
0
0.75
0
1
0.75
-1
0
0.75
0
-1
STATIC(QUAKE)
STATIC(QUAKE)
STATIC(DEAD)
STATIC(QUAKE)
STATIC(QUAKE)
STATIC(DEAD)
STATIC(QUAKE)
STATIC(QUAKE)
STATIC(DEAD)
STATIC(QUAKE)
STATIC(QUAKE)
STATIC(DEAD)
STATIC(QUAKE)
STATIC(QUAKE)
FRAME ELEMENT FORCES
FRAME
LOAD
LOC
P
V2
V3
T
M2
M3
552
COMB1
0
0.15
-0.50
6.43
1.85
12.83
1.72
552
COMB1
1
0.15
2.33
6.43
1.85
6.40
0.80
552
COMB1
2
0.15
5.16
6.43
1.85
-0.03
-2.94
552
COMB1
3
0.15
7.99
6.43
1.85
-6.47
-9.52
552
COMB1
4
0.15
10.81
6.43
1.85 -12.90
-18.92
552
COMB2
0
-33.16
46.52
15.84
0.86
33.59
57.34
552
COMB2
1
-33.16
48.64
15.84
0.86
17.75
9.76
552
COMB2
2
-33.16
50.76
15.84
0.86
1.91
-39.95
552
COMB2
3
-33.16
52.88
15.84
0.86 -13.93
-91.77
552
COMB2
4
-33.16
55.00
15.84
0.86 -29.77
-145.71
Mekelle university department of civil engineering
May 18,2006
194
Structural design of a G+6 building @ Mekelle as senior project
552
COMB3
0
-2.77
-3.38
552
COMB3
1
-2.77
-1.26
552
COMB3
2
-2.77
0.87
552
COMB3
3
-2.77
2.99
552
COMB3
4
-2.77
5.11
552
COMB4
0
33.38
-47.27
552
COMB4
1
33.38
-45.15
552
COMB4
2
33.38
-43.03
552
COMB4
3
33.38
-40.91
552
COMB4
4
33.38
-38.78
552
COMB5
0
2.99
2.63
552
COMB5
1
2.99
4.75
552
COMB5
2
2.99
6.87
552
COMB5
3
2.99
8.99
552
COMB5
4
2.99
11.11
561
COMB1
0
36.28
-169.86
561
COMB1
1.5
36.28
-84.24
561
COMB1
3
36.28
1.37
561
COMB1
4.5
36.28
86.99
561
COMB1
6
36.28
172.60
561
COMB2
0
-7.69
-81.75
561
COMB2
1.5
-7.69
-17.53
561
COMB2
3
-7.69
46.68
561
COMB2
4.5
-7.69
110.89
561
COMB2
6
-7.69
175.10
561
COMB3
0
23.35
-128.06
561
COMB3
1.5
23.35
-63.84
561
COMB3
3
23.35
0.37
561
COMB3
4.5
23.35
64.58
561
COMB3
6
23.35
128.79
561
COMB4
0
62.12
-173.05
561
COMB4
1.5
62.12
-108.83
561
COMB4
3
62.12
-44.62
561
COMB4
4.5
62.12
19.59
561
COMB4
6
62.12
83.80
561
COMB5
0
31.08
-126.73
561
COMB5
1.5
31.08
-62.52
561
COMB5
3
31.08
1.69
561
COMB5
4.5
31.08
65.90
561
COMB5
6
31.08
130.11
570
COMB1
0
36.42
-178.89
570
COMB1
1.5
36.42
-90.28
570
COMB1
3
36.42
-1.66
570
COMB1
4.5
36.42
86.96
570
COMB1
6
36.42
175.57
570
COMB2
0
-41.83
-84.76
570
COMB2
1.5
-41.83
-18.30
570
COMB2
3
-41.83
48.17
Mekelle university department of civil engineering
-20.71
-20.71
-20.71
-20.71
-20.71
-6.19
-6.19
-6.19
-6.19
-6.19
30.36
30.36
30.36
30.36
30.36
0.76
0.76
0.76
0.76
0.76
5.13
5.13
5.13
5.13
5.13
-1.38
-1.38
-1.38
-1.38
-1.38
-3.99
-3.99
-3.99
-3.99
-3.99
2.52
2.52
2.52
2.52
2.52
-0.39
-0.39
-0.39
-0.39
-0.39
4.41
4.41
4.41
May 18,2006
-13.79
-13.79
-13.79
-13.79
-13.79
1.91
1.91
1.91
1.91
1.91
16.57
16.57
16.57
16.57
16.57
0.12
0.12
0.12
0.12
0.12
0.31
0.31
0.31
0.31
0.31
-1.00
-1.00
-1.00
-1.00
-1.00
-0.12
-0.12
-0.12
-0.12
-0.12
1.18
1.18
1.18
1.18
1.18
0.01
0.01
0.01
0.01
0.01
0.10
0.10
0.10
-41.02
-20.30
0.41
21.12
41.83
-14.34
-8.15
-1.96
4.23
10.42
60.26
29.90
-0.46
-30.82
-61.18
1.68
0.53
-0.61
-1.75
-2.90
14.74
7.04
-0.66
-8.36
-16.06
-2.02
0.04
2.10
4.17
6.23
-12.22
-6.24
-0.26
5.72
11.71
4.54
0.76
-3.02
-6.80
-10.58
-1.43
-0.85
-0.26
0.32
0.91
13.28
6.65
0.03
195
-3.30
-0.98
-0.79
-2.71
-6.76
-54.76
-8.56
35.53
77.50
117.34
5.87
2.18
-3.63
-11.56
-21.62
-160.42
30.16
92.32
26.05
-168.65
16.12
90.58
68.72
-49.46
-263.95
-122.04
21.88
69.49
20.78
-124.25
-256.75
-45.34
69.75
88.53
10.98
-118.58
23.36
68.99
18.29
-128.72
-177.27
24.60
93.56
29.59
-167.31
12.73
90.02
67.61
Structural design of a G+6 building @ Mekelle as senior project
570
COMB2
4.5
-41.83
114.63
570
COMB2
6
-41.83
181.09
570
COMB3
0
28.86
-134.99
570
COMB3
1.5
28.86
-68.53
570
COMB3
3
28.86
-2.07
570
COMB3
4.5
28.86
64.39
570
COMB3
6
28.86
130.85
570
COMB4
0
96.45
-183.58
570
COMB4
1.5
96.45
-117.12
570
COMB4
3
96.45
-50.66
570
COMB4
4.5
96.45
15.80
570
COMB4
6
96.45
82.27
570
COMB5
0
25.77
-133.35
570
COMB5
1.5
25.77
-66.88
570
COMB5
3
25.77
-0.42
570
COMB5
4.5
25.77
66.04
570
COMB5
6
25.77
132.50
579
COMB1
0
27.11
-10.08
579
COMB1
1.5
27.11
-5.84
579
COMB1
3
27.11
-1.60
579
COMB1
4.5
27.11
2.64
579
COMB1
6
27.11
6.88
579
COMB2
0
-49.61
43.70
579
COMB2
1.5
-49.61
46.88
579
COMB2
3
-49.61
50.06
579
COMB2
4.5
-49.61
53.24
579
COMB2
6
-49.61
56.42
579
COMB3
0
28.35
-8.60
579
COMB3
1.5
28.35
-5.42
579
COMB3
3
28.35
-2.24
579
COMB3
4.5
28.35
0.94
579
COMB3
6
28.35
4.12
579
COMB4
0
90.28
-58.82
579
COMB4
1.5
90.28
-55.64
579
COMB4
3
90.28
-52.46
579
COMB4
4.5
90.28
-49.28
579
COMB4
6
90.28
-46.09
579
COMB5
0
12.32
-6.52
579
COMB5
1.5
12.32
-3.34
579
COMB5
3
12.32
-0.16
579
COMB5
4.5
12.32
3.02
579
COMB5
6
12.32
6.20
588
COMB1
0
32.44
-178.65
588
COMB1
1.5
32.44
-90.03
588
COMB1
3
32.44
-1.42
588
COMB1
4.5
32.44
87.20
588
COMB1
6
32.44
175.82
588
COMB2
0
-44.44
-85.55
Mekelle university department of civil engineering
4.41
4.41
4.82
4.82
4.82
4.82
4.82
-5.00
-5.00
-5.00
-5.00
-5.00
-5.40
-5.40
-5.40
-5.40
-5.40
-0.83
-0.83
-0.83
-0.83
-0.83
4.46
4.46
4.46
4.46
4.46
-4.26
-4.26
-4.26
-4.26
-4.26
-5.70
-5.70
-5.70
-5.70
-5.70
3.02
3.02
3.02
3.02
3.02
0.17
0.17
0.17
0.17
0.17
4.91
May 18,2006
0.10
0.10
0.27
0.27
0.27
0.27
0.27
-0.09
-0.09
-0.09
-0.09
-0.09
-0.26
-0.26
-0.26
-0.26
-0.26
-0.19
-0.19
-0.19
-0.19
-0.19
0.13
0.13
0.13
0.13
0.13
-2.08
-2.08
-2.08
-2.08
-2.08
-0.41
-0.41
-0.41
-0.41
-0.41
1.80
1.80
1.80
1.80
1.80
0.56
0.56
0.56
0.56
0.56
0.42
-6.59
-13.21
14.06
6.83
-0.39
-7.62
-14.85
-15.42
-7.93
-0.43
7.07
14.57
-16.21
-8.11
0.00
8.11
16.21
-1.95
-0.72
0.52
1.76
3.00
13.55
6.86
0.16
-6.53
-13.23
-12.12
-5.73
0.65
7.04
13.43
-16.48
-7.93
0.62
9.17
17.72
9.19
4.66
0.13
-4.40
-8.93
0.62
0.36
0.10
-0.16
-0.43
14.32
196
-54.48
-276.27
-135.39
17.25
70.21
23.46
-122.97
-278.64
-53.11
72.72
98.86
25.31
-130.52
19.65
70.13
20.91
-127.99
-23.25
-11.31
-5.73
-6.51
-13.66
136.84
68.91
-3.79
-81.26
-163.50
-20.61
-10.10
-4.36
-3.39
-7.19
-171.72
-85.88
-4.81
71.49
143.01
-14.26
-6.87
-4.24
-6.38
-13.29
-176.26
25.25
93.84
29.50
-167.76
15.62
Structural design of a G+6 building @ Mekelle as senior project
588
COMB2
1.5
-44.44
-19.08
588
COMB2
3
-44.44
47.38
588
COMB2
4.5
-44.44
113.84
588
COMB2
6
-44.44
180.30
588
COMB3
0
30.54
-134.73
588
COMB3
1.5
30.54
-68.27
588
COMB3
3
30.54
-1.81
588
COMB3
4.5
30.54
64.66
588
COMB3
6
30.54
131.12
588
COMB4
0
93.11
-182.43
588
COMB4
1.5
93.11
-115.97
588
COMB4
3
93.11
-49.50
588
COMB4
4.5
93.11
16.96
588
COMB4
6
93.11
83.42
588
COMB5
0
18.12
-133.24
588
COMB5
1.5
18.12
-66.78
588
COMB5
3
18.12
-0.32
588
COMB5
4.5
18.12
66.14
588
COMB5
6
18.12
132.61
597
COMB1
0
30.27
-174.31
597
COMB1
1.5
30.27
-88.70
597
COMB1
3
30.27
-3.08
597
COMB1
4.5
30.27
82.54
597
COMB1
6
30.27
168.15
597
COMB2
0
-81.18
-82.22
597
COMB2
1.5
-81.18
-18.00
597
COMB2
3
-81.18
46.21
597
COMB2
4.5
-81.18
110.42
597
COMB2
6
-81.18
174.63
597
COMB3
0
28.26
-131.35
597
COMB3
1.5
28.26
-67.13
597
COMB3
3
28.26
-2.92
597
COMB3
4.5
28.26
61.29
597
COMB3
6
28.26
125.50
597
COMB4
0
126.59
-179.25
597
COMB4
1.5
126.59
-115.04
597
COMB4
3
126.59
-50.83
597
COMB4
4.5
126.59
13.38
597
COMB4
6
126.59
77.59
597
COMB5
0
17.15
-130.12
597
COMB5
1.5
17.15
-65.91
597
COMB5
3
17.15
-1.70
597
COMB5
4.5
17.15
62.51
597
COMB5
6
17.15
126.73
606
COMB1
0
15.63
-65.91
606
COMB1
0.75
15.63
-34.22
606
COMB1
1.5
15.63
-2.53
606
COMB1
2.25
15.63
29.15
Mekelle university department of civil engineering
4.91
4.91
4.91
4.91
-0.57
-0.57
-0.57
-0.57
-0.57
-4.65
-4.65
-4.65
-4.65
-4.65
0.83
0.83
0.83
0.83
0.83
-0.36
-0.36
-0.36
-0.36
-0.36
4.94
4.94
4.94
4.94
4.94
4.62
4.62
4.62
4.62
4.62
-5.48
-5.48
-5.48
-5.48
-5.48
-5.17
-5.17
-5.17
-5.17
-5.17
-0.83
-0.83
-0.83
-0.83
May 18,2006
0.42
0.42
0.42
0.42
1.47
1.47
1.47
1.47
1.47
0.43
0.43
0.43
0.43
0.43
-0.62
-0.62
-0.62
-0.62
-0.62
-0.77
-0.77
-0.77
-0.77
-0.77
-0.64
-0.64
-0.64
-0.64
-0.64
-0.36
-0.36
-0.36
-0.36
-0.36
-0.51
-0.51
-0.51
-0.51
-0.51
-0.79
-0.79
-0.79
-0.79
-0.79
-0.25
-0.25
-0.25
-0.25
6.95
-0.42
-7.79
-15.15
-0.35
0.51
1.36
2.22
3.07
-13.39
-6.41
0.56
7.54
14.51
1.28
0.03
-1.22
-2.47
-3.71
-1.22
-0.68
-0.13
0.42
0.96
15.17
7.76
0.35
-7.05
-14.46
13.82
6.88
-0.05
-6.99
-13.92
-17.00
-8.77
-0.55
7.68
15.91
-15.65
-7.90
-0.14
7.61
15.37
-1.16
-0.54
0.08
0.70
197
94.09
72.87
-48.05
-268.65
-134.44
17.81
70.37
23.23
-123.60
-280.01
-56.22
67.89
92.29
17.01
-129.95
20.06
70.38
21.01
-128.05
-176.09
21.17
90.00
30.41
-157.61
12.71
87.87
66.72
-50.75
-264.54
-133.87
14.99
67.53
23.75
-116.34
-276.85
-56.12
68.28
96.36
28.13
-130.26
16.76
67.47
21.86
-120.07
-40.12
-2.57
11.21
1.23
Structural design of a G+6 building @ Mekelle as senior project
606
COMB1
3
15.63
60.84
606
COMB2
0
-38.94
112.25
606
COMB2
0.75
-38.94
136.01
606
COMB2
1.5
-38.94
159.78
606
COMB2
2.25
-38.94
183.54
606
COMB2
3
-38.94
207.30
606
COMB3
0
15.05
-51.99
606
COMB3
0.75
15.05
-28.23
606
COMB3
1.5
15.05
-4.46
606
COMB3
2.25
15.05
19.30
606
COMB3
3
15.05
43.06
606
COMB4
0
62.38
-211.10
606
COMB4
0.75
62.38
-187.34
606
COMB4
1.5
62.38
-163.58
606
COMB4
2.25
62.38
-139.81
606
COMB4
3
62.38
-116.05
606
COMB5
0
8.39
-46.87
606
COMB5
0.75
8.39
-23.10
606
COMB5
1.5
8.39
0.66
606
COMB5
2.25
8.39
24.43
606
COMB5
3
8.39
48.19
Mekelle university department of civil engineering
-0.83
12.36
12.36
12.36
12.36
12.36
0.80
0.80
0.80
0.80
0.80
-13.60
-13.60
-13.60
-13.60
-13.60
-2.04
-2.04
-2.04
-2.04
-2.04
May 18,2006
-0.25
0.41
0.41
0.41
0.41
0.41
0.14
0.14
0.14
0.14
0.14
-0.79
-0.79
-0.79
-0.79
-0.79
-0.52
-0.52
-0.52
-0.52
-0.52
1.32
17.69
8.42
-0.85
-10.13
-19.40
0.34
-0.25
-0.85
-1.44
-2.04
-19.43
-9.23
0.97
11.18
21.38
-2.09
-0.56
0.97
2.49
4.02
198
-32.51
205.72
112.62
1.70
-127.04
-273.61
-33.85
-3.76
8.49
2.93
-20.45
-265.89
-116.47
15.12
128.89
224.84
-26.33
-0.09
8.33
-1.08
-28.32
Structural design of a G+6 building @ Mekelle as senior project
Reference materials
Mekelle university department of civil engineering
May 18,2006
199
Structural design of a G+6 building @ Mekelle as senior project
Mekelle university department of civil engineering
May 18,2006
200