Transcript 3D-Dynamic design for reinforced versus prestress concrete for Al-Huriya building Prepared by Nizar Abed Al-Majeed Salameh Mohamed Khaled Abu-Al Huda Supervisor Dr.

3D-Dynamic design for reinforced versus prestress concrete
for Al-Huriya building
Prepared by
Nizar Abed Al-Majeed Salameh
Mohamed Khaled Abu-Al Huda
Supervisor
Dr. Imad Al-Qasem
CHAPTER ONE
INTROUCTION
The project is a structural analysis and 3D-Dynamic design of an office building in
Ramallah city, known as AL-Huriya, which consists of a seven stories, with 3.5
height except the first floor with 4m story height.
The building will be first designed under a static load, after that we will study the
building for dynamic , finally a prestress concrete will be used to design the
building to compare it with the reinforcement concrete, to conclude many factors
that should be taken into consideration in designing any structure. These include
economic factors , durability and the safety of its inhabitants.
Materials
System
Part
F’c
fy
Reinforced Concrete
Slab
250 kg/cm2
4200 kg/cm2
Beams
250 kg/cm2
4200 kg/cm2
Columns
500 kg/cm2
4200 kg/cm2
Footings
250 , 500 kg/cm2
4200 kg’cm2
slab
6000Psi
243Ksi
Columns
500 kg/cm2
4200 kg/cm2
Footings
250 , 500 kg/cm2
4200 kg/cm2
Prestress Concrete
Loads
Live load
0.4ton/m2
Super imposed load
0.3ton/m2
CHAPTER TWO
SLAB
One way solid slab is used only as slab system
Use slab thickness of 17cm , according to deflection requirement
In design phase of the slab, there are two strip(1m) taken as a model.
Loads distribution
Strip I
Wu=1.51
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Strip II
Wu=1.51
[email protected]
Moment distribution
Strip I
Strip II
Use 4Ф12mm for negative and positive moment
CHAPTER THREE
BEAMS
Beams in this part of the project will be designed using reactions from beam
model in SAP2000.
The girder system is used to design the building, and all of the beams are dropped;
multi span and large space beams are used in all floors.
The system of the building consist of a four beams group (B1, B2, B3, B4)
And a two group of girders (G1, G2).
Moment Design
Parameter
Dimensions
Mn
As
Vn
Vc
Vs
Av
S
Units
cm
ton.m
cm2
ton
ton
ton
cm2
cm
Design for Moment
Positive Moment
Negative Moment
Final Results
Exterior spans
Ρ
0.0102
As
25.45
Mn
1.31
Interior span
ρ
0.0033
As
7.62
Interior supports
Mn
ρ
As
58.76
0.0091
22.90
0.0112
58.88
3.44
0.0033
14.70
152.17
0.0113
49.06
183.76
0.0141
63.78
-
-
-
129.34
0.0094
44.16
263.26
0.0133
78.50
-
-
-
-
-
-
Beams
B1
Dimensions
30x80
Mn
65.61
B2
50x90
168.82
B3
50x90
B4
60x100
Positive Moment
Final Results
Girders Dimensions
Exterior spans
Negative Moment
1st interior spans
Mn
ρ
As
Mn
ρ
As
2nd interior spans
Mn
ρ
1st interior supports
2nd interior supports
As
Mn
ρ
As
Mn
ρ
As
G1
50x90
164.24
0.0123
53.97
51.99
.0036
19.63
117.93 .0085
39.25
163.62
0.0123
53.97
141.8
0.0104
40.06
G2
90x100
384.78
0.0129
112.54
219.22
.0069
64.31
62.57
32.15
411.27
0.0141
120.58
209.44
0.0066
56.27
.0033
Shear Design
Design for Shear
Final Results
Exterior spans
Interior span
Beams
Dimensions
Vn
Vc
Vs
Av
S
Vn
Vc
Vs
Av
S
B1
30x80
31.746
18.855
12.890
1.57
35
21.250
18.855
2.395
1.57
35
B2
50x90
80.10
35.61
44.49
3.14
25
54
35.61
18.39
3.14
40
B3
50x90
77.22
35.61
41.61
3.14
25
25.10
35.61
14.875
3.14
40
B4
60x100
69.69
47.76
21.43
3.14
45
-
-
-
-
-
Final Results
Exterior spans
Vs
1st interior spans
Girders
Dimension
s
Vn
Vc
Av
S
G1
50x90
93.49
35.61
57.88 3.14 20
75.44
35.61 39.83 3.14
G2
90x100
229.1
71.64
157.4 3.14
202.6
71.64
5
Vn
Vc
Vs
131
Av
3.14
2nd interior span
S
Vn
Vc
Vs
Av
S
25
92.26 35.61 56.65
3.14
20
5
99.52 71.64 27.88
3.14
45
Final Results
For positive moment (span)
Negative moment (support)
Beam
Exterior
1st interior
2nd interior
1st interior
2nd interior
B1
10Φ18
3Φ18
-
9Φ18
-
B2
12Φ25
3Φ25
-
10Φ25
-
B3
13Φ25
-
-
9Φ25
-
B4
16Φ25
-
-
-
-
G1
11Φ25
4Φ25
8Φ25
11Φ25
10Φ25
G2
14Φ32
8Φ32
4Φ32
15Φ32
7Φ32
CHAPTER FOUR
COLUMNS
sixteen columns having a rectangular section, and eight columns having a
circular section, will be designed.
All the columns in this project are classified into two groups depending on the
ultimate axial load and the shape.
The ultimate axial load on each column is from the Reaction of beams
Columns number
Ultimate load(ton)
C1
C2
C3
C4
C5
144.24
60.96
179.18
452.71
287.65
Ultimate loads from seven
stories(ton)
1009.68
426.72
1254.26
3168.97
2013.55
Group (1)
C1,C2,C3
Rectangular
Group (2)
C4,C5
Circular
Final Results
Summary of result
Group
Pu
(ton)
Dimensions(h*b)(cm)
spirally (D)(cm)
ρ
As(cm2)
# of bars
Shear reinforcement
I
1254.26
100*50
0.0152
76.04
16 Φ25mm
4 Φ10mm/30cm
II
3168.97
Spiral, D=100
0.0206
267.41
34 Φ32mm
Φ10mm(spirally)
CHAPTER FIVE
FOOTING
In this chapter the footing will be designed, all footings in this part of the project
will be isolated (single) footings.
The design will depend on the total axial load carried by each column.
The footings are classified into two groups
Group
ID
Columns
included
Loads (ton)
Dead load
Live load
F1
C1,C2,C3
726
203
F2
C4,C5
1698
504
Group F1 Design
Flexure Design
X-Y Direction Steel Design
Mu =
107.12
ton.m
ρ=
As =
As min =
0.0023
25.62
21.6
cm2
cm2
Use As =
25.62
cm2
Bar Diameter
25
mm
# of Bars Needed
6
Spacing
16.67
Use
Main Steel
6ф25/ m
Or
1ф25/16cm
Shrinkage Steel
5ф25/20cm
cm
Group F2 Design
Flexure Design
X-Y Direction Steel Design
Mu =
274.80
ton.m
ρ=
As =
As min =
0.0025
43.24
32.4
cm2
cm2
Use As =
43.24
cm2
Bar Diameter
32
mm
# of Bars Needed
6
Spacing
16.67
Use
Main Steel
6ф32/ m
Or
1ф32/16cm
Shrinkage Steel
5ф32/20cm
cm
Final Results
Footing
ID
Footing Dimentions (m)
Bottom Steel
Top Steel
Width
Length
Thickness
Long dir.
Short dir.
Long dir.
Short dir.
F1
4.6
5.1
1.2
6ф25/ m
6ф25/ m
3ф25/20cm
3ф25/20cm
F2
7.45
7.45
1.8
6ф32/ m
6ф32/ m
3ф32/20cm
3ф32/20cm
Ground Beam Design
Final Result
Dimensions
Bottom & Top Steel
G.B
Width(m)
Depth(m)
exterior
interior
Support
G.B I
0.4
0.7
7Ф20
5ф18
7Ф25
G.B II
0.5
0.75
9Ф25
5ф18
10ф25
Static vs. Dynamic analysis
Static analysis
Our representative element will be the bending moment at the mid span of the interior
span in the 2nd frame for each model.
We will take model for three stories , seven stories and ten stories then read the
moment due to dead load and live load.
Moment due
Three Stories
Seven Stories
Ten Stories
Average
Live Load
9.7
9.52
9.72
9.54
9.82
9.66
Dead Load
25.38
24.93
25.46
24.99
25.77
25.31
As the result shows, the common practice is correct for interior floors in static analysis
Columns Comparison
Our representative element will be the axial force due to live load .
We will take model for three stories , seven stories and ten stories ,then read the
axial force for corner , edge and interior columns in the bottom of each model.
SAP 2000 Analysis Results
Axial Force For
Three Stories
Seven Stories
Ten Stories
Corner Column
43.32 ton
105.98 ton
157.76 ton
Edge Column
86.68 ton
207.98 ton
302.27 ton
Interior Column
241.98 ton
485.37 ton
676.77 ton
Tributary area
Tributary area Results
Live Load = 0.4 ton/m2
Axial Force For
Three Stories
Seven Stories
Ten Stories
Corner Column
43.03 ton
100.41 ton
143.44 ton
Edge Column
93.66 ton
218.53 ton
312.19 ton
Interior Column
187.31 ton
437.06 ton
624.38 ton
Dynamic Analysis
Using SAP 2000 Software
# of Stories
One
Three
Seven
Ten
Seven+Elcento
T(sec)
Mass Participation Ratio
Direction
0.534228
0.995042
X-Direction
0.435512
0.996652
Y-Direction
1.099129
0.965566
X-Direction
0.882423
0.970756
Y-Direction
2.092426
0.932716
X-Direction
1.65703
0.938386
Y-Direction
2.806996
0.913832
X-Direction
2.21439
0.91895
Y-Direction
2.092426
0.932716
X-Direction
1.65709
0.938386
Y-Direction
CHAPTER SEVEN
PRESTRESS CONCRETE
Introduction
Prestress concrete is not a new concept, it’s backing to 1872. (Jackson), an engineer
from California, patented prestressing system that used a tie rod to construct beams or
arches from individual blocks.
The most practical development in prestressed concrete occurred from (1920 – 1960).
We will design the prestress building for gravity loads only, and the punching
shear excluded from this study.
(ACI units is used)
Material properties and loads
Material properties:f’c =6000 Psi
fpu = 270 Ksi
fpe= 159 Ksi
Use strands = 1.0 inch.
Loads:live load (LL) = 80 Psf
Super Imposed Load (SID) = 60 Psf
f’ci = 4200 Psf
fpy =243 Ksi
fy = 60000 Psi
Pe= 257597 Ib
Slab thickness = Slab thickness =
= 13.13 inches.
Take slab thickness = 13.5 inches.
Slab Design for prestress system
Check stresses:1) check allowable stresses for the prestressing force and the slab
own weight.
2) Check the ultimate strength .
Columns design for Prestress system
Sixteen columns having a rectangular section, and eight columns having a circular section, will
be designed.
All the columns in this project are classified into two groups depending on the ultimate axial load
and the shape.
The ultimate axial load on each column is from the Tributary area.
Columns number
C1
C2
C3
C4
C5
Ultimate loads from seven stories(ton)
606.06
1119.30
s
1210.70
1725.00
2240.00
Group (1)
C1,C2,C3
Group (2)
C4,C5
Final Results
Summary of result
Group
Dimensions(h*b)(cm)
spirally (D)(cm)
ρ
As(cm2)
# of bars
Shear reinforcement
I
95*55
0.0123
28.16
8 Φ22mm
4 Φ10mm/25cm
II
Spiral, D=90
0.0142
3
128.68
16 Φ32mm
Φ10mm(spirally)
Footing design for prestress system
All footings in this part of the project will be isolated (single) footings.
The design will depend on the total axial load carried by each column.
The footings are classified into two groups
Group
ID
F1
F2
Columns
included
C1,C2,C3
C4,C5
Loads (ton)
Dead load
Live load
694
236
1284
437
Group F1 Design
Flexure Design
X-Y Direction Steel Design
Mu =
108.34
ρ=
0.0020
As =
24.34
cm2
As min =
23.4
cm2
Use As =
24.34
cm2
Bar Diameter
25
mm
# of Bars Needed
5
Spacing
20
Use
Main Steel
Or
5ф25/ m
1ф25/20cm
Shrinkage Steel
5ф25/20Cm
ton.m
cm
Group F2 Design
Flexure Design
X-Y Direction Steel Design
Mu =
222.97
ρ=
0.0031
As =
42.71
cm2
As min =
27
cm2
Use As =
42.71
cm2
Bar Diameter
28
mm
# of Bars Needed
7
Spacing
14.29
Use
Main Steel
Or
7ф28/ m
1ф28/14cm
Shrinkage Steel
5ф28/20cm
ton.m
cm
Final Results
Footing Dimentions (m)
Bottom Steel
Top Steel
Footing
ID
Width
Length
Thickness
Long dir.
Short dir.
Long dir.
F1
4.65
5.05
1.3
5ф25/ m
5ф25/ m
3ф25/20cm
F2
6.6
6.6
1.5
7ф28/ m
7ф28/ m
3ф28/20cm
Short dir.
3ф25/20c
m
3ф28/20c
m