ĐỒ ÁN TỐT NGHIỆP NGÀNH XÂY DỰNG ( TIẾNG ANH ) part 4

GRADUATION THESIS

CHAPTER 1

PAGE 1

INSTRUCTOR

DESIGN DRIVEN PILE FOOTING

The goods inspection center has 17 floor include 15 floors, roof and the
basement; Ground level begins at 0.000m , the basement is below ground level at
-1.000m.
1.1.1. Geological information
We have geological information is shown in Table 6.1
Natura
l
Floatin
Dept Densit
Cohesio Frictio
g
Soil
n
h
n
y
Density
laye
angle
h
c

r
γ
γ’
(m)
(kPa)
ϕ (0)
3
(kN/m (kN/m3)
)

Humidity

Modul
e E0
(kPa)

0

0–2

22

-

6.4

10o30’

Basement slab,
Debris

5760

1

2–
34.6

18.7

10.02

1.3

17o30’

Mixed mud
clay,flow state,
floated flow

6278

2

34.6
–
40.3

18.5

9.0

15

23o30’

Mixed sand
with gravel

7950

3

40.3
– 42

19.2

10.2

18.4

26o30’

Clay, half hard
state

8121

4

42 –
46

19

9.7

0

20o30’

Mixed sand

4971

Table 6.1 – Geological information
1.2. Forces for foundation calculation
We use the result from task “5.4 Forces and moments by using “Etab”” at the
plinth to find the highest pair of axial force of the building
We have the highest pair of axial force is show in Table 6.2:
Pair

NDEAD
(kN)
1148
2

(kN.m)

(kN.m)

(kN.m)

(kN.m)

2.9

317.2

1.3

76.6


GRADUATION THESIS

PAGE 2

INSTRUCTOR

Table 6.2 – Forces for foundation calculation
1.2.1. Standard loads
We have standard loads of foundation is shown in Table 6.3:
Pair

Ntc
(kN)

(kN.m)

(kN.m)

(kN.m)

(kN.m)

9984

2.52

275.83

66.61

1.13

Table 6.3 – Standard load of foundation
1.2.2. Materials
Concrete use for foundation is B30; Rb = 17 MPa; Rbt =1.2 MPa,
Eb = 32.5 103Mpa
Concrete use for piles is B25; Rb = 14.5 MPa; Rbt = 1.05, Eb = 30.103MPa
Reinforcement AII : Rs = Rsc = 280 MPa; Es = 21.104 MPa.
Reinforcement AI : Rs = Rsc = 225 MPa; Es = 21.104 MPa
1.2.3. Premilinary design of the pile
Premilinary pile section:
We choose 400x400 (mm) with Ap = 0.16 m2
Reinforcement
with As = 16.08 cm2
Steel ratio:

Pile’s top is at soil layer 2
Length of piles : L = 9 m, amount of pile : 4 piles, total length 9×4 = 36 m
Space is fixed with foundation 0.7 m, include:
+ Reinforcement of pile in foundation > 20ϕ ( = 320mm) choose 50 cm
+ Concrete stay still of pile in foundation 20 cm.
We have the calculation length of pile: 36 – 0.7 = 35.3 m
1.2.4. Premilinary of foundation’s depth
Permilinary design the width of foundation : Bd = 1.5 m


GRADUATION THESIS

PAGE 3

INSTRUCTOR

= > Df = 2.5 m from the bottom of foundation to begin ground level
= > Hd = 1.5m
1.3. Transportation and
Erection check
1.3.1. Transportation check
For the highest moment in pile is the smallest, we need moments at supports and
mid span is approximately.We arrange hooks away top of pile a space = 0.2L = 1.8m
Load on pile by weight it self :
We have load check for transportation is shown in Fig 6.1 and Fig 6.2:

1.8 m

5.4 m

Fig 6.1 - Load on pile

.

1.8 m

Fig 6.2 – Moment on pile
The highest moment at mid span M = 17.32 kNm/m
1.3.2. Check the pile when errect
We check moment in 1 hook case with the hook is arranged away top of pile a
space = 0.3L = 2.7m.
We have load check for erection is shown in Fig 6.3 and Fig 6.4:

2.6 m

6.4 m
Fig 6.3 – Load on pile


GRADUATION THESIS

PAGE 4

Fig 6.4 – Moment on pile
The highest moment at support is M = 36.45 kNm/m
1.3.3. Pile reinforcement check
Choose a = 50 mm
We have
h0 = h – a = 400 – 50 = 350 mm

So the pile is eligible with transportaion and erection,.
1.3.4. Reinforcement for hook
Joint load on hook :
Reinforcement calculation:

Anchor length:

with

is according to “ Table 36 TCVN 5574:2012 “

INSTRUCTOR


GRADUATION THESIS

PAGE 5

INSTRUCTOR

1.4. Determination of
pile’s load capacity
1.4.1. From materials
We calculate from materials’s durability by this formulation:
With : As = 16.08 (cm2): Reinforcement of pile
Ab = 0.16 m2 = 1600 cm2 : Pile area
: The coefficient considering the effect of longitudinal bending
depends on piece level of pile:

1.4.2. From mechanical indicator of soil ( according to “TCVN-10304-2014”)

Maximum load resistance of pile:
: Working coefficient of soil below pile’s top accodring to “ Table 4
TCVN 10304”, Follow by driven pile ;

= 1.1

: Working coefficient of soil above pile’s top according to “Table 4
TCVN 10304”
+ Layer 1: Mixed mud clay = >

= 0.8

+ Layer 2: Mixed sand with gravel = >

=1

: coefficient of average intensity resistance for soil according to
“Table 3 TCVN 10304”
: Load bearing at pile’s top , for 37.3m we have
li: Length of pile layer ith
We have total friction of soil is shown in Table 6.4:
Soil
layer
1

Depth (m)
2.5 - 4.5
4.5 - 6.5
6.5 - 8.5
8.5 -10.5

Z (m)
3.5
5.5
7.5
9.5

li (m)
2.0
2.0
2.0
2.0

fsi
(kN/m2)

IL
0.5

= 4100 kPa

0.8

21.9
22.9
23.8
24.8

(kN/m)
35.04

36.64
38.08
39.68


GRADUATION THESIS

Soil
layer

2

Depth (m)
10.5 - 12.5
12.5 -14.5
14.5-16.5
16.5 - 18.5
18.5 - 20.5
20.5 - 22.5
22.5 - 24.5
24.5 – 26.5
26.5 – 28.5
28.5 – 30.5
30.5 - 32.5
32.5 – 34.5
34.6 – 36.6
36.6 – 37.3

PAGE 6

Z (m)

li (m)

11.5
13.5
15.5
17.5
19.5
21.5
23.5
25.5
27.5
29.5
31.5
33.5
35.55
36.9

2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0

2.0
2.0
0.7

INSTRUCTOR

fsi
(kN/m2)

IL

0.4

25.7
26.7
27.6
28.6
29.5
30.5
31.4
32.4
33.3
34.2
35.2
36.1
50
50

1

Total

(kN/m)
41.12
42.72
44.16
45.76
47.2
48.8
50.24
51.84
53.28
54.72
56.32
57.76
40
14
797.4

Table 6.4 – Friciton of soil

1.4.3. From soil intensity
Maximum load resistance of pile:

We have load resistance by pile’s top is shown in Table 6.5:
Soil
laye
r

Depth

(m)

1

2.5 – 34.6

2

34.6 –
37.3

Z
(m)
18.5
5
35.9
5

li
(m)

ci
kPa

32.1

1.3

2.7

15

17o30
’
23o30
’

σ’vi
(kPa)

fsi
fsili
(kPa) (kN/m)

0.7

209.83

47.6

1527

0.6

370.65

111.7

301

Total
Table 6.5- Load resistance by pile’s top

1828


GRADUATION THESIS

PAGE 7

INSTRUCTOR

Like Terzaghi:

With
: density of soil at pile’s top :

= 18.5 kN/m3.

: Veritcal stress at pile’s top considering the weight of soil
kN
Like Terzaghi φ =

Nγ = 6.54, Nc = 22.43, Nq = 10.82

= > Rc,u min = min(Qa(vl);Rc,u;R2c,u) = min(2714; 2235; 3568) = 2235 (kN)
We have load resistance calculation:

1.5. Foundation
calculation

1.5.1. Amount and arrangement of piles
= > Choose 10 piles
Choose “hd = 1.1 m, Bd = 3.0 m, Ld = 3.88 m”.
We have 10 piles (400x400) and be arranged in Fig 6.5 :


GRADUATION THESIS

PAGE 8

INSTRUCTOR

Fig 6.5 – Foundation’s piles arrangement plan
1.5.2. Loads at piles’s head check
Load of foundation it self:
Reaction load of piles by Nmax, Mxtư, Mytư, Qxtư, Qytư

We have:

We have reaction load at piles’s head is shown in Table 6.6:
Pile
1

xi

yi

(m)

(m)

-0.6

-1.64

x2i

y2i

Σ x2i

Σy2i

PDEADi
(kN)

0.36

2.69

7.2

12.92

1135.69


GRADUATION THESIS

2

3
4
5
6
7
8
9
10

0.6
-1.2
0.0
1.2
-1.2
0.0
1.2
-0.6
0.6

PAGE 9

-1.64
-0.6
-0.6
-0.6
0.6
0.6
0.6
1.64
1.64

0.36
1.44
0
1.44
1.44
0
1.44
0.36
0.36

2.69
0.36
0.36
0.36
0.36
0.36
0.36
2.69
2.69

Table 6.6 – Reaction load of piles
We have all the piles are eligible with

Group piles check :

= > Eligible
We check economic condition if two formulations is eligible:

= > Piles is eligible with two requirements

1.5.3. Stress below pile’s top check
φtb : Average friction angel is calculated by formulation :
Width of conventional foundation Bqư

INSTRUCTOR

1150.23
1154.07
1168.60
1183.14
1183.66
1198.20
1212.73
1216.78
1231.11


GRADUATION THESIS

PAGE 10

Length of conventional foundation Lqu
Conventional foundation area:
Weight of conventional foundation:
Weight of conventional foundation and piles:
Weight of conventional foundation’s soil :
Weight of soil that be taken place by conventional foundation and piles :

Weight of whole convention foundation:
Load on piles:

Stress load below pile’s top

Standard moment at middle of conventional foundation :

Standard load resistance of soil below pile’s top

INSTRUCTOR


GRADUATION THESIS

PAGE 11

INSTRUCTOR

m1 = 1.1 mixed sand with gravel ; m2 = 1; ktc = 1.0 .
c = 15 kPa: Cohesion load at pile’s top = 18,5 kN/m3 : Soil density .
Average soil density of conventional foundation :

= > Eligible for soil resistance.
1.5.4. Settlement check
Settlement stress :

Intital stress

:

We calculate settlement by formulation :

We have settlement calculation is shown in Table 6.7:

Soil
laye
r

Num
1

zi (m)
2

zi/Bm
0.0000

2

3

2

2

0.2273

3

2

0.4545

Lm/Bm
1.102
3
1.102
3
1.102
3

1.0000

(kPa)

(kPa)

203.50

703.5

E
(kPa)

7950

0.9508

193.49

740.5

0.7662

155.92

781.2

Table 6.7 – Settlement calculation

8121


GRADUATION THESIS

PAGE 12

At position zi = 6 m we have
Settlement :

We have:
Eligible

according to “TCVN 9362 – 2012”

1.5.5. Penetration check
We have height of foundation from premilinary:

We have penetration chart is shown in Fig 6.6:

Fig 6.6 – Penetration chart

We have penetration angle = 45 o

INSTRUCTOR


GRADUATION THESIS

PAGE 13

INSTRUCTOR

We have: Fxt = 5027 kN < Fcxt = 5995 kN = > Eligible.
1.5.6. Reinforcement calculation
We have reaction force chart for reinforcement calculation is shown in Fig 6.7:

Fig 6.7 – Reaction force chart
Moment from Y direction: ( Long dimension )


GRADUATION THESIS

PAGE 14

INSTRUCTOR

Reinforcement:

Choose 21φ28a150 ( As = 129 cm2)
Moment from X direction: ( Short dimension )

Reinforcement:

Choose 15φ28a150 ( As =92.4 cm2)
1.6. Premilinary design for all foundations

We have desing for other footings is shown in Table 6.8:
Colum
n
C1
C2
C3
C4
C5
C6
C7
C8
C9
C10
C11
C12

NDEAD (kN)
6264.1
6735.7
6450
5486.5
7849.3
5153.4
10527
9855.3

10681
5932.4
6852
10074

Premilinary
piles
5.2165
5.6092
5.3713
4.5689
6.5365
4.2915
8.7667
8.2070
8.8946
4.9402
5.7060
8.3889

Choosen
Piles
6
6
6
6
6
6
10
10

10
6
6
10

Foundation
sizes
3.3 x 2.1
3.3 x 2.1
3.3 x 2.1
3.3 x 2.1
3.3 x 2.1
3.3 x 2.1
3.882 x 3
3.882 x 3
3.882 x 3
3.3 x 2.1
3.3 x 2.1
3.882 x 3


GRADUATION THESIS

C13
C15
C16
C17
C18
C19
C20

11390
6597
5852.9
6721.5
2226.5
4973.3
7245.8

PAGE 15

9.4855
5.4937
4.8740
5.5974
1.8541
4.1415
6.0340

INSTRUCTOR

10
6
6
6
2
6
6

Table 6.8 – Premilinary design of all foundations

3.882 x 3
3.3 x 2.1
3.3 x 2.1
3.3 x 2.1
1.8 x 1.2
3.3 x 2.1
3.3 x 2.1


GRADUATION THESIS

PAGE 16

INSTRUCTOR

CHAPTER 2 BEAMS, SLABS, COLUMNS
SHUTTER DESIGN
2.1. SHUTTER PLANS FOR THE BUILDING
We choose the plans for shutter :
Slabs , beams shutter we use : wooden formwork, ribs and wood support.
Columns shutter: steel formwork, steel girders and steel support.
Specifications of steel formwork are shown in Table 7.1:
Shutter
number
100
150
200
220
250

300
1500
350
400
450
500
550
600
100
150
200
220
250
300
1200
350
400
450
500
550
600
900
100
150
200
220
250
300
350
400

Shutter sizes
B
L
D
100 1500
55
150 1500
55
200 1500
55
220 1500
55
250 1500
55
300 1500
55
350 1500
55
400 1500
55
450 1500
55
500 1500
55
550 1500
55
600 1500
55
100 1200

55
150 1200
55
200 1200
55
220 1200
55
250 1200
55
300 1200
55
350 1200
55
400 1200
55
450 1200
55
500 1200
55
550 1200
55
600 1200
55
100
900
55
150
900
55
200

900
55
220
900
55
250
900
55
300
900
55
350
900
55
400
900
55

2

F(cm )
4.71
5.46
6.21
6.51
6.96
7.71
8.46
9.21
9.96

11.5125
12.2625
13.0125
4.71
5.46
6.21
6.51
6.96
7.71
8.46
9.21
9.96
11.5125
12.2625
13.0125
4.71
5.46
6.21
6.51
6.96
7.71
8.46
9.21

Geometric features
Weight (kg)
J(cm4)
6.0789
15.390
7.2455

17.664
8.4121
19.389
8.8788
19.968
9.5787
20.743
10.745
21.833
11.9120
22.73
13.078
23.482
14.245
24.1
16.3482
29.353
17.5148
30.001
18.6814
30.575
4.96976
15.390
5.95975
17.664
6.94973
19.389
7.34572
19.968
7.93971

20.743
8.92970
21.833
9.91968
22.73
10.9096
23.482
11.899
24.12
13.6370
29.353
14.6270
30.001
15.617
30.575
3.860563
15.390
4.67392
17.664
5.48727
19.389
5.812622
19.968
6.3006377
20.743
7.113958
21.833
7.927339
22.7
8.7412

23.485

W(cm3)
4.334
4.638
4.843
4.907
4.99
5.101
5.188
5.254
5.312
6.58
6.622
6.684
4.336
4.637
4.843
4.902
4.93
5.1014
5.188
5.254
5.312
6.5718
6.692
6.684
4.336
4.637
4.843

4.902
4.903
5.1024
5.188
5.244


GRADUATION THESIS

Shutter
number
450
500
550
600
100
150
200
220
250
300
600
350
400
450
500
550
600

Shutter sizes

B
L
D
450
900
55
500
900
55
550
900
55
600
900
55
100
600
55
150
600
55
200
600
55
220
600
55
250
600
55

300
600
55
350
600
55
400
600
55
450
600
55
500
600
55
550
600
55
600
600
55

PAGE 17

2

F(cm )
9.96
11.5125
12.2625

13.0125
4.71
5.46
6.21
6.51
6.96
7.71
8.46
9.21
9.96
11.5125
12.2625
13.0125

INSTRUCTOR

Geometric features
Weight (kg)
J(cm4)
9.5540702
24.12
10.9289
29.331
11.7248
30.014
12.5606
30.551
2.751583
15.304
3.388914

17.644
4.024245
19.385
4.279178
19.963
4.661577
20.731
5.298908
21.836
5.9350239
22.71
6.571757
23.425
7.208492
24.11
8.214663
29.331
8.8514294
30.004
9.4881625
30.571

W(cm3)
5.352
6.58
6.692
6.684
4.336
4.647
4.813

4.942
4.903
5.104
5.188
5.254
5.312
6.5718
6.622
6.684

Table 7.1 – Specifications of steel formwork from company Hòa Phát
We have steel formwork from company Hòa Phát is shown in Fig 7.1:

Fig 7.1 - Steel formwork from company Hòa Phát
2.2. CALCULATION FOR LOAD RESISTANCE AND STABILITY OF
SHUTTER AND SUPPORT
2.2.1. Slabs shutter calculation
Definite load:
Motar and steel load:

concrete directly from pile to mold trough:
Load by pouring
Weight load of shutters is definited at Table 7.1. Weight load of wood is according to
“TCXD 1072:1971”:
With wood V group : 500
Choose

to 540

GRADUATION THESIS

PAGE 18

INSTRUCTOR

Load weight of workers and construction tools

:

Load by vibrators
= > Total load:

Space of support rib is 0.5 and space of support rib beam is 1m
Load resistance check
Formwork: we have calculation chart of formwork is shown in Fig 7.2:
q DEAD

= 11.20

500

Fig 7.2 – Formwork calculation chart
Using 1 m formwork .
We have:
Durability check:
Highest moment:

Shutter stress:

Eligible.
Deformation check:
Inertia moment:

Deflection:


GRADUATION THESIS

PAGE 19

INSTRUCTOR

Acceptable deflection:

Eligible.
Support rib:
We use wood for support rib, with the size is (60x100) mm
We calculate support rib as the beam with two supports that effected by distributed
load:

We have calculation chart of support rib is shown in Fig 7.3:
qDEAD = 7.14kN/m

1000

Fig 7.3 – Support rib calculation chart

= > Eligible
Deformation check:

⇒ Eligible
Support rib beam check:


GRADUATION THESIS

PAGE 20

INSTRUCTOR

We choose wood for support rib beam with the size is (60x100)mm
We calculate 1 m support rib beam as a beam with 2 supports is effected by bending
moment

We have calculation chart of support rib beam is shown in Fig 7.4:

Fig 7.4 – Support rib beam calculation chart

= > Eligible
Deformation chart:

⇒ Eligible
Pillar :
We use steel pillar PHOENIX φ 60x49 , thickness 2 mm.
Load resistance [N] = 1700 kg = 17 kN.
According to website: “hDEADp://dangiaohcm.com/cay-chong-tang-4m31779.LLml”
Reaction at supports
= > Eligible.
2.2.2. Beam shutter calculation

Choose mainbeam (300x700 mm) for calculate, use same method for others
- Board thickness : 20 mm, width 300 mm for beam bottom
- Board thickness : 20 mm, width 600 mm for beam side


GRADUATION THESIS

PAGE 21

INSTRUCTOR

2.2.2.1. Loads on formwork
Load weight of motar and reinforcement:

: Mixture motar and reinforcement weight load
Pressure of pouring concrete:

concrete directly from pile to mold trough:

Load by pouring
Weight load of shutters is definited at Table 7.1. Weight load of wood is according to
“TCXD 1072:1971”:
With wood V group : 500

to 540

Choose
Load weight of workers and construction tools

:

Load by vibrators
= > Total vertical load:

= > Total horizontal load:

2.2.2.2. Load resistance check
Beam side’s formwork calculation:
Distributed load:

We arrange vertical ribs along the length of the board with a distance 0.4m (equal
with the length of beam bottom’s rib)
We have calculation chart of beam side’s formwork is shown in Fig 7.5:


GRADUATION THESIS

PAGE 22

INSTRUCTOR
q = 15.72 kN/m

400

Fig 7.5 – Beam side’s formwork calculation chart
We have:

Durability check:

⇒ Eligible.

Deformation check:

⇒ Eligible
Beam side’s formwork calculation ( For honrizontal load):
Distribute load along formwork length:

We use wooden plank with length is 520mm, size is
formwork as the basic beam with distribute load is
space

, we calculate the
. Calculation

, With the supports is the support post and slant support
We have:


GRADUATION THESIS

PAGE 23

INSTRUCTOR

Durability check:

⇒Eligible
Deformation check:

⇒ Eligible.
Slant support:

We calculate the slant support as a tensile with rod – axial compression with vertical
force is placed at top :

Durability check:

= > Eligible.
Stability check:

We have formulation:

= > Eligible
Beam bottom’s formwork calculation:
Use wooden plank with width is 300mm, and thickness is 20 mm.
Distribute load:

We arrange the horizontal ribs with 0.4m distance and it is shown in Fig 7.6:


GRADUATION THESIS

PAGE 24

INSTRUCTOR
qDEAD = 7.86kN/m

400

Fig 7.6 – Beam bottom’s formwork calculation chart
We have:

Durability check:

⇒ Eligible.
Deformation check:

⇒ Eligible
Beam bottom’s ribs check:
Distributed load along the ribs length:

Vertical load by pouring the concrete:

We have calculation chart of beam bottom’s ribs is shown in Fig 7.7 and Fig 7.8:


GRADUATION THESIS

PAGE 25

INSTRUCTOR

Fig 7.7 – Vertical load on beam bottom’s ribs calculation chart

Fig 7.8 – Moment on beam bottom’s ribs calculation chart

⇒ Eligible.
We have deformation chart of beam bottom’s ribs is shown in Fig 7.9:

Fig 7.9 – Deformation chart of beam bottom’s ribs
Maximum deflection
⇒ Eligible

Support post calculation:
We have :

Because of the load on the beam support post is lower than load on slab support post
so we use slab support post.
2.2.3. Columns shutter
2.2.3.1. Formwork calculation
C13 column has size 900x700 (mm), we use steel formwork Hòa Phát with the
size (1500x500x55mm; 1500x400x55mm và 1500x200x55mm).
Definite load:
According to “TCVN 4453-95” we definite the pressure of pouring concrete by this
formulation: