UTRACON OVERSEAS PTE LTD 7E Pioneer Sector 1, Singapore 628446 Tel: +6564153078 Fax: +65 68631928 E-mail :
[email protected] Website : www.utracon.com Co. Reg. No. 200105453W
������������ �� � ��� ������ ������ ��� ����� ���� �� ����� �������
������ �� ������ ���� �������� ������ �����������
������ ����������� ���������� ���������� ��� �����������������
�������� �
���� ����������
�������� �� ����
������� �� ���
PROJECT SUBJECT CONTRACTOR
1.0
CODE OF PRACTICES USED
a. b. c. d. 2.0
: CONSTRUCTION OF A NEW BRIDGE ACROSS THE RIVER NILE AT JINJA : SYSTEM WALL FORMWORK FOR ABUTMENT 2 : UTRACON OVERSEAS PTE LTD
BS 5975 : 1996 -- Code of Practice for Falsework BS 5268 : 2002 -- Code of Practice for Structural Use of Timber BS 5950 : 2010 -- Design of Steel Structure BS 8110 : 1997 -- Structural Use of Concrete
DESIGN INFORMATION
a.
Concrete density
γ
=
26.00
3
kN/m
BS5975 Table E2
2
b.
Formwork dead load
f
=
0.50
kN/m
c. d.
Construction live load with heaping load Yield stress for Grade Q235 Steel
c pγ
= =
1.50 235.00
kN/m
N/mm
2
e.
Allowable Bending Stress for Steel
pba
=
117.50
2
f.
Allowable Bending Moment for HT20 Timber
=
5.00
N/mm kN-m
g. h.
Allowable Shear Capacity for HT20 Timber Permissible Bending Stress for Timber
11.00 14.00
kN
Fpb
= =
i.
Allowable Bending Stress for Timber
Fba
=
10.50
N/mm
2
j.
Permissible Shear Stress for Timber
Fpv
=
1.52
N/mm
2
2
BS5975 Annex E7 ( c ) BS5950 Table 9 FOS = 2
N/mm2
BS5268 Table 101 BS5268 Table 8
k.
Allowable Shear Stress for Timber
Fav
=
1.14
N/mm
2
l.
Permissible Compression Stress for Timber
Fpv
=
10.00
N/mm
2
m. Allowable Compression Stress for Timber
Fac
=
7.50
N/mm
2
n.
Allowable Bending Stress for Plywood
Fbp
13.30
N/mm2
o.
Alowable Shear Stress for Plywood
Fvp
1.91
N/mm2
p.
Allowable Deflection Limits = L/270 or 3mm whichever is greater
r.
Failure Load of �60mm O.D 4mm thk Ring Lock
=
150.00
kN/leg
Test Report
s.
Allowable capacity of �60mm Standard
=
75.00
kN/leg
FOS = 2
t.
Failure Load of �48mm O.D 4mm thk Ring Lock
=
90.00
kN/leg
Test Report
u.
Allowable capacity of �48mm Standard
=
45.00
kN/leg
FOS = 2
=
BS5268 Table 8
BS5268 Table 44
Note: For timber,using permissible stress approach of which the FOS is 1.4DL and 1.6 for LL. In order to comply with work safety requirement, apply "Permissible" x 1.5/2 factor to obtain the "Allowable" stress value with the FOS = 2.
For HT20 Timber Beam: Young's modulus Section Modulus Moment of Inertia
E Z I
= = =
8.00 461.00 4,613.00
kN/mm 3 cm cm4
For 18mm Plywood Young's modulus
E
=
8.00
kN/mm2
For Horizontal waler: 2 - 120x53x5.5t C-Channel Young's modulus Shear area Section modulus Modulus of inertia
E A Z I
= = = =
210.00 2,640.00 115.40 692.00
kN/mm2 2 mm cm3 4 cm
� �� �
2
79 0
740
144 1
76 0
88 0
828
WM 01
630
15 1 5
380
5 4 5
W M 21
2 0 M N
1 0 M N
8 0 5
N M 11
900
701
8 7 4
W M 23
800
700
1418
3 0 M N
W M 25
800
N M 13
700
0 0 9 5 0 M W
1 0 M N
650
14 90
900
9 00
9 40
900
0 0 9
1 739
900
701
800
700
9 2 7 1
458
8 7 4
N M 06
0 0
7
4 0 M N
4 0 0 M 0 N 8
3 0 M N
0 0 8
0 5 7
3 0 M N
0 5 7
NM 08
2122
798
64 7
149 7
900
9 00
2 2 7
9 40
9 00
3 0 M N
189 2
0 0 8
6 0 M W
0 0 7
4 0 M N
90 0
2 0 M N
144 8
7 00 2 2 7
3 0 0 M 0 N 8
3 0 M N
14 16
900
900
1 6 5
N M 07
2 0 M N
8 34
0 0 7
940
184 7
0 0 7
9 00
8 50
5 06
NM1 0
0 0 7 4 0 M N
700
800
7 00
N M06
1 0 M N
2 0 M N
0 0 9 2 0 M N
0 0 9
0 6 8
N M0 8
900
9 00
8 50
900
850
650
94 0
1 945
Console bracket 104 0
9 40
90 0
900
140 7
7 00
800
700
940
103 0
Console bracket
0 3 0 1
3 7 5 8 9 7
0 0 9 1 0 M N
0 0 9
701
8 00
5 0 M W
Tie rod system
Pull push prop 0 5 2 5
0 0 9 0 0 9
NM 05
900
Timber plank
Tie rod system
W M 04
1 0 0 0 M 9 N
0 0 9
0 3 0 1
Push-pull prop 1 570
8 0 M W
0 0 9
W M 10
149 0
0 3 7 1
45 6
W M1 1
650
0 0 8 0 5 7
N M 06
7 85
7 0 M W
0 0 9
W M 2 6 W M 12
8 5 2 1
N M0 5
9 50
N M08
0 0 9
NM 07
0 0 1 1
54 8
8 0 5
1 0 0 M 0 N 9
0 5 7
800
4 0 0 M 0 N 8
0 8 7
0 0 9
W M2 5
9 00
NM 07
9 00
92 5
0 5 7
N M 08
0 0 9 1 0 M N
9 00
0 5 7
9 40
80 0
W M 15 W M 18
N M 07
0 0 7
8 0 5
W M 23
940
NM 08
0 0 7
700
8 7 4
4 0 0 M 0 N 8
W M 22
1416
W M1 4 W M1 7
20 86
0 5 7
85 0
900
W M13 W M 16
W M 24
500
94 0
0 0 0 1
Concrete base
700
TYPICAL SECTION
TYPICAL LAYOUT PLAN
� �� �
0 0 9
NM 05
NM 09
798
W M 2 6
2 0 M N
104 0
0 3 0 1
1 0 0 0 M 9 N
NM 0 5
0 0 7
W M1 9 W M2 0
W M 2 6
700
N M 07
650
0 0 9
0 5 7
0 5 7
W M 2 6
2 0 M N
2 2 7
3 0 0 M 0 N 8
4 0 M N
8 50
8 9 7
N M0 6
N M 06
0 0 7
9 00
3 7 5
NM 12
0 8 7
N M0 5
162 7
850
W M 04
2 0 0 M 0 N 9
1 0 M N
0 0 9
850
1572
0 0 9
0 0 9
W M 22
910
W M 03
0 6 7
50 0
900
W M 02
W M 2 6
W M 2 6
9 00
A)
CALCULATION OF CONCRETE PRESSURE
Rate of concrete placement Concrete temperature Concrete density Height of pour Column/wall thickness Coefficient depend on the size and shape of the formwork (wall =1;column = 1.5) Coefficient of the constituent material of the concrete
R T h d C1
= = = = = =
2.50 28.00 2,500.00 4.60 500.00 1.00
m/hr ˚C 3 kg/m m mm (BS8110 4.1.4)
C2
=
0.60
(BS8110 4.1.4)
ρ
Temperature coefficient
K
= {36/(T+16)} 0.67
Vertical form or concrete discharge height whichever is greater
H
=
2
4.60
m
The maximum lateral pressure exerted by the plastic concrete shall be the smaller of the following: a)
b)
Pmax
Pmax
= =
ρ [C1√R +C2K√(H-C1√R)]/100
= =
ρh/100
56.98
115.00
Therefore:Design Pressure
2
kN/m
kN/m2 P P
= Least pressure value of (a) or (b) = 56.98 kN/m2
DEPTH OF HYDROSTATIC PRESSURE
Hs
= =
P/ρ 2.28
m
Hs
=
2.28
m
Ht
=
2.32
m
Width of plywood Plywood thickness Support spacing Design concrete pressure Allowable bending stress for plywood
b t L P Fba
= = = = =
1,000.00 18.00 335.00 56.98 13.30
Allowable shear stress for plywood
Fva
=
Young's modulus X-section area, A = bt 2 Section Modulus, Z = bt /6 3 Modulus of Inertia, I = bt /12
E A Z I
= = = =
Loading on member (UDL)
w
= Pxb 56.98 2 = wL /10 = 0.64 = 0.60wL
Hs
H
Ht
B) DESIGN OF PLYWOOD FORM BODY
Bending Moment (3 spans continuous beam with UDL) Shear
M V � �� �
mm mm mm 2 kN/m 2 N/mm
N/mm2 8.00 kN/mm2 18,000.00 mm2 3 54,000.00 mm 4 486,000.00 mm 1.91
kN/m kN-m
(3 spans continuous beam with UDL) Bending Stress
Shear Stress
fb
fv
Allowable Deflection Actual Deflection (3 spans continuous beam with UDL)
C)
= = = < = = < = = = = <
11.45
kN
11.84 13.30
N/mm 2 N/mm
0.64 1.91 L/270 or 3mm 1.24 4 wL /145EI 1.27 3.00
N/mm N/mm2
M/Z 2
OK!
V/A 2
mm or mm mm
OK! 3.00
OK!
DESIGN OF VERTICAL RUNNER (HT20 Timber Beam)
L
Ra
Rb
Support span Spacing of vertical runner Concrete pressure Material used Allowable bending stress for HT20 Timber Allowable shear stress for HT20 Timber Young's modulus Section modulus Modulus of Inertia
E Z I
Loading on member (UDL)
w
Bending Moment (simply supported beam with UDL)
L s P
M
V
Shear
(simply supported beam with UDL) Allowable deflection Actual deflection (simply supported beam with UDL)
D)
= 1,000.00 mm = 335.00 mm 2 = 56.98 kN/m = H20 Timber beam = 5.00 kN-m = 11.00 kN 2 = 8.00 kN/mm = 461.00 cm3 4 = 4,613.00 cm = = = = < = = < = = = = <
Pxs 19.09 2 wL /8 2.39 5.00 wL/2 9.54 11.00 L/270 3.70 4 5wL /384EI 0.67 3.70
1,300.00 1,000.00 56.98 210.00 117.50 70.50 2,640.00 115.40 692.00
kN/m kN-m kN-m
OK!
kN kN
OK!
mm mm mm
DESIGN OF HORIZONTAL WALER (Twin 120x53x5.5t C-channel)
Support scpacing Bearer spacing Design concrete pressure Young's modulus Allowable bending stress for steel Allowable shear stress for steel Shear area Section modulus Modulus of inertia
L s P E
= = = =
A Z I
= = =
Loading on member (UDL)
w
= Pxs = 56.98
� �� �
mm mm kN/m2 2 kN/mm 2 N/mm N/mm2 2 mm cm3 4 cm
kN/m
OK!
mm
wL /8 12.04 wL/2 37.04 M/Z 104.31 117.50 V/A 14.03 70.50 L/270 4.81 4 5wL /384EI 1.46 4.81
Maximum Force on Tie rod
=
74.07
kN
Permissible load for �15mm tie rod
= >
90.00 74.07
kN kN
M V fb
Shear Stress
fv
Allowable Deflection Actual Deflection (simply supported beam with UDL)
E)
F)
2
= = = = = = < = = < = = = = <
Bending Moment (simply supported beam with UDL) Shear (simply supported beam with UDL) Bending Stress
kN-m kN 2
N/mm N/mm2
OK!
2
N/mm 2 N/mm
OK!
mm mm mm
OK!
DESIGN OF FORM TIES
OK!
DESIGN OF LIFTING HOOKS
18
100
113
113
113
80
18 0 1 1
2 5
R26
20
30
0 7
6
90 468
G)
Weight of the formworks
W
1.50 3.00 W*9.80 29.40 18.00 254.47
tons tons
d A
= = = = = =
Design load
P
Hook diameter X-area Permissible tensile stress
py
=
235.00
N/mm
Tension capacity of the hook
PT
= A*py 59.80 = 29.40 >
= =
Check CHS Bracket � �� �
2.0
1.0
hook
kN mm 2 mm 2
kN kN
DESIGN OF WALKWAY BRACKETS
Design Live Load for the platform
FOS =
2
220.0 kg/m *9.8/100 2 2.16 kN/m
OK!
X 48
w
RA
6 4 3
C
RB 48
L'
R β
L
L'
1 9 1
X β
distance between two bracket overhang length
= =
0.70 35.60
˚
= =
1.20 0.60
m m
m
Loading on member Reaction on member, R A = wL/2
w RA
= =
5.17 1.81
kN/m kN
Reaction on member, R B = wL/2 Force on Member C X-area of Ø48x3.5 CHS Compression capacity of Ø48x3.5 CHS
RB C A
= = = = >
1.81 3.11 489.10 114.94 3.11
kN kN 2 mm kN kN
=
3.62
Force on Member R
FOS =
OK!
kN
Bearing Stress (CHS) 106
22 0 7
0 7
186
Thickness of Plate Use minimum diameter of bolts Bearing strength Bearing capacity
6
t
=
6.00
d pbb
= =
pbb
= = >
20.00 460.00 d t pbb 55.20 3.62
= = = = =
20.00 Grade 4.6 314.16 240.41 160.00
6
mm mm N/mm2 kN kN
OK!
Shear Capacity of Bolts Diameter of bolts Grade of Bolts Shank area Thread area Shear Strength Bearing strength
d
As
ps pbb =
Shear Capacity
Bearing capacity
� �� �
mm 2
mm mm2 N/mm2 2
460.00 = 2psAs 76.93 = 3.11 >
N/mm Double shear kN OK! kN
= d t pbb 55.20 = 3.11 >
kN kN
OK!
2.00
H)
DESIGN OF SIDE RAKER PROPS ( �60mm pipe)
B H
= =
1,670.00 2,500.00
θ
=
55.00
mm mm ˚
H
θ
B
The purpose of these raked props are mainly for the adjustment of vertical alignment. However, design for Wind load ww = Wind load 0.50 kN/m2 Lateral load from concrete e = 2.50% Assume: Only top rakers resist the load for design. Height of column Width of column Depth of Cclumn Concrete load, P = ρ*(BxDxH)*9.8/100
H B D P
= = = =
4.60 2.40 0.50 135.24
m m m kN
Total Lateral Force on Prop, P H = P*e + ww*B*H
PH
=
8.90
kN
3.24
mm
Material Used :-
�60mm
X-section Area Radius of gyration
A rc
= =
577.75 20.10
mm2 mm
Unbraced Length
lcr
=
2,756.01
mm
Modulus of Elasticity of Steel Yield Stress of Steel Imperfection factor, λc=√fy/1440*[lcr/rc] Slenderness ratio, 2 Ø = 0.50*[1+α(λc-0.2)+λc ]
E fy α λc
= = = =
2,000,000.00 N/mm2 2 235.00 N/mm 0.49 1.46
�
=
Stress reduction factor
Xc
Hence, the utilimate compression capacity
P
= = = = =
1.87 1/[Ø+√Ø2-λc2] 0.33 Xc*fy*Ac 44.53 kN 22.26 kN
Allowable load capacity
For inclined angle of Axial force on raked Props
θ PR
� �� �
= = = <
55.00 PH /cosθ 15.52 22.26
(Max. Column size)
Circular Hollow Pipe
for Hollow, cold form section
FOS =
2.0
˚
kN kN
(Tension or Compression) OK!
������� �������� ��� ��� �� ������� ������ � ��������� ������ ��� � ��� ��������
��� � ��� ��������
������ � ������������������� ������� � ���������������
