柱模板计算 英文版

Enq / Job Title :
Lisboa Palace - Column Formwork (Max 2.3m Height)
Enq / Job No. : Sheet No.
2
Drawing No. : Date Initials
CALCULATION Design of 18 mm Plywood
Maximum Deflection =
0.0202
x
8.0562 x 9350 x
3 600 1429166.667
x
2
=
1.3153 mm 2.222 mm OK
< L/270 =
Enq / Job Title :
Lisboa Palace - Column Formwork (Max 2.3m Height)
Pmax =
Dh OR 2.3
a= 2.238
2 = 55.2 kN/m
Pmax = D[C1R
0.5
+ C2K(H-C1R ) ] 0.062
0.5 0.5
2 = 53.71 kN/m 2 Take smaller Pmax = 53.71 kN/m
53.71 Pressure Diagram
Table 1 Wall Column
= =
53.71 x 1000 x
0.25 18
/
2
= 6.7135 kN = 18000 mm2 = < 0.373 N/mm2 0.795 N/mm2 OK
Maximum Deflection =
1 145
x 53.708 x 178500 x
250 486000
x
1
= 0.017 mm < L/270 = 0.926 mm OK
2 = 53.708 kN/m
Dec-17
Concrete Pressure Span M Z M/Z V Av V / Av
4
= = = 53.71 x 1000 x 0.25 18
2 2
250
mm
/ /
10 6
= 0.3357 kNm = 54000 mm3 = 6.2162 N/mm2 < 22.11 N/mm2 OK
Enq / Job Title :
Lisboa Palace - Column Formwork (Max 2.3m Height)
Enq / Job No. : Sheet No.
3
Drawing No. : Date Initials
CALCULATION
Dec-17
Desgin of secondary bearer, Concrete Pressure Span Load width Force = M Z M/Z V Av V / Av = = 13.43 x 70 x 0.6 50 = = 53.71 x 13.43 x 50 x 0.25 0.6 70
Dec-17
2 = 53.708 kN/m
= 8.0562 kN = 600 mm
2
x
2
= 1.2858 kNm = 81666.667 mm3 = 15.744 N/mm2 < 23.166 N/mm2 OK
x
2
= 10.199 kN = 7000 mm2 = < 1.457 N/mm2 1.74 N/mm2 OK
2
Dec-17
M 12
Grade 8.8
2 = 53.708 kN/m
= or = 1.4 x 560 x 0.8
360000 0.36
mm2 m2
= 27.069 kN = 50.668 kN > 27.069 kN (M12 Grade 8.8 bolt) OK
Tension Capacity = p /4
SUMMARY OF THE FORMWORKS
Member (1) Member (2) Vertical Stud Member (3) Waling
15mm thk. Plywood 50x70mm Timber @ 250 mm c/c 2 nos of 50x70mm Timber @ 600 mm c/c M12 Grade 8.8 Tie bolt
Values of coefficient C1 and C2 C1 = 1.0 C1 = 1.5 Value of C2 0.3 0.3 0.45 0.45 0.45 0.6 0.6
Type of concrete OPC, RHPC or SRPC without admixtures OPC, RHPC or SRPC with any admixture, except a retarder OPC, RHPC, or SRPC with a retarder LHPBFC, PBFC, PPFAC or blends containing less than 70% ggbfs or 40 % PFA without admixtures LHPBFC, PBFC, PPFAC or blends containing less than 70% ggbfs or 40 % PFA with any admixtures, except a retarder LHPBFC, PBFC, PPFAC or blends containing less than 70% ggbfs or 40 % PFA with retarder Blends containing more than 70% ggbs or 40% PFA
Dec-17
2.3 m 24 kN/m3 1.5 (1.5 for Column)
C2 = 0.45 R= 2 m / hr
o Concrete temperature at placing T = 30 C In general, the concrete temperature is around 30 degree for the fresh concrete just discharged from the vehicle 2 K = (36/(T+16)) = 0.612
2 2
1 no. of
70
x
50
timber @
250 c/c
2 = 53.708 kN/m
=
600
mm
250 mm = = 13.427 kN/m / / 10 6 = 0.4834 kNm = 40833 mm3 = 11.838 N/mm2 < 23.166 N/mm2 / 2 = 4.0281 kN = 3500 mm2 = 1.1509 N/mm2 < 1.74 N/mm2 OK OK
Maximum Deflection =
x
13.427 x 9350 x
4 320 1429166.667
x
1
= 1.317 mm < 2xLc/270 = 2.37 mm OK
Enq / Job Title :
Lisboa Palace - Column Formwork (Max 2.3m Height)
Enq / Job Title :
Lisboa Palace - Column Formwork (Max 2.3m Height)
Enq / Job No. : Sheet No.
6
Drawing No. : Date Initials
CALCULATION
Dec-17
SKETCH OF THE FORMWORKS (Column width < =2000mm, Height <=2.3m )
max 2000
Member (4) - Tie Bar
Max cantilever length of secondary bearer is 320mm
max 600

Concrete pressure= 53.71 kN/m2 2 m / hr Pouring rate=
Design review is required if the pouring rate excessed the design limited
Enq / Job No. : Sheet No.
4
Drawing No. : Date Initials
CALCULATION Desgin of main bearer - Option A Concrete Pressure Loading from 2nd Bearer, P Span M Z M/Z V Av V / Av = = 1.266 x 70 x 8.056 50 = = 0.266 x 50 x 8.056 70 x / 0.6 6 = 53.708 x 0.25 x 0.6 2 no. of 70 x 50 timber @ 600 c/c
Enq / Job Title :
Lisboa Palace - Column Formwork (Max 2.3m Height)
Enq / Job No. : Sheet No.
1
Drawing No. : Date Initials
CALCULATION Calculation of Concrete Pressure According to CIRIA REPORT 108, Max. concrete pressure on formwork, Pmax = D[C1R0.5 + C2K(H-C1R0.5)0.5] or Dh kN/m2, which is smaller. Vertical form height Density of concrete Coefficient dependent on the size & shape of formwork (see Table 1 below) Coefficient dependent on the constituent materials of the concrete (see Table 1 below) Rate ast which the concrete rises vertically up the form H= D= C1 =