Strip Foundation Formwork Disign

REP Out Put

5.0

5.1

5.1.1

From data D = 24 kN/m3

Sheet

R = 1.8 m/hr

120 mm

t = 30 c0

k =

k = 0.61

d = 400 mm (max)

H = 0.3 m

h = 0.3 m

D{C1R+C2KH-C1R} or Dh

CIRIA C1 = 1.5 for column

Report

C2 = 0.3 Ordinary portland cement

p max = Dh

p max = 7.20 KN/m2 7.2KN/m2

L

0.3 m

7.20 KN/m2

Pressure distribution of plywood panel

p max is indifinite value from this equation

Vertical pour height

p max =

Take p max as

Height of beam

Description

Slump

(Ref :CIRIA Report No 108)

Formwork Design

Formwork design for strip foundation beam

Concrete presure in formwork

Density of concrete

Rate of placing concrete

Ply wood is 12mmthick plywood panel

Concrete Tempreture

(36/(T+16))2

Beam thickness

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REP Out PutDescription

5.1.2C2 = 1.2

C2 =

C2 = 8.64 KN/m2

W C2 = 8.64 KN/m2

Consider 1m width panel

8.64 KN/M

M C2 = WL2/8 C2 = 0.0243 KNm

V C2 = 0.625wl C2 = 0.81 KN

C2 = 1/185(wl4/EI C2 = 2.5E-05 mR1 C2 = 0.49 KN

R2 1.62 KN

R3 C2 = 0.49 KN

C2 = 0.024 KNm

C2 = 0.81 KN

C2 = 2.52599E-05 m

C2 = 12 mm

C2 = 783 Kg/m3

C2 = 6500000 kN/m2

C2 = 1000 mm

Depth C2 = 12 mm

C2 = 0.000000144 m4

C2 = 5160 KN/m2

Table 16 C2 = 0.80

TABLE 17 K3 C2 = 1.75

cl 2.10.5 C2 = 1.00

cl 2.10.6 K7 C2 = 1.17

cl 2.9 K8 C2 = 1.10

C2 = xzxk2xk3xk5xk7xk8C2 =

Z C2 = bd2/6

C2 = 0.00002400 m3

C2 = 0.22 KN

Max Shear force

Max deflection

Ply wood thickness

Density

Bredth

Design load SFXp max

Allowable Bending Strength

K6

allowable Bending moment


150mm 150mm

I

Bending

BS 5268 Part 2:1988

K2

Max bending Moment

Ref FIg o1

Design for plywoodSafty factor for loading

Elastic Module

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Table 16 C2 = 0.80

TABLE 17 K3 C2 = 1.75

cl 2.10.4 C2 = 1.00

cl 2.9 K8 C2 = 1.10

C2 = 4.96 N/mm2

C2 = 2/3X(xk2xk3xk5xk8XA

A C2 = bd

C2 = 12000 mm2

C2 = 4.96 N/mm2

C2 = 61.1072 KN

C2 = 0.003xspan

C2 = 0.03375 mm

C2 = 2.52599E-05 m

5.1.2

Safty factor for loading SF = 1.2

W

W = 1.296 KN/m2

Ref FIg o1 1.296 KN/m2

Consider 3.1m length panel

w1.296 KN/M

0.8mm

M C2 = WL2/10 C2 = 0.08294 KNm

V C2 = 0.6wl C2 = 0.62208 KN

Design for horizontal bearer

1/185(wl4/EI

W =

Distribution load on timber 1.2x0.15xp max

(50mmx50mm timber batten class SC4)

K5

allowable shear force

Allowable shear force

K2

Allowable shear Strength

Allowable shear Strength

Shear

BS 5268 Part 2:1988

Section is satisfied for Bending

Section is satisfied for shear

Deflection

Allowable deflection

Actual deflection

Hence section satisfied for deflection

Therefore plywood section is ok for column formwork

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C2 = 1/185(wl4/EI C2 = 0.00067 m

R1 C2 = 0.41 KN

R2,R3,R4 1.14 KN

R5 C2 = 0.41 KN

C2 = 0.08 KNm

C2 = 0.62208 KN

C2 = 0.000667791 m

Batten size C2 = 50mmx50 mm

Density C2 = 590 Kg/m3

C2 = 8250000 kN/m2

Bredth C2 = 50 mm

Depth C2 = 50 mm

I C2 = 520833.33 mm4

C2 = 5160 KN/m2

Bending

BS 5268 Part 2:1988

Table 16 K2 C2 = 0.8

TABLE 17 K3 C2 = 1.75

cl 2.10.5 C2 = 1.00

cl 2.10.6 K7 C2 = 1.17

cl 2.9 C2 = 1.10

C2 = xzxk2xk3xk5xk7xk8

Z C2 = bd2/6

C2 = 2.08333E-05 m3

allowable Bending moment C2 = 0.1936935 KN

Section is satisfied for Bending

Table 16 K2 C2 = 0.8

TABLE 17 K3 C2 = 1.75

cl 2.10.4 K5 C2 = 1

cl 2.9 K8 C2 = 1.10

Allowable shear Strength C2 = 4.96 N/mm2

C2 = 2/3X(xk2xk3xk5xk8XA

A C2 = bd

Max Shear force

Elastic Module

Max bending Moment

K6

K8

Max deflection

Allowable Bending

Strength


allowable shear force

Shear

BS 5268 Part 2:1988

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C2 = 0.0025 m2

Allowable shear Strength C2 = 4960 kN/m2

C2 = 12.7307 KN

C2 = 0.003xspan

Actual deflection C2 = 0.18 m

C2 = 1/185(wl4/EI 0.000667791 m

5.1.2

T1 T2225 mm

R1 150mm R2 R1

R1 C2 = 0.57 KN

R2 C2 = 1.14 KN

T1 C2 = 0.76

T2 C2 = 1.52 KN

C2 = 19.35 N/mm2

C2 = 250.00 N/mm2

m C2 = 1.50

C2 = 166.67 N/mm2

Use 10mm dia mild steel thread bar

Tensile stress on bolt = 4t/(10)2

Allowable tensile stress fy/m

fy

Hence thread bar is satisfied for tension

Two GI pipes are in same position therefor reaction has been divided by 2

Asium R1 and R2 acting on center of GI pipe


Hence section satisfied for deflection

Design for thread bar and form tie


Deflection

Allowable shear force

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C2 = PL3/48EIC2 = 998420.66

C2 = 0.00 KN m

C2 = 0.00 KN

C2 = 998420.66 mm

Max bending Moment

Max Shear force

Max deflection

Shear


C2 = S275

C2 = 275 KN/mm2

C2 =

C2 =

C2 =

C2 =

CL 4.2.3 C2 = 0.6xPyxAvC2 =

C2 =

D/t C2 =

C2 =

40

50

140

Table 12

CL 4.2.5 C2 = PyxS

S C2 = (d13-d23)/6

Mc C2 =

Table 08 C2 =

C2 =

5.1.2

Assume C2 = 1.2

Fig 02 & C2 = 137 mm

sap analysis C2 = 0.137 m

Shear capacity

Steel Grade

Design strength Py

Outer Diameter

Inner Diemeter

Thickness

Safty factor for loading

Effective area of loading


Elastic Module

Section clasification

Limiting value

Section is class I plastic

Moment

Low shear

Moment Capacity Mc

Section is satisfied for bending

Deflection


Actual deflection

Section is satisfied for deflection

Design for horizontal bearer (50mm GI Pipe according to BS 5950)


W C2 = 0.137W

C2 = 0.137W KN/m

W3 C2 = 0.00 KN/m

R8 C2 =

R9 C2 =

R10 C2 =

R11 C2 =

Fig o2 C2 =

sap analysis

C2 =

C2 =

C2 = S275

C2 = 275 KN/mm2

C2 =

C2 =

C2 =

CL 4.2.3 C2 = 0.6xPyxAvC2 =

C2 =

D/t C2 =

C2 =

40

50

140

Table 12

CL 4.2.5 C2 = PyxS

S C2 = (d13-d23)/6

Mc C2 =

Shear capacity


Section clasification

Limiting value

Section is class I plastic

Moment

Low shear

Moment Capacity Mc

Thickness

Design load

Max bending Moment

Max Shear force

Max deflection

Shear

Steel Grade

Design strength Py

Outer Diameter

Inner Diemeter


Table 08 C2 =

C2 =

Deflection


Actual deflection

Section is satisfied for deflection

Section is satisfied for bending

0.782609

0.612476

1.341641 2.01246118

-1.71246118

#NUM! #NUM!

#REF!

0.3

300

8.333333

137.5

137.5

350

7

8166.666667

13.69

1.8018

7000

3733.333333

1.54

#REF!

0.02

12000

137.5

w

1.164

0.1746

78166.666667

13.69

1.8018

7000

3733.333333

1.54

#REF!

0.02

0.0025

1.14 0.15 0.171072

0.57 0.3 0.171

0.342072

t2 1.52032

Documents

Strip Foundation Formwork Disign