Form Work Design New

subject FORMWORK DESIGN job ……… POTTUVIL CALCULATION SHEET TOP SLAB job no ……………………….

computed PP date …… 9/10/2009

checked ………………………….. page 1 ofpages

REF CALCULATION OUTPUT

DESIGN OF FORM WORK FOR SLAB BOTTOM project : pottuvil

1.0 slab thickness 175 mm

loading

DL sw :- 4.20

IL 1.50

ser. load :- 5.70

ult. load :- 8.28

2.0 Timber design (ply wood)

use 15 mm tk plywood

SF 1.25

spacing 0.38 m

udl -w 2.17 kN/m

sw- kN/m 0.12 density 783

design w 2.28 kN/m E 6300

width-b 1000 mm I 96000

depth-d 15 mm

1020 mm

15.3 mm

M 0.03 kNm

2.43

45.00 section is satisfactory

Deflection

deflec- permissible 2.11 mm

deflec- actual 0.54 mm section is satisfactory

3.0 Design of secondary members

use 25x50 mm timber section

design load 2.28 kN/m

span 0.300 m

BM = 0.03 kNm

SF = 0.34 kN

length - m 0.300 sc8

spacing- m 0.380 m 17.5

sw- kN/m 0.01 sf 2

w - kN/m 2.28 bearing 3.9

design w 2.30 density 1080

b - mm 50 E 10700

d - mm 25

51

25.5

M - kNm 0.03

SF - kN 0.34

kN/m2

kN/m2

kN/m2

kN/m2

kg/m3

N/mm2

mm4

b1

d1

bending stress- pbm N/mm2

bending strength- pbm N/mm2

b1- mm

d1 - mm





4.65 bending is satisfactory 19.635

0.40 shear is satisfactory 2.525

k - factors

m sf bearing

stresses 17.5 2 3.9

k2 0.8 0.9 0.6

k3 1.25 1.25 1.25

k4 1.0 1.0 1.0

k5 1.0 1.0 1.0

k6 1.0 1.0 1.0

k7 1.02 1.02 1.02

k8 1.1 1.1 1.1

19.635 2.525 3.282

deflec- per 0.83 deflection is satisfactory

E 10700

deflec- actu 0.61

Hence the section is 25x50 mm timber section

with 0.380 m spacing.

4.0 Design of primary members

Ref : BS5950 : Part : 1990

use 16 mm dia R/F bars

design load 2.29 kN/m steel p 75.5

span 0.380 m bar wt 0.0152 kN/m

BM = 0.04 kNm

SF = 0.43 kN

shear capacity

275

out side dia. D = 16.00 mm

29.87 kN

SF = 0.43 kN

Section is satisfactory

0.11 kNm

BM = 0.04 kNm


pbm - N/mm2

psf - N/mm2

kN/m3

Check for shear cl: 4.2.3

design strength Py = N/mm2

Pv =

Moment capacity cl:4.2.5

MC =





per. def. = 1.1 mm

actual def. = 0.67 mm section is satisfactory

Hence the section is 16 mm dia R/F bars


5.0 Design of secondary members Ref : BS5950 : Part : 1990

use 50 mm dia medium duty GI pipes


span 1.020 m

BM = 0.38 kNm

SF = 1.48 kN

shear capacity

275

out side dia. D = 59.80 mm

thickness t = 2.2 mm

in side dia. d = 55.40 mm

39.43 kN

SF = 1.48 kN


D/t = 27.18

40 57.0 80

plastic

1.52 kNm

BM = 0.38 kNm


per. def. = 2.8 mm

actual def. = 0.86 mm section is satisfactory

Hence the section is 50 mm dia medium duty GI pipes


Deflection cl:2.5.1

Check for shear cl: 4.2.3

design strength Py = N/mm2

Pv =

Section classification cl: 3.5.2

Moment capacity cl:4.2.5

MC =

Deflection cl:2.5.1





6.0 Design of primary members

FOR JACK SUPPORTS

use 100x100 mm timber section


span 1.600 m

BM = 1.99 kNm

SF = 4.97 kN

length - m 1.600 sc8

spacing- m 1.020 m 17.5

sw- kN/m 0.16 sf 2

w - kN/m 6.22 bearing 3.9

design w 6.38 density 1080

b - mm 100 E 10700

d - mm 150

102

153

M - kNm 1.99

SF - kN 4.97

5.00 bending is satisfactory 19.635

0.48 shear is satisfactory 2.525

k - factors

m sf bearing

stresses 17.5 2 3.9

k2 0.8 0.9 0.6

k3 1.25 1.25 1.25

k4 1.0 1.0 1.0

k5 1.0 1.0 1.0

k6 1.0 1.0 1.0

k7 1.02 1.02 1.02

k8 1.1 1.1 1.1

19.635 2.525 3.282

deflec- per 4.44 deflection is satisfactory

E 10700

deflec- actu 3.5

Hence the section is 100x100 mm timber section


5.0 Jacks should be provided at 1.020 m spacing.

Load on Jack :- 9.9 kN

b1- mm

d1 - mm

pbm - N/mm2

psf - N/mm2





1 Loading

Density of Plywood: 7.83 kN/m3Plywood Thickness: 15 mmLoad Plywood: 0.1 kN/m2Tile: 0.6 kN/m2Services: 0.5 kN/m2

DL: 1.2 kN/m2IL: 4 kN/m2Ser Lo: 5.2 kN/m2Ul.Load: 8.1 kN/m2

2 Timber (Plywood) Design

Density: 783 kg/m3

Sanken Construction (Pvt) Ltd. Record No:SL/DD/CLS/11

Design Office Revision No.00

Design of the formwork System

Subject Formwork for Platform Job GreenpathJob no 001

ComputedUmesh Date 4/20/2023Checked Peiris Page

Reference Calculation

1.0 Information

Slab weight mm

Concrete Density

Concrete Grade

Plywood Density 7.83Plywood Thickness 15 mm

2.0 LoadingsPlywood Sweight 0.12

Vinyl Tile Dead 0.60

Dead Load 0

Imposed Load 2

3.0 Combinations

Servisibility Limit State 2

Ultimate Limit State 3.2

4.0 Timber design for Plywood Sections

Plywood thickness 12 mm

Support Spacing 0.2 m2.00 kN/m

Density 783

Elastic Modulous 6300

I 152813.952

Self weight 0.92Safety factors4.1 Safety factor for Loading 1.25

Effective SpanClear Span+ 50mm for solid rectangular SectionsBredth 1000 mm

CALCULATION SHEET

kN/m3

N/mm2

kN/m3

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

Uniformly Distributed Load -w (1 m )

kg/m3

N/mm2

mm4

kN/m2

Depth 12 mm

Consider wet exposure conditions

1.02

Effective Bredth 1020 mm

Effective Depth 12.24 mm

BendingBS 5268 : Part 2-1996

Table 1.3 0.80

Table 1.4 1.75

Cl. 2.10.5. 1.00

Cl. 2.10.6. 1.17

Cl. 2.9. 1.00

0.70

Design Load 3.65 kN/m

Admissible Moment 0.02 kNm

Admissible Bending Stress = M x y

I

0.91

Allowable Bending Strength 5.16

Section is Satisfied for bending.

ShearAdmissible Shear Stress = 1.5F Cut Half

A

0.45

Safety Factors

Table 1.3 0.80

Table 1.4 1.75

Cl. 2.10.4. 1.00

Cl. 2.9. 1.00

Built up Secti 0.80

Allowable Shear Stress 4.96

Section is Satisfied for Shear.

DeflectionAdmissible deflection = 0.003 x span

0.60 mmActual deflection = Bending deflection + Shear Deflection

K1

K2

K3

K6

K7

K8

Built up Section K36

N/mm2

N/mm2

N/mm2

K2

K3

K5

K8

K36

N/mm2

Bending Deflection =384EI

0.08 mm

Shear Deflection = 8AG

Shear Modulus 450000.0000 mm

Shear deflection can be neglected.

Actual deflection 0.08 mm

Section is Satisfied for deflection.

Therefore plywood section is OK for the floor.

5.0 Design for GI pipes (Secondary Members)BS 5950-1 : 2000

Use 50mm diameter GI pipesWeight of pipe 6.17 kg/m

Self Weight = 0.06 kN/mService Load = 0.58 kN/mDesign Load = 0.81 kN/m

Span = 450 mm

Bending Moment = 0.02 kNmShear Force = 0.18 kN

Shear

Steel Grade S275

275.00

Outer Diameter 60.80 mmInner Diameter 51.80 mmThickness 4.50 mm

Cl. 4.2.3. Shear Capacity =78.80 kN

Shear Force = 0.18 kN


Section ClassificationD/t 13.51Limiting Values

5wL4

Kwl2

N/mm2

Design Strength (Py) N/mm2

.6 x Py x Av

€ 1.00

40.00

50.00

140.00

Table 12 Section is Class 1 Plastic

Moment

Low Shear

Cl.4.2.5

S=6

14293.98

3930844.50 Nmm3.93 kNm

Bending Moment = 0.02 kNm

Section is Satisfied for Bending.

Deflection

Table 8 Allowable Deflection = 1.25 mmActual Deflection = 0.01 mm

Section is Satisfied for Deflection.

Therefore G.I. section is OK for the floor.

6.0 Design for I sections (Primary Members)BS 5950-1 : 2000

Use 150 x 100 x 21.1 kg/m section

Design Load 1.81 kN/mSpan 1.60 m

40 €2

50 €2

140 €2

Moment Capacity (Mc )= Py x S

d13-d2

3

mm3

Mc =

Section 150 x 100 x 21.1Weight = 21.10 kg/m

275D = 148 mmB = 100.0 mmT = 9 mmt = 6 mmr = 11 mm

1020

61.7 mm

23.7 mm

138

Loading

Imposed DL= 1.45 kN/mSelf wt. = 0.21 kN/m

span = 1.60 m

Ult. load = 1.81 kN/mService load = 1.66 kN/mBM = 0.58 kNmSF = 1.45 kN

Shear

Steel Grade S275

275.00




MomentSection Classificationb/T 5.56

Limiting Values

€ 1.00

9 € 9.0010 € 10.0015 € 15.00


Py = N/mm2

IX = cm4

RX =

RY =

ZX = cm3


.6 x Py x Av

Section Classificationd/t 21.67

Limiting Values

€ 1.00

80 € 80.00100 € 100.00120 € 120.00


Moment

Low Shear

Cl.4.2.5

S=

54465.87

14978115.49 Nmm14.98 kNm



Lateral Torsional Buckling

Actual value =

1.00

0.58 kNm

Table 13 Effective Length Multiple Factor = 0.70

Cl. 4.3.6.7. Slenderness ratios (λ) =

18.15

47.26Critical Slenderness ratio = 47.26

Cl. 4.3.6.7.


btf ( d - tf ) + 0.25tw ( d - 2t

mm3

Mc =

mLT x M

mLT =

Both Flanges fully restrained against rotaion on plan.

LE

rx

LE

ry

λLT = uνλ√βW

Cl. 4.3.6.8. u = 0.90Cl. 4.3.6.8. x = 16.44Cl. 4.3.6.7. ν = 1

0.92

λ = 47.26

Cl. 4.3.6.9. 1.00

39.01

275.00

Table 16 270.82

54465.87

14750557.07 Nmm14.75 kNm

Section is Satisfied for Lateral torsional buckling.

DeflectionBeams carrying plaster or other brittle finish 4.44 mmOther Beams 8.00 mm

Actual Deflection = 0.07 mm


Hence the selected I - section is ok for the floorUse 150 x 100 x 21.1 kg/m section

7.0 Props

Slab thickness = 0.45 m

Concrete density = 24.00

Wt. per unit meter = 10.80

[1 + 0.05 (λ/x)2]0.25

βW =

λLT =

Py = N/mm2

Pb = N/mm2

Sx = mm3

Mb = Pb x Sx

Since beams are taking the load from the slab above, only the weight of 450 mm thick slab should need to be considered.

kN/m3

kN/m2

Safe working load of a steel prop = 1900.00 kg18.64 kN

Then load transfer from Slab = 10.80 kN

Therefore spacing of props = 1.73 m

Provide a space of 1.6m everywhere except for special locations.

Punching Shear check

Width of the Support = 200.00 mmUltimate design load = 18.64 kNDepth of the Slab = 85.00 mm

Shear Stress (v) = F4 x ( 3d + c) x d

0.48

Considering nominal steel is used,

0.45

8.0 Scafolding System (Opition 02)


Since a minimum imposed load of 2 kN/m2 was considered on floors below except in level 6, approximately 5 floors are required for the support.

Consider a 1 m2

Previous calculations

for slabs

N/mm2

vc = N/mm2

Therefore need additional timber sections having a width of 200mm to distribute the load through-out the slab.




Allowable working load of a scafolding leg = 1500.00 kgSafe working load of a leg = 750.00 kg

7.36 kN

Then load transfer from Slab = 10.21 kNTributorySlab

for a


Provide a space of .9m everywhere except for special locations.This is considering scafoldingarrangements.


Width of the Support = 200.00 mmUltimate design load = 7.36 kNDepth of the Slab = 85.00 mm


0.19


0.45

kN/m3

kN/m2


Consider a 0.45 x 0.90 m2 area


for slabs

N/mm2

vc = N/mm2

Therefore no need additional timber sections at the bottom expept 200 mm *200 mm support.

Load transfer to 8th floor = (10.8-2.5)

8.3


for a



5.8


for a



3.3


for a

kN/m2

kN/m2


Provide a space of 0.9m everywhere except for special locations. Since the load from 0.45*1.8 m2 cannot taken by the arrangement

kN/m2

kN/m2


Provide a space of 0.9m everywhere except for special locations. Since the load from 0.45*1.8 m2 cannot taken by the arrangement

kN/m2

kN/m2





0.8


for a



DESIGNED BY :-

Chinthana BandaraBSc. Eng. (Hons.), AMIE(SL)Designs DepartmantSanken Construction (Pvt) Ltd.

CHECKED BY :-

P Prasantha PeirisBSc. Eng. (Hons.), CEng., MIE(SL),MSSE(SL)PG Dip in Struct. Eng. Design.Designs Departmant

Sanken Construction (Pvt) Ltd.

17/08/2012

Since 6th floor was designed to a imposed load of 10 kN/m2 minimum no need to support the structure beyond Panel 1,2,3 and 4.

kN/m2

kN/m2


Record No:SL/DD/CLS/11

Revision No.00

Output

2 kN/m2

3.2 kN/m2




Therefore plywood section is OK for the

floor.


Section is Class 1 Plastic



Therefore G.I. section is OK for the

floor.




) + 0.25tw ( d - 2tf )2



Effective Length Multiple Factor =

0.70

Section is Satisfied for Lateral torsional

buckling.


Hence the selected I - section is ok for the

floor

Since beams are taking the load from the slab above, only the weight of 450 mm thick

DESIGNED BY :-

Chinthana BandaraBSc. Eng. (Hons.)Designs Departmant

was considered on floors below except in level

Provide a space of 1.6m everywhere except for special

locations.

Therefore need additional timber sections having a width of 200mm to distribute the load

Since beams are taking the load from the slab above, only the weight of 450 mm thick


CHECKED BY :-

P Prasantha PeirisBSc. Eng. (Hons.), CEng., MIE(SL),MSSE(SL)PG Dip in Struct. Eng. Design.Designs Departmant


4/20/2023Tributory

panelsleg

was considered on floors below except in level

Provide a space of .9m everywhere except for special

locations.

Therefore no need additional timber sections at the bottom expept 200 mm *200 mm

Tributorypanelsleg

Tributorypanelsleg

Tributorypanelsleg

Provide a space of 0.9m everywhere except for special locations. Since the load from

Provide a space of 0.9m everywhere except for special locations. Since the load from


Tributorypanelsleg


Since 6th floor was designed to a imposed load of 10 kN/m2 minimum no need to support




Subject Formwork for transfer floor at Greenpath Job Katunayaka AirportJob no 001


Reference Calculation Output

1.0 Information

Slab weight 0 mm

Concrete Density 24

Concrete Grade

2.0 LoadingsVinyl Tile Dead 0.60

Services 0.5

Dead Load 1.10

Imposed Load 5

3.0 Combinations

Servisibility Limit State 6.10 6.10

Ultimate Limit State 9.54 9.54




Density 783


I 298464.75



Depth 15 mm

Consider Covered Building (Wet Exposure)

1.02


Effective Depth 15.3 mm


Table 1.3 0.80

Table 1.4 1.25

Cl. 2.10.5. 1.00

Cl. 2.10.6. 1.17

Cl. 2.9. 1.10

Built up Sectio 0.80Design Load 7.77 kN/m

Applied Moment 0.12 kNm

Applied Bending Stress = M x y

I

CALCULATIO

N SHEET

kN/m3

N/mm2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2


kg/m3

N/mm2

mm4

kN/m2

K1

K2

K3

K6

K7

K8

K36

2.82



ShearApplied Shear Stress = 1.5F Cut Half

A

0.27

Safety Factors

Table 1.3 0.80

Table 1.4 1.25

Cl. 2.10.4. 1.00

Cl. 2.9. 1.00

Built up Sectio 0.80



DeflectionAdmissible deflection = .003XSpan



0.81 mm



Shear deflection can be neglected.




5.0 Design for GI pipes (Secondary Members)BS 5950-1 : 2000

Use 50mm diameter GI pipesWeight of pipe 5.1 kg/m

Self Weight = 0.05 kN/mTotal Service Load = 2.23 kN/mDesign Load (Service*1.5) = 3.34 kN/m

Span = 1200 mm

Bending Moment = 0.60 kNmShear Force = 2.00 kN

Shear

Steel Grade S275

275.00

Outer Diameter 60.80 mmInner Diameter 53.50 mmThickness 3.65 mm

Cl. 4.2.3. Shear Capacity =

N/mm2

N/mm2


N/mm2

K2

K3

K5

K8

K36

N/mm2


5wL4

Kwl2

N/mm2



floor.


.6 x Py x Av

64.88 kNShear Force = 2.00 kN


Section ClassificationD/t 16.66Limiting Values

€ 1.00

40.00

50.00

140.00


Moment

Low Shear

Cl.4.2.5

S=6

11937.56

3282827.95 Nmm3.28 kNm



Deflection





Use 150 x 75 x 14.0 kg/m section



275D = 150 mmB = 100.0 mmT = 10 mmt = 5 mmr = 7 mm

666

61.1 mm

16.6 mm


40 €2

50 €2

140 €2



d13-d2

3

mm3

Mc =




floor.

Py = N/mm2

IX = cm4

RX =

RY =

88.8

Loading

Imposed DL= 9.16 kN/mSelf wt. = 0.14 kN/m

span = 1.60 m


Shear

Steel Grade S275

275.00





Limiting Values

€ 1.00

9 € 9.0010 € 10.0015 € 15.00



Limiting Values

€ 1.00

80 € 80.00100 € 100.00120 € 120.00


Moment

Low Shear

Cl.4.2.5

S=

60013.11

16503605.28 Nmm16.50 kNm




Actual value =

1.00

ZX = cm3


.6 x Py x Av





btf ( d - tf ) + 0.25tw ( d - 2tf )2

mm3

Mc =


mLT x M

mLT =

3.66 kNm



18.33


Cl. 4.3.6.7.

Cl. 4.3.6.8. u = 0.90Cl. 4.3.6.8. x = 15.00Cl. 4.3.6.7. ν = 1

0.84

λ = 67.47

Cl. 4.3.6.9. 1.00

50.99

275.00

Table 16 228.38

60013.11

13705554.03 Nmm13.71 kNm


DeflectionBeams carrying plaster or other brittle finish 4.44 mmOther Beams 8.00 mm

Actual Deflection = 0.72 mm


Hence the selected I - section is ok for the floorUse 150 x 75 x 14.0 kg/m section

7.0 Props




Safe working load of a steel prop = 1900.00 kg


Effective Length Multiple Factor = 0.70

LE

rx

LE

ry

λLT = uνλ√βW

[1 + 0.05 (λ/x)2]0.25

βW =

λLT =

Py = N/mm2

Pb = N/mm2

Sx = mm3

Mb = Pb x Sx


buckling.



floor


kN/m3

kN/m2


18.64 kN





Width of the Support = 200.00 mmUltimate design load = 18.64 kN

Depth of the Slab = 85.00 mm


0.48


0.45

Consider a 1 m2


locations.


for slabs

N/mm2

vc = N/mm2


kN/m2

kN/m2

CALCULATION SHEET





floor.






floor.







buckling.



floor


locations.

job ………………………….. Greenpathjob no ………………………. 3date ………………………….. 20/4/2012page of

pages




Subject Mezzanine Floor Job Toyota WattalaJob no 001



1.0 Information

Slab weight 0 mm

Concrete Density 24

Concrete Grade

2.0 LoadingsVinyl Tile Dead (Ceiling) 0.00

Services 0.5

Dead Load 0.50

Imposed Load 4

3.0 Combinations

Servisibility Limit State 4.50 4.50 kN/m2

Ultimate Limit State 7.10 7.10 kN/m2




Density 783


I 2032416.666667



Depth 29 mm

Consider Covered Building (Dry Exposure)

1


Effective Depth 29 mm


Table 1.3 1.00 Covered Building

Table 1.4 1.00 Long Term

Cl. 2.10.5. 1.00

Cl. 2.10.6. 1.17

Cl. 2.9. 1.10




I

1.90



CALCULATIO

N SHEET

kN/m3

N/mm2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2


kg/m3

N/mm2

mm4

kN/m2

K1

K2

K3

K6

K7

K8

K36

N/mm2

N/mm2



A

0.18

Safety Factors

Table 1.3 1.00

Table 1.4 1.00

Cl. 2.10.4. 1.00

Cl. 2.9. 1.10







1.63 mm



Shear deflection should be conssidered




5.0 Design for GI pipes (Secondary Members-2)BS 5950-1 : 2000

Use 254x 146 x 37.0 kg/m section

Design Load 4.81 kN/mSpan 7.00 mSupport spacing 0.60 m


275D = 256 mmB = 146.4 mmT = 10.9 mmt = 6.3 mmr = 7.6 mm

5537

108 mm

34.8 mm

433

Loading

span = 7.00 m


Shear

N/mm2

K2

K3

K5

K8

K36

N/mm2


wL4

Kwl2

N/mm2



floor.

Py = N/mm2

IX = cm4

RX =

RY =

ZX = cm3

Steel Grade S275

275.00




Section Classificationb/T 6.72Limiting Values

€ 1.00

9 € 9.0010 € 10.0015 € 15.00


Moment

Low Shear

Cl.4.2.5

S=

178189.56

49002128.44 Nmm49.00 kNm



Deflection








275D = 259.6 mmB = 147.3 mmT = 12.7 mmt = 7.2 mmr = 7.6 mm

6544

109 mm

35.2 mm


.6 x Py x Av




btf ( d - tf ) + 0.25tw ( d - 2tf )2

mm3

Mc =




floor.

Py = N/mm2

IX = cm4

RX =

RY =

504

Loading

span = 3.08 m


Shear

Steel Grade S275

275.00





Limiting Values

€ 1.00

9 € 9.0010 € 10.0015 € 15.00



Limiting Values

€ 1.00

80 € 80.00100 € 100.00120 € 120.00


Moment

Low Shear

Cl.4.2.5

S=

207207.14

56981964.14 Nmm56.98 kNm




Actual value =

0.93

29.15 kNm


ZX = cm3


.6 x Py x Av





btf ( d - tf ) + 0.25tw ( d - 2tf )2

mm3

Mc =


mLT x M

mLT =




19.78


Cl. 4.3.6.7.

Cl. 4.3.6.8. u = 0.90Cl. 4.3.6.8. x = 20.44Cl. 4.3.6.7. ν = 1

0.91

λ = 61.25

Cl. 4.3.6.9. 1.00

50.24

275.00

Table 16 228.38

207207.14

47321138.34 Nmm47.32 kNm


DeflectionAllowable Deflection 8.56 mmActual Deflection = 2.32 mm


Hence the selected I - section is ok for the floorUse 254x 146 x 43.0 kg/m section

7.0 Props








LE

rx

LE

ry

λLT = uνλ√βW

[1 + 0.05 (λ/x)2]0.25

βW =

λLT =

Py = N/mm2

Pb = N/mm2

Sx = mm3

Mb = Pb x Sx


buckling.



floor


kN/m3

kN/m2


Consider a 1 m2


locations.





0.48


0.45


for slabs

N/mm2

vc = N/mm2


job …………………………..job no ……………………….date …………………………..page CALCULATION

SHEET

job ………………………….. Greenpathjob no ………………………. 3date ………………………….. 20/4/2012

ofpages




Subject Mezzanine Floor Job Toyota WattalaJob no 001



1.0 Information

Slab weight 0 mm

Concrete Density 24

Concrete Grade

2.0 LoadingsVinyl Tile Dead (Ceiling) 0.00

Services 0.5

Dead Load 0.50

Imposed Load 4

3.0 Combinations

Servisibility Limit State 4.50 4.50 kN/m2

Ultimate Limit State 7.10 7.10 kN/m2




Density 783


I 2032416.666667



Depth 29 mm

Consider Covered Building (Dry Exposure)

1


Effective Depth 29 mm


Table 1.3 1.00 Covered Building

Table 1.4 1.00 Long Term

Cl. 2.10.5. 1.00

Cl. 2.10.6. 1.17

Cl. 2.9. 1.10




I

1.90



CALCULATIO

N SHEET

kN/m3

N/mm2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2


kg/m3

N/mm2

mm4

kN/m2

K1

K2

K3

K6

K7

K8

K36

N/mm2

N/mm2



A

0.18

Safety Factors

Table 1.3 1.00

Table 1.4 1.00

Cl. 2.10.4. 1.00

Cl. 2.9. 1.10







1.63 mm



Shear deflection should be conssidered




5.0 Design for GI pipes (Secondary Members-2)BS 5950-1 : 2000


Design Load 4.81 kN/mSpan 7.00 mSupport spacing 0.60 m



5537

108 mm

34.8 mm

433

Loading

span = 7.00 m


Shear

N/mm2

K2

K3

K5

K8

K36

N/mm2


wL4

Kwl2

N/mm2



floor.

Py = N/mm2

IX = cm4

RX =

RY =

ZX = cm3

Steel Grade S275

275.00




Section Classificationb/T 6.72Limiting Values

€ 1.00

9 € 9.0010 € 10.0015 € 15.00


Moment

Low Shear

Cl.4.2.5

S=

178189.56

49002128.44 Nmm49.00 kNm



Deflection









5537

108 mm

34.8 mm


.6 x Py x Av




btf ( d - tf ) + 0.25tw ( d - 2tf )2

mm3

Mc =




floor.

Py = N/mm2

IX = cm4

RX =

RY =

433

Loading

span = 7.00 m


Shear

Steel Grade S275

275.00





Limiting Values

€ 1.00

9 € 9.0010 € 10.0015 € 15.00



Limiting Values

€ 1.00

80 € 80.00100 € 100.00120 € 120.00


Moment

Low Shear

Cl.4.2.5

S=

178189.56

49002128.44 Nmm49.00 kNm




Actual value =

0.93

27.25 kNm


ZX = cm3


.6 x Py x Av





btf ( d - tf ) + 0.25tw ( d - 2tf )2

mm3

Mc =


mLT x M

mLT =




45.37


Cl. 4.3.6.7.

Cl. 4.3.6.8. u = 0.90Cl. 4.3.6.8. x = 23.49Cl. 4.3.6.7. ν = 1

0.77

λ = 140.80

Cl. 4.3.6.9. 1.00

97.99

275.00

Table 16 228.38

178189.56

40694218.49 Nmm40.69 kNm


DeflectionAllowable Deflection 19.44 mmActual Deflection = 13.25 mm


Hence the selected I - section is ok for the floorUse 254x 146 x 43.0 kg/m section

7.0 Props








LE

rx

LE

ry

λLT = uνλ√βW

[1 + 0.05 (λ/x)2]0.25

βW =

λLT =

Py = N/mm2

Pb = N/mm2

Sx = mm3

Mb = Pb x Sx


buckling.



floor


kN/m3

kN/m2


Consider a 1 m2


locations.





0.48


0.45


for slabs

N/mm2

vc = N/mm2


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