steldeck slab design

7/31/2019 Steldeck Slab Design

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Modern Metal Industries Co.


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Fig. 1

Typical Slab cross-section showing common terms.

Fig. 2

Pattern 1 for conventional reinforcement.


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ResultsProject Name:

STELDECK

Typical- Interior SpanDesign Output

Spans

Parameter Notation Single End Interior

Slab thickness D,cs (mm) 175

Top (negative) reinforcement over supports: A-s (mm

2) 310

Pattern of negative reinforcement Pattern 2

Concrete cover c (mm) 30

Transverse (shrinkage/temperature effects)

reinforcement, additional for D500L, total for D500N Ashr (mm2) 40

Fire reinforcement (additional to

shrinkage and negative reinforcement) Afire (mm2) 0

Bottom tensile (positive) reinforcement A+,mid (mm2) 0

(additional to Bondek sheeting)

Number of temporary props 0

Input parameters

Type of Buildings Steel Frame Negative Reinforcement 12mm

Diameter

Span Configuration Interior Spans Negative Reinforcement Grade D500N

Continuous Spans More than four spans

Exposure Classification A1 D,cs -

Ll/Ls 1

Deflection Limits of Total


6/18

Job Name: STELDEK Typical

INPUT PARAMETERS:

T e of buildin Steel frames

ont nuous spans ore t an our spans

Ratio of shorter to longer spans 1

Slab thickness Dc mm 1753

oncre e gra e a

Concrete slab span, centre to centre L mm 1637

Exposure classification A1

(AS 3600-2009, Table 4.3)

Reinforcement ne ative ositive fire rade D500N, ,

-- , . .e n orc ng pos t ve, re ar ameter mm 2

Reinforcing negative bar diameter mm 12

Deflection limits of composite slabs Total


7/18

Number of tem orar ro s 0

:

Moment capacity in positive bending M+

u kNm 7.99-

u .

(used in partial plastic analysis)

Shear (web crippling) capacity Vu kN 42.2

4or serv cea ty ca cs. e ,ser mm .

Yield stress fy MPa 550.0

AS/NZS 4600:2005 Table 1.5, .

'

: , a e .

DESIGN LOADS:

Self wei ht of sheetin Gsh kPa 0.13..

oncen ra e ve oa c a .

Concentrated Live Load UDL equivalent c,equiv kPa 3.00

Load from stacked materials M kPa 4.0

Live Load Quv kPa 1.0

AS 3610-1995 Clause 4.4, .

.

e we g o re n orcemen r a .

(AS 2327.1-2003, Clause F2)

LOAD COMBINATIONS:

age e ore p ac ng concre e :

* *Fdla = 1.2*Gsh+1.5*Quv+1.5QM kPa 7.7

Fdlb = 1.2*Gsh+1.5*Qr+Qp

Stage 2(after placing concrete):

Fdlla = 1.2*Gsh+1.2Gc+1.5*Quv kPa 6.8. . . .

*= . s + . c+ c .

erv cea ty:

Fdef = Gsh+Gc kPa 4.4

(AS 3610-1995, Table 4.5.1)

*ax mum pos ve en ng momen m .

M*


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MATERIAL PROPERTIES AND SLAB GEOMETRY:

STELDEK sheeting yield stress y,sh a

Yield stress of reinforcing bars fy,bar MPa 500

Longitudinal shear capacity u,Rd MPa 497.80

EN 1994-1-1:2005, Clause B.3.6, . .

.ong erm s r n age an creep ac or sc .

(AS 3600-2009, Clause 8.5.3.2)

Modulus of elasticity of concrete Ec MPa 28600

(AS 3600-2009, Clause 3.1.2)

Shrinkage induced tensile stress cs MPa 0.6271(AS 3600-2009, Clause 8.5.3.1)( , )

hr mm 55Depth of STELDEK

sh effDistance from centroidal axis of STELDEK , .

o ex reme re n ens on

Effective cross-sectional area of STELDEK Ape mm 1601

(EN 1994-1-1:2005, Clause 9.7.2)

oncre e s a se we g a .

(concrete, reinforcement and sheeting)

Superimposed Dead Load Gsup kPa 5

Live Load Q kPa 20

:

* *trengt : u= .2 + . a spans, a ucent, a ternate spans a .

1) Fu=1.5*G (the rest of spans) kPa 11.18

(AS/NZS 1170.0:2002)

AS 3600-2009 Clause 2.4.4, . .= * *= . . , , .

*u= . e res o spans a .

(EN 1990:2002, Section 6)

Deflections:

Total ro ed Fs,t = 1+ksc)G + s + kcs l Q kPa N/A ,

= , .

s, p = sc + s + cs a

ncrementa unproppe s,iup = sc sup + s + csl kPa 37.35

(AS 3600-2009, Clause 8.5)

DESIGN FOR STRENGTH:

2Area of additional positive reinforcement A,pos mm 0

Area of mesh in longitudinal direction A.mesh mm2

0

contributin to sa in bendin resistance2

rea o a ona nega ve re n orcemen over ,neg mm

supports

ACTION EFFECTS:

Bendin Moment at 1/6 s an M2** kNm 4.3.

** .

**en ng oment at 2 span 4 m 7.7

Maximum shear force at end support Vesp* kN N/A

(EN 1990;2002, Section 6)

** .

----[ 7 ]----


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Maximum shear force at interior support Visp* kN 30.6

AS/NZS 1170.0:2002.

-- , . .

POSITIVE SHEAR CAPACITY :

Basic design shear strength u,Rd MPa N/A

Effective de th of cross-section d mm N/A

2ect ve area o re n orcement n tens on e mm

Shear parameter N/A

Design concrete strength in compression fcd MPa N/A

Characteristic concrete stren th in com ression fck MPa N/A

es gn s ear res s ance Rd1

Design shear resistance VRd2 kN N/A

(EN 1992-1-1:2004, Clause 4.3.2.3)

Ves *


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z1,2 mm 166.9Lever arm for STELDEK at 1/6 span

at 1/3 s an z1 3 mm 158.8 , .

, .

ever arm or pos t ve re n orcement at span z2,2 mm .

at 1/3 span z2,3 mm 101.3

at 1/2 span z2,4 mm 98.1

a span , m .

at 1/3 span MRd,3 kNm 44.2


x


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Deflection limit for incremental loads inc mm 3.34

Second moment of area, STELDEK ,

ep o concre e cross sec on n compress on, pos ve y+cc,uncrac e mm .

Gross second moment of area of concrete I+g mm 498012961

cross section, positive

De th of concrete cross section in com ression ositive +cc cracked mm 49.8, , .+ 4

rac e secon momen o area o concre e cracked mm


Bending moment causing cracking, positive M+cr kNm 16.27

+.

serv cea y oa , pos ve

Effective second moment of area of concrete I+ef mm 498012961


-ep o concre e cross sec on n compress on, nega ve y cc,uncracked mm .

Gross second moment of area of concrete I-g mm

4436172132

cross section, ne ative,-

, , .

- 4Cracked second moment of area of concrete I-cracked mm 48130578cross section, negative

Bendin moment causin crackin ne ative M-cr kNm 16.76, .-

en ng momen ase on s or erm s m .

serviceability load, negative

Effective second moment of area of concrete I-ef mm

4261703279

cross section ne ative,4

ec ve secon momen o area o concre e, o a ef mm

Deflections due to total load, propped tot,pr mm N/A

Deflections due to total load, un ro ed tot,un r mm 0.09, , .

, ,

----[ 10 ]----


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ResultsProject Name:

STELDEK

Typical - End SpanDesign Output

Spans

Parameter Notation Single End Interior

Slab thickness D,cs (mm) 175

Top (negative) reinforcement over supports: A-s (mm

2) 310

Pattern of negative reinforcement Pattern 2

Concrete cover c (mm) 30

Transverse (shrinkage/temperature effects)

reinforcement, additional for D500L, total for D500N Ashr (mm2) 40

Fire reinforcement (additional to

shrinkage and negative reinforcement) Afire (mm2) 0

Bottom tensile (positive) reinforcement A+,mid (mm2) 0

(additional to STELDEK sheeting)

Number of temporary props 0

Input parameters

Type of Buildings Steel Frame Negative Reinforcement 12mm

Diameter

Span Configuration End Spans Negative Reinforcement Grade D500N

Continuous Spans More than four spans

Exposure Classification A1 D,cs -

Ll/Ls 1

Deflection Limits of Total


13/18

STELDEKTypical

INPUT PARAMETERS:

T e of buildin Steel frames

ont nuous spans ore t an our spans

Ratio of shorter to longer spans 1

Slab thickness Dc mm 1753

oncre e gra e a

Concrete slab span, centre to centre L mm 1637

Exposure classification A1

(AS 3600-2009, Table 4.3)

Reinforcement ne ative ositive fire rade D500N, ,

-- , . .e n orc ng pos t ve, re ar ameter mm 2

Reinforcing negative bar diameter mm 12

Deflection limits of composite slabs Total


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Number of tem orar ro s 0

PROPERTIES OF STELDEK:

Moment capacity in positive bending M+

u kNm 7.99-

u .

(used in partial plastic analysis)

Shear (web crippling) capacity Vu kN 42.2

4or serv cea ty ca cs. e ,ser mm .

Yield stress fy MPa 550.0

AS/NZS 4600:2005 Table 1.5, .

'

: , a e .

DESIGN LOADS:

Self wei ht of sheetin Gsh kPa 0.13..

oncen ra e ve oa c a .

Concentrated Live Load UDL equivalent c,equiv kPa 3.00

Load from stacked materials M kPa 4.0

Live Load Quv kPa 1.0

AS 3610-1995 Clause 4.4, .

.

e we g o re n orcemen r a .

(AS 2327.1-2003, Clause F2)

LOAD COMBINATIONS:

age e ore p ac ng concre e :

* *Fdla = 1.2*Gsh+1.5*Quv+1.5QM kPa 7.7

Fdlb = 1.2*Gsh+1.5*Qr+Qp

Stage 2(after placing concrete):

Fdlla = 1.2*Gsh+1.2Gc+1.5*Quv kPa 6.8. . . .

*= . s + . c+ c .

erv cea ty:

Fdef = Gsh+Gc kPa 4.4

(AS 3610-1995, Table 4.5.1)

*ax mum pos ve en ng momen m .

M*


15/18

MATERIAL PROPERTIES AND SLAB GEOMETRY:

STELDEK sheeting yield stress y,sh a

Yield stress of reinforcing bars fy,bar MPa 500

Longitudinal shear capacity u,Rd MPa 497.80

EN 1994-1-1:2005, Clause B.3.6, . .

.ong erm s r n age an creep ac or sc .

(AS 3600-2009, Clause 8.5.3.2)

Modulus of elasticity of concrete Ec MPa 28600

(AS 3600-2009, Clause 3.1.2)

Shrinkage induced tensile stress cs MPa 0.6271(AS 3600-2009, Clause 8.5.3.1)( , )

hr mm 55Depth of STELDEK

sh effDistance from centroidal axis of STELDEK , .

to extreme fibre in tensionto extreme fibre in tension

Effective cross-sectional area of STELDEK Ape mm 1601

(EN 1994-1-1:2005, Clause 9.7.2)( 99 005, C ause 9 )

oncre e s a se we g a .

(concrete, reinforcement and sheeting)

Superimposed Dead Load Gsup kPa 5

Live Load Q kPa 20

:

* *trengt : u= .2 + . a spans, a ucent, a ternate spans a .

1) Fu=1.5*G (the rest of spans) kPa 11.18

(AS/NZS 1170.0:2002)

AS 3600-2009 Clause 2.4.4, . .= * *= . . , , .

*u= . e res o spans a .

(EN 1990:2002, Section 6)

Deflections:

Total ro ed Fs,t = 1+ksc)G + s + kcs l Q kPa N/A ,

= , .

s, p = sc + s + cs a

ncrementa unproppe s,iup = sc sup + s + csl kPa 37.35

(AS 3600-2009, Clause 8.5)

DESIGN FOR STRENGTH:

2Area of additional positive reinforcement A,pos mm 0

Area of mesh in longitudinal direction A.mesh mm2

0

contributin to sa in bendin resistance2

rea o a ona nega ve re n orcemen over ,neg mm

supports

ACTION EFFECTS:

Bendin Moment at 1/6 s an M2** kNm 6.0.

** .

**en ng oment at 2 span 4 m .

Maximum shear force at end support Vesp* kN 22.9

(EN 1990;2002, Section 6)

** .

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Maximum shear force at interior support Visp* kN 34.1

AS/NZS 1170.0:2002.

-- , . .

POSITIVE SHEAR CAPACITY :

Basic design shear strength u,Rd MPa 497.80

Effective de th of cross-section d mm 161.357.

.2

ect ve area o re n orcement n tens on e mm 7 .

Shear parameter 0.54

Design concrete strength in compression fcd MPa 21.3

Characteristic concrete stren th in com ression fck MPa 32

es gn s ear res s ance Rd1 .

Design shear resistance VRd2 kN 744.5

(EN 1992-1-1:2004, Clause 4.3.2.3)

Ves *


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Lever arm for Bondek at 1/6 span z1,2 mm 172.3

at 1/3 s an z1 3 mm 165.1 , .

, .

ever arm or pos t ve re n orcement at span z2,2 mm .

at 1/3 span z2,3 mm 103.7

at 1/2 span z2,4 mm 100.9

a span , m .



x


18/18

Deflection limit for incremental loads inc mm 3.34

, ,

ep o concre e cross sec on n compress on, pos ve y+cc,uncrac e mm .

Gross second moment of area of concrete I+g mm 498012961


De th of concrete cross section in com ression ositive +cc cracked mm 49.8, , .+ 4

rac e secon momen o area o concre e cracked mm


Bending moment causing cracking, positive M+cr kNm 16.27

+.

serv cea y oa , pos ve

Effective second moment of area of concrete I+ef mm 498012961


-ep o concre e cross sec on n compress on, nega ve y cc,uncracked mm .

Gross second moment of area of concrete I-g mm

4436172132

cross section, ne ative,-

, , .

- 4Cracked second moment of area of concrete I-cracked mm 48130578cross section, negative

Bendin moment causin crackin ne ative M-cr kNm 16.76, .-

en ng momen ase on s or erm s m .

serviceability load, negative

Effective second moment of area of concrete I-ef mm

4261703279

cross section ne ative,4

ec ve secon momen o area o concre e, o a ef mm

Deflections due to total load, propped tot,pr mm N/A

Deflections due to total load, un ro ed tot,un r mm 0.18, , .

, ,

steldeck slab design

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