steldeck slab design
TRANSCRIPT
-
7/31/2019 Steldeck Slab Design
1/18
-------------[i]-------------
Modern Metal Industries Co.
-
7/31/2019 Steldeck Slab Design
2/18
-------------[ 1 ]-------------
Modern Metal Industries Co.
Fig. 1
Typical Slab cross-section showing common terms.
Fig. 2
Pattern 1 for conventional reinforcement.
-
7/31/2019 Steldeck Slab Design
3/18
-------------[2
]-------------
Modern Metal Industries Co.
-
7/31/2019 Steldeck Slab Design
4/18
-------------[3
]-------------
Modern Metal Industries Co.
-
7/31/2019 Steldeck Slab Design
5/18
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
-
7/31/2019 Steldeck Slab Design
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
-
7/31/2019 Steldeck Slab Design
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*
-
7/31/2019 Steldeck Slab Design
8/18
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 , .
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 ]----
-
7/31/2019 Steldeck Slab Design
9/18
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 *
-
7/31/2019 Steldeck Slab Design
10/18
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
at 1/2 span MRd,4 kNm 57.1
x
-
7/31/2019 Steldeck Slab Design
11/18
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
cross section, positive
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
cross section, positive
-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 ]----
-
7/31/2019 Steldeck Slab Design
12/18
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
-
7/31/2019 Steldeck Slab Design
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
-
7/31/2019 Steldeck Slab Design
14/18
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*
-
7/31/2019 Steldeck Slab Design
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)
** .
----[ 14 ]----
-
7/31/2019 Steldeck Slab Design
16/18
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 *
-
7/31/2019 Steldeck Slab Design
17/18
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 .
at 1/3 span MRd,3 kNm 31.9
at 1/2 span MRd,4 kNm 45.8
x
-
7/31/2019 Steldeck Slab Design
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
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
cross section, positive
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
cross section, positive
-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, , .
, ,