A tartószerkezeti tervezés alapjai Basis of structural design
Structural Design
7
1-way Continuous Floor Slab Component 25 1.25 150 mm Length of slab, l = 5000 mm Exposure class XC1 Fire resisting period REI 60 20 mm 0 mm 0 mm 0 mm 10 mm l Assumptions: - 1 1m-width floor slab 2 1-way continuous slab 3 4 50-year design life, S4 5 Separated rebar 6 Nominal maximum aggregate size equal or less A) Loading (i) Permanent Load 3.75 1.25 5 (ii) Variable Load Imposed 2.5 Partitions 0.8 3.3 11.7 Specific weight of reinforced concre kN/m 3 Weight per unit area of finishes, Wf kN/m 2 Thickness of slab, hs = Rebar size, φbar = Additive safety element, Δcdur,γ = Reduction of min. cover for use of stainless steel, Δcdur,st = Reduction of min. cover for use of additional protection, Δcdur,add = Allowance in design for deviation, Δ Support moment allows 20% redistribution and moment should equal or greather than 0.04nl Self-weight, γRChs = kN/m 2 Floor finishes, γfhs = kN/m 2 gk = kN/m 2 kN/m 2 kN/m 2 qk = kN/m 2 Ultimate design load, nMAX 1.35gk+1.5qk = kN/m 2
-
Upload
brandon-levine -
Category
Documents
-
view
8 -
download
0
description
d
Transcript of Structural Design
1-way Continuous Floor SlabComponent
25
1.25
150 mmLength of slab, l = 5000 mmExposure class XC1Fire resisting period REI 60
20 mm
0 mm
0 mm
0 mm10 mm
l
Assumptions: -1 1m-width floor slab2 1-way continuous slab
34 50-year design life, S45 Separated rebar6 Nominal maximum aggregate size equal or less than 32 mm
A) Loading(i) Permanent Load
3.75
1.25
5
(ii) Variable Load
Imposed 2.5
Partitions 0.8
3.3
11.7
Specific weight of reinforced concrete, γRC = kN/m3
Weight per unit area of finishes, Wf = kN/m2
Thickness of slab, hs =
Rebar size, φbar =
Additive safety element, Δcdur,γ =
Reduction of min. cover for use of stainless steel, Δcdur,st =
Reduction of min. cover for use of additional protection, Δcdur,add =Allowance in design for deviation, Δcdev =
hs
Support moment allows 20% redistribution and end support moment should equal or greather than 0.04nl
Self-weight, γRChs = kN/m2
Floor finishes, γfhs = kN/m2
gk = kN/m2
kN/m2
kN/m2
qk = kN/m2
Ultimate design load, nMAX = 1.35gk+1.5qk = kN/m2
58.5 kN per m
B) Analysis
Location End Span
Moment Formula -0.04nl 0.075nl -0.086nl 0.063nl -0.063nl
-11.70 21.94 -25.16 18.43 -18.43Shear Formula 0.46n - 0.6n - 0.5n
26.91 - 35.10 - 29.25
C) Durability and Fire Resistance
25 mm
80 mm OK!
Min. cover required for fire resistance,
15 mm
Min. cover required for durability,
15 mm
Min. cover required for bonding,
= 20 mm
Min. cover required,
20 mm
Nominal cover required,
= 30 mm
Total design load, n = nMAXl =
End Support
First Interior Support
Interior Span
Other Interior Support
Moment (kNm per m)
Shear (kN per m)
Min. axis distance, amin =
Min. slab thickness, hs,min =
cmin,fi ≤ a - 0.5φbar
cmin,fi ≤
cmin,dur =
cmin,b = φbar
cmin = max {cmin,b; cmin,dur+Δcdur,γ-Δcdur,st-Δcdur,add; cmin,fi; 10}
cmin =
cnom = cmin+Δcdev
Component Reference Documentation
MS EN 1991-1-1 Table A.1
Exposure Class
X0XC1
MS EN 1992-1-1 Table 4.1 XC2/XC3MS EN 1992-1-2 Table 5.11 XC4
XD1/XS1
MS EN 1992-1-1 4.4.1.2 (6) XD2/XS2
MS EN 1992-1-1 4.4.1.2 (7) XD3/XS3
MS EN 1992-1-1 4.4.1.2 (8)
Standard Fire ResistanceREI 30REI 60REI 90REI 120REI 180
MS EN 1992-1-2 4.4.1.2 (5) REI 240MS EN 1992-1-2 Table 4.2MS EN 1992-1-2 Table 4.2
Unknowns
NA to MS EN 1991-1-1 Table NA2 & NA3
MS EN 1991-1-1 6.3.1.2 (8)
MS EN 1990-1-1 Table A1.2 (A)
BS 8110 Table 3.12
MS EN 1992-1-2 Table 5.11
MS EN 1992-1-2 Table 5.11
MS EN 1992-1-1 Table 4.4N
MS EN 1992-1-1 Table 4.2
MS EN 1992-1-1 Equation 4.2
MS EN 1992-1-1 Equation 4.1
Documentation
10152530
35
40
45
Standard Fire Resistance10 8025 8035 10045 12060 15070 175
Minimum Cover, cmin,dur
Min. Axis Distance, a (mm) Min. Slab Thickness, hs (mm)
