1. st
_1 Basement – Beam Design for Beam 25
Max: 786.00 kNm
Max: 662.94 kNm
Max: 502.93 kNm
Max: 96.80 kNm
1.28 kNm -19.53 kNm 0.65 kNm
-71.76 kNm
-235.35 kNm
Max: - 592.02 kNm
BMD
Max: 405.89 kN
Max: 322.34 kN
215.51 kN
167.95 kN
Max: 77.41 kN
12.87 kN
- 173.56 kN
-286.40 kN
Max: -328.06 kN
Max: - 440.79 kN
SFD
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Y
Z X Load 2 : Bending Z
Picture #1
Moment - kNm
Y
Z X Load 2 : Shear Y
Force - kN
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2. _________________________________________________________________
British Building Standards
BS 8110: Part 1, Part 2, Part 3: 1997, "Structural Use of Concrete"
BS 5328: Part 1: 1991, "Guide to Specifying Concrete"
BS 5328: Part 2: 1991, "Methods for Specifying Concrete Mixes"
BS 4449: 1988, "Carbon Steel Bars for the Reinforcement of Concrete"
Design Aids, Manuals, and Handbooks
"Handbook to British Standard BS 8110: 1985", Palladian Publications Ltd., 1987
"Designed and Detailed (BS 8110: 1985)", British Cement Association, 1992
Summary
Status Acceptable
Maximum 1.000
V & T Util 0.635
N vs M Util (+) 0.732
N vs M Util (-) 0.000
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Section Dimensions Material Properties Quantities (approx.)
Rectangular Beam fcu = 30 N/mm2 Concrete = 882 kg/m
b = 600 mm fy (main) = 460.0 N/mm2 Steel = 64 kg/m
h = 600 mm fy (links) = 460.0 N/mm2
Dc = 2500 kg/m3
Ds = 7850 kg/m3
Poisson's Ratio = 0.2
hagg = 20 mm
Es = 200000 N/mm2
Ec = 28212 N/mm2
Gc = 11755 N/mm2
fr = 3.29 N/mm2
Gross Properties Effective Properties
Zbar = 300 mm Ae = 360000 mm2
Ybar = 0 mm Ie (y-y) = 10800xE6 mm4
Ag = 360000 mm2 Ie (z-z) = 10800xE6 mm4
Ig (y-y) = 10800xE6 mm4 Ase (Y) = 240000 mm2
Ig (z-z) = 10800xE6 mm4 Ase (Z) = 240000 mm2
Ashear (Y) = 240000 mm2 Ce = 18219xE6 mm4
Ashear (Z) = 240000 mm2
Cg = 18219xE6 mm4
Mcr (Pos) = 118 kNm
Mcr (Neg) = -118 kNm
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Top Bars Top Bar Info Bottom Bars Bottom Bar Info
6T25 d' = 56 mm 6T25 d = 534 mm
As' = 2945 mm2 4T20 As = 4202 mm2
As'/bh = 0.00818 As/bh = 0.01167
dz = 13 mm dz = 13 mm
Links Face Steel Clear Cover
T8 @ 200 mm None Top = 35 mm
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3. Links Face Steel Clear Cover
Closed Configuration Bottom = 35 mm
4 Legs Side = 35 mm
Top Steel Bottom Steel
As' (min) 0 mm2 Acceptable As (min) 531 mm2 Acceptable
As' 2945 mm2 As 4202 mm2
As' (max) 7334 mm2 Acceptable As (max) 8108 mm2 Acceptable
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Factored Design Loads
LC N (kN) T (kNm) Vz (kN) My (kNm) Vy (kN) Mz (kNm) Mres (kNm) Theta
1 0.0 0.0 286.0 592.0 0.0 0.0 592.0 180º
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N vs M Results Axial Utilization for M(+) Moment(+) Utilization
GLC #1 LC = #1 LC = #1
Status Acceptable N = 0.0 kN M = 592.0 kNm Mn = 936.8 kNm
Utilization 0.732 Nu (max) = -7587.3 kN Mu = 808.4 kNm Mp = 1155.9 kNm
Maximum 1.000 Utilization = 0.000 Utilization = 0.732
Axial Utilization for M(-) Moment(-) Utilization
Not Applicable Not Applicable
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Shear and Torsion Utilization Shear Z-Direction Shear Y-Direction
GLC = 1 b = 600 mm Vy = 0 kN
N = 0.0 kN d = 534 mm Design Info Not Evaluated
vz / vuz = 0.635 As (Tens) = 4202 mm2
vy / vuy = 0.000 Avz = 201 mm2
Status = Acceptable Lambda = 1.00
Utilization = 0.635 M (y-y) = 592.0 kNm
Maximum = 1.000 Vz = 286.0 kN
vz = 0.893 N/mm2
vsz = 0.671 N/mm2
vcz = 0.735 N/mm2
vuz = 1.406 N/mm2
Torsion
vt = 0.000 N/mm2
vt,min = 0.367 N/mm2
vt < vt,min (Ignore Torsion)
T = 0.0 kNm
Link Requirements Maximum Shear Stress
Member Type Regular Beam Stress (v) = 0.893 N/mm2
Spacing 200.0 mm Maximum (vtu) = 4.382 N/mm2
Maximum 335.3 mm Status = Acceptable
Status Acceptable
Links Req'd v > ½vc or vt > vt,min
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Clear Horz Spacing between Top Bars Clear Horz Spacing between Bottom Bars
Scl = 72.8 mm Scl = 72.8 mm
Scl (min) = 25.0 mm Scl (min) = 25.0 mm
Status = Acceptable Status = Acceptable
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4. Clear Vert Spacing between Top Bar Layers Clear Vert Spacing between Bottom Bar Layers
dz = 13.3 mm
Status = Not Applicable dz (min) = 13.3 mm
Status = Acceptable
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Crack Control - Top Bars C-to-C Crack Control - Bottom Bars C-to-C Crack Control - Face Steel
P (min) = 0.0 % Status = Not Applicable
Status = Not Applicable C-to-C = 97.8 mm Steel Not Req'd
Reason: Not a Tension Region Maximum = 177.2 mm Reason: h <= 750 mm
Status = Acceptable
Top Bar Side Distance Bottom Bar Side Distance
P (min) = 0.0 %
Status = Not Applicable Side = 55.5 mm
Reason: Not a Tension Region Maximum = 88.6 mm
Status = Acceptable
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Longitudinal Reinforcing Shear Reinforcing
fy (min) = 250.0 N/mm2 fy (min) = 250.0 N/mm2
fy (long) = 460.0 N/mm2 fy (link) = 460.0 N/mm2
fy (max) = 500.0 N/mm2 fy (max) = 500.0 N/mm2
Status = Acceptable Status = Acceptable
Concrete Strength Concrete Density
fcu (min) = 30.0 N/mm2 Dc (min) = 1500.0 kg/m3
fcu = 30.0 N/mm2 Dc = 2500.0 kg/m3
fcu (max) = 60.0 N/mm2 Dc (max) = 3000.0 kg/m3
Status = Acceptable Status = Acceptable
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Picture #1
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4

5. British Building Standards
BS 8110: Part 1, Part 2, Part 3: 1997, "Structural Use of Concrete"
BS 5328: Part 1: 1991, "Guide to Specifying Concrete"
BS 5328: Part 2: 1991, "Methods for Specifying Concrete Mixes"
BS 4449: 1988, "Carbon Steel Bars for the Reinforcement of Concrete"
Design Aids, Manuals, and Handbooks
"Handbook to British Standard BS 8110: 1985", Palladian Publications Ltd., 1987
"Designed and Detailed (BS 8110: 1985)", British Cement Association, 1992
Summary
Status Acceptable
Maximum 1.000
V & T Util 0.830
N vs M Util (+) 0.000
N vs M Util (-) 0.859
_________________________________________________________________
Section Dimensions Material Properties Quantities (approx.)
Rectangular Beam fcu = 30 N/mm2 Concrete = 881 kg/m
b = 600 mm fy (main) = 460.0 N/mm2 Steel = 71 kg/m
h = 600 mm fy (links) = 460.0 N/mm2
Dc = 2500 kg/m3
Ds = 7850 kg/m3
Poisson's Ratio = 0.2
hagg = 20 mm
Es = 200000 N/mm2
Ec = 28212 N/mm2
Gc = 11755 N/mm2
fr = 3.29 N/mm2
Gross Properties Effective Properties
Zbar = 300 mm Ae = 360000 mm2
Ybar = 0 mm Ie (y-y) = 10800xE6 mm4
Ag = 360000 mm2 Ie (z-z) = 10800xE6 mm4
Ig (y-y) = 10800xE6 mm4 Ase (Y) = 240000 mm2
Ig (z-z) = 10800xE6 mm4 Ase (Z) = 240000 mm2
Ashear (Y) = 240000 mm2 Ce = 18219xE6 mm4
Ashear (Z) = 240000 mm2
Cg = 18219xE6 mm4
Mcr (Pos) = 118 kNm
Mcr (Neg) = -118 kNm
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Top Bars Top Bar Info Bottom Bars Bottom Bar Info
6T25 d' = 69 mm 6T25 d = 545 mm
6T20 As' = 4831 mm2 As = 2945 mm2
As'/bh = 0.01342 As/bh = 0.00818
dz = 13 mm dz = 13 mm
Links Face Steel Clear Cover
T8 @ 150 mm None Top = 35 mm
Closed Configuration Bottom = 35 mm
4 Legs Side = 35 mm
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6. Top Steel Bottom Steel
As' (min) 531 mm2 Acceptable As (min) 0 mm2 Acceptable
As' 4831 mm2 As 2945 mm2
As' (max) 8424 mm2 Acceptable As (max) 7313 mm2 Acceptable
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Factored Design Loads
LC N (kN) T (kNm) Vz (kN) My (kNm) Vy (kN) Mz (kNm) Mres (kNm) Theta
1 0.0 0.0 440.0 -786.0 0.0 0.0 786.0 0º
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N vs M Results Axial Utilization for M(+) Moment(+) Utilization
GLC #1 Not Applicable Not Applicable
Status Acceptable
Utilization 0.859
Maximum 1.000
Axial Utilization for M(-) Moment(-) Utilization
LC = #1 LC = #1
N = 0.0 kN M = -786.0 kNm Mn = 1061.7 kNm
Nu (max) = -7830.2 kN Mu = -915.1 kNm Mp = 1304.5 kNm
Utilization = 0.000 Utilization = 0.859
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Shear and Torsion Utilization Shear Z-Direction Shear Y-Direction
GLC = 1 b = 600 mm Vy = 0 kN
N = 0.0 kN d = 531 mm Design Info Not Evaluated
vz / vuz = 0.830 As (Tens) = 4831 mm2
vy / vuy = 0.000 Avz = 201 mm2
Status = Acceptable Lambda = 1.00
Utilization = 0.830 M (y-y) = -786.0 kNm
Maximum = 1.000 Vz = 440.0 kN
vz = 1.382 N/mm2
vsz = 0.894 N/mm2
vcz = 0.772 N/mm2
vuz = 1.666 N/mm2
Torsion
vt = 0.000 N/mm2
vt,min = 0.367 N/mm2
vt < vt,min (Ignore Torsion)
T = 0.0 kNm
Link Requirements Maximum Shear Stress
Member Type Regular Beam Stress (v) = 1.382 N/mm2
Spacing 150.0 mm Maximum (vtu) = 4.382 N/mm2
Maximum 219.7 mm Status = Acceptable
Status Acceptable
Links Req'd v > ½vc or vt > vt,min
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Clear Horz Spacing between Top Bars Clear Horz Spacing between Bottom Bars
Scl = 72.8 mm Scl = 72.8 mm
Scl (min) = 25.0 mm Scl (min) = 25.0 mm
Status = Acceptable Status = Acceptable
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7. Clear Vert Spacing between Top Bar Layers Clear Vert Spacing between Bottom Bar Layers
dz = 13.3 mm
dz (min) = 13.3 mm Status = Not Applicable
Status = Acceptable
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Crack Control - Top Bars C-to-C Crack Control - Bottom Bars C-to-C Crack Control - Face Steel
P (min) = 0.0 % Status = Not Applicable
C-to-C = 97.8 mm Status = Not Applicable Steel Not Req'd
Maximum = 177.2 mm Reason: Not a Tension Region Reason: h <= 750 mm
Status = Acceptable
Top Bar Side Distance Bottom Bar Side Distance
P (min) = 0.0 %
Side = 55.5 mm Status = Not Applicable
Maximum = 88.6 mm Reason: Not a Tension Region
Status = Acceptable
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Longitudinal Reinforcing Shear Reinforcing
fy (min) = 250.0 N/mm2 fy (min) = 250.0 N/mm2
fy (long) = 460.0 N/mm2 fy (link) = 460.0 N/mm2
fy (max) = 500.0 N/mm2 fy (max) = 500.0 N/mm2
Status = Acceptable Status = Acceptable
Concrete Strength Concrete Density
fcu (min) = 30.0 N/mm2 Dc (min) = 1500.0 kg/m3
fcu = 30.0 N/mm2 Dc = 2500.0 kg/m3
fcu (max) = 60.0 N/mm2 Dc (max) = 3000.0 kg/m3
Status = Acceptable Status = Acceptable
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8. Clear Vert Spacing between Top Bar Layers Clear Vert Spacing between Bottom Bar Layers
dz = 13.3 mm
dz (min) = 13.3 mm Status = Not Applicable
Status = Acceptable
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Crack Control - Top Bars C-to-C Crack Control - Bottom Bars C-to-C Crack Control - Face Steel
P (min) = 0.0 % Status = Not Applicable
C-to-C = 97.8 mm Status = Not Applicable Steel Not Req'd
Maximum = 177.2 mm Reason: Not a Tension Region Reason: h <= 750 mm
Status = Acceptable
Top Bar Side Distance Bottom Bar Side Distance
P (min) = 0.0 %
Side = 55.5 mm Status = Not Applicable
Maximum = 88.6 mm Reason: Not a Tension Region
Status = Acceptable
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Longitudinal Reinforcing Shear Reinforcing
fy (min) = 250.0 N/mm2 fy (min) = 250.0 N/mm2
fy (long) = 460.0 N/mm2 fy (link) = 460.0 N/mm2
fy (max) = 500.0 N/mm2 fy (max) = 500.0 N/mm2
Status = Acceptable Status = Acceptable
Concrete Strength Concrete Density
fcu (min) = 30.0 N/mm2 Dc (min) = 1500.0 kg/m3
fcu = 30.0 N/mm2 Dc = 2500.0 kg/m3
fcu (max) = 60.0 N/mm2 Dc (max) = 3000.0 kg/m3
Status = Acceptable Status = Acceptable
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