1
PROJECT: STRUCTURAL
REPORT OF PORTAL FRAME
BUILDING
CALCULATION
PACKAGE
LOCATION
OWNER:
AYME
: 21 Paper
QUINTAS
Mill
Road, Rawcliffe Bridge, Goole,
East Riding of Yorkshire. DN14
8SJ
OWNER :
INDEX
2
INDEX
DESCRIPTION
PAGE
A1.-Basics of design............................................................................3
A.2.-Wind Load Analysis on terrace....................................................4
A2.1.-MWFRS Eurocode EN-1992-1...........................................4
A2.2.-Wind Load Distribution......................................................7
A.3.-Gravitational Load Analysis ......................................................9
A.3.1-Metal roof load analysis...................................................9
A.3.2-Snow load Analysis.........................................................11
A.4.-Frame Analysis and Design.......................................................14
A.4.1.-Analysis Loading and Results.......................................14
A.4.2.-Purlins Design..............................................................19
A.4.3.-Steel Beam Design........................................................22
A.4.4.-Steel Column design....................................................26
A.5.-Foundation Analysis and Design...............................................30
A.6.-Connection Design ....................................................................36
A.6.1.-Beam to Beam connection design.................................36
A.6.2.-Beam to Column connection design..............................39
A.6.3.-Plate Base foundation connection design......................41
3
A1. BASICS OF DESIGN
This calculation package was assembled to explain a science based support procedure of the
plan elaborated for the project referenced above including code references that meet with
BS 8110 and Eurocode 2, and to confirm that this structure will behave satisfactorily during
the lifetime of this building.First ,a wind analysis will be performed to determine loading
upon the aluminium composite roof. A structural model of the Steel frame will be done to
design beams and columns. To conclude , connection and foundation will be designed
according to BS 8110 respectively.
Architectural Drawings and structural draftings were provided for calculation. It is a metal
roof supported by light steel portal. The column's section 150x150x5mm and the beam's
section is :203x203x5mm. The material is Steel S 275.The structure is enclosed by wood
claddings. The foundation is a continous interconected footing. This project is located at
21 Paper Mill Road, Rawcliffe Bridge, Goole, East Riding of Yorkshire. DN14 8SJ.
A1.1. ANALYSIS CRITERIA
The elastic theory was used to analyze the complete structure, using the software
Robot Autodesk structural analysis. The design was done through the same
software in accordance, and BS 8110 for reinforced concrete element. The
following is an overview of the load cases and combination ,used in the design of
the structure and the key parameters used to derive the structure.
Case
1
2
3
4
5
6
7
8
9
11
12
13
14
15
16
17
18
19
Case name
DL1
ULS
LL1
WINDX
WINDY
SLS+
SLS1 DL +1LL +1 W+ 1SN
1 DL +1LL+1WY+ 1SN
SN1
ULS+
ULS1.4 DL +1.6 IL
1.4 DL+1.4 WINDX
1.4 DL+ 1.4 WIND Y
1.2DL+1.2LL+1.2WX+1.2SN
1.2 DL+1.2 LL+1.2 WY+1.2 SN
1.4DL+1.6 LL+1.6 SN1
Nature
dead
live
wind
wind
SLS
SLS
snow
ULS
ACC
ACC
ACC
ACC
ACC
Analysis type
Static - Linear
Static - Linear
Static - Linear
Static - Linear
Static - Linear
Static - Linear
Linear Combination
Linear Combination
Linear Combination
Static - Linear
Static - Linear
Static - Linear
Linear Combination
Linear Combination
Linear Combination
Linear Combination
Linear Combination
Linear Combination
4
A2. WIND ANALYSIS
A2.1. MWFRS BS- EUROCODE UK NATIONAL Annex
Input Data
Calculation method for the wind action: = Exposure factor Ce(z)
Fundamental basic wind velocity (before the altitude correction is applied): v = 33 m/s
Altitude of the site above mean sea level: A = 80 m
Directional factor: c = 1.00 (direction 250 degrees)
Upwind distance to shoreline along the examined wind direction: d = 19.15119 km
Upwind distance inside town terrain along the examined wind direction: d = 0 km
Height above ground at which peak velocity pressure is calculated (reference height): z =
4.5 m
Displacement height for buildings in town: h = 0 m
Orography factor at reference height z: c (z) = 1
Season factor: c = 1
5
Calculation of peak velocity pressure (UK National Annex to EN1991-1-4)
Altitude correction factor
The effect of site altitude A = 80 m on the basic wind velocity is taken into account by the
altitudecorrection factor c that is determined from equations (NA.2a) and (NA.2b) of UK
National Annex to EN1991-1-4:
c = 1 + 0.001⋅A for z ≤ 10 m
c = 1 + 0.001⋅A⋅(10m / z) for z > 10 m
where z is either the reference height z as defined in EN1991-1-4 Figure 6.1 or the height of
the part above ground z as defined in EN1991-1-4 Figure 7.4. Smaller value of z yield more
unfavorable results. In this calculation the height above ground is considered conservatively
as 0.6⋅z. Therefore: c = 1 + 0.001⋅80 m⋅[ 10m / max(0.6⋅4.500 m, 10m) ] = 1.080
Fundamental value of the basic wind velocity
The fundamental value of the basic wind velocity v is defined in EN1991-1-4 §4.2(1)P as
thecharacteristic 10 minutes mean wind velocity at 10 m above ground level. It is
determined from eq. (NA.1) of UK National Annex to EN1991-1-4:
v = v ⋅c = 33.00 m/s⋅1.080 = 35.64 m/s
where v = 33.00 m/s is the value of the fundamental basic wind velocity before the altitude
correction is applied, that is given on the map in Figure NA.1 of UK National Annex to
EN1991-1-4.
Basic wind velocity
The basic wind velocity v is defined in EN1991-1-4 §4.2(2)P as a function of the wind
direction and time of year at 10 m above ground. It is calculated as:
Vb = Cdir ⋅Cseason ⋅V
The directional factor c takes into account the directional variation of the wind intensity. The
appropriate value of the directional factor c is provided in Table NA.1 of UK National
Annex to EN1991-1-4 as a function of the wind direction. For the examined calculation the
wind direction is considered as 250°, measured clockwise from North. The corresponding
directional factor is obtained with linear interpolation from Table NA.1 as c = 1.00.
Basic velocity pressure
The basic velocity pressure q is the pressure corresponding to the wind momentum
determined at the basic wind velocity v . The basic velocity pressure is calculated according
to the following fundamental relation, as specified in EN1991-14 §4.5(1):
q = (1/2) ⋅ ρ ⋅ v = (1/2) ⋅ 1.226 kg/m ⋅ (35.64 m/s) = 0.779 kN/m2
where the density of the air is considered as ρ = 1.226 kg/m in accordance with the UK
National Annex to EN1991-1-4 §4.5(1).
6
SUMMARY :
Wind velocity Pressure :
kN
qp ≔ 1.503 ――
m2
Wind Forces on Main
resisting system like the
portal Frames :
Wind Forces uppon
surfaces :
w = q (z) ⋅ Cpe
w = q (z) ⋅ Cpi
7
A.2.-2 WIND LOAD DISTRIBUTION
Wind X
b=26m
d=4.5m
Wind Y
b=4.5m
d=26m
Two load cases will be generated from those load. The maximum will be
considered.
Wind Y:
kN
kN
WH ≔ -0.738 ――
WF ≔ -1.641 ――
2
m
m2
kN
WI ≔ -0.328 ――
m2
Wind X:
kN
kN
WH ≔ -1.143 ――
WF ≔ -2.541 ――
2
m
m2
kN
WI ≔ -0.508 ――
m2
8
Wind X:
kN
kN
WH ≔ -1.143 ――
WF ≔ -2.541 ――
2
m
m2
kN
WI ≔ -0.508 ――
m2
Wind X : FOR LATERAL RSISTING ELEMENT
Wind Y : FOR LATERAL RSISTING ELEMENT
Wind Y:
kN
WA ≔ -1.716 ――
m2
kN
WD ≔ 1.330 ――
m2
kN
WE ≔ -0.822 ――
m2
Wind X:
kN
WA ≔ -1.779 ――
m2
kN
WD ≔ 1.379 ――
m2
kN
WE ≔ -0.852 ――
m2
9
A3.- GRAVITATIONAL LOAD ANALYIS
A3.1.- METAL ROOF LOAD ANALYSIS
FRAMING PLAN
AND TRIBUTARY WIDTH
ROOF CLADDING INSULATED SYSTEM LOADING ANALYSIS
The only dead load concern in roof cladding system is the self-weight of the metal
sheet and the insulation method
Built-up metal Sheet load: 0.25 kN/m2
Built-up Thickness : 180 mm
Insulation type :mineral wool
IMPOSED LOADING ACCORDING TO BS 6399-3:1988
Imposed load: 0.60 kN/m2
10
Imposed load: 0.60 kN/m2
SOLAR PANNEL LOADING CONSIDERATION
Dead load from the pannel
kg ⋅ m
kN
=
0.111
Wp ≔ 18.5 ⋅ 9.81 ――――――
――
1.65 ⋅ 0.99 ⋅ m 2 ⋅ s 2
m2
Dead load from the pannel support
kN
Wps ≔ 0.03 ――
m2
Pannel Total dead Load:
kN
Wpt ≔ Wp + Wps = 0.141 ――
m2
11
A.3.2.- SNOW LOAD EVALUATION
In this section we will evaluate the snow load uppon the building according to the
eurocode 2 and UK national annex:
kN
sk ≔ 0.32 ――
m2
Ground Snow Load :
Snow load distribution:
S=Ui*Ce*Ct*Sk
Topographic coefficient
Ce ≔ 1
Thermal coefficient
Ct ≔ 1
α1 ≔ 7 deg
U ⎛⎝α1⎞⎠ ≔ 0.8
kN
S1 ≔ Ce ⋅ Ct ⋅ sk = 0.32 ――
m2
(5.1 EN 1991-1-3)
α2 ≔ 7 deg
α1
= 0.987
U2 ≔ 0.8 + 0.8 ⋅ ―――
30 deg
kN
S2 ≔ 0.5 Ce ⋅ Ct ⋅ sk = 0.16 ――
m2
12
Case I
Case II
Case III
kN
0.32 ――
m2
kN
0.16 ――
m2
kN
0.32 ――
m2
kN
0.32 ――
m2
kN
0.32 ――
m2
kN
0.16 ――
m2
13
LOAD CASES:
kN
kN
kN
+ 0.141 ――
= 0.391 ――
Dead ≔ 0.25 ――
2
2
m
m
m2
kN
Imposed ≔ 0.60 ――
m2
kN
Snow1 ≔ 0.32 ――
m2
kN
Snow2 ≔ 0.16 ――
m2
U1
U2
LOAD COMBINATION ACCORDING BS 5950
kN
Dead + Imposed = 0.991 ――
m2
kN
1.4 Dead + 1.6 Imposed = 1.507 ――
m2
1.2 Dead +1.2 Imposed+1.2 WL
NOTE:wind load and combinations will generated in the software
Interiro Frames: Load Distribution
B: tributary width
B1 ≔ 5150 mm
Dead:
kN
W ≔ B1 ⋅ Dead = 0.002 ――
mm
Imposed:
kN
W ≔ B1 ⋅ Imposed = 0.003 ――
mm
U1:
kN
W ≔ B1 ⋅ Snow1 = 0.002 ――
mm
kN
W ≔ B1 Snow2 = 0.001 ――
mm
U2:
Exterior Frames: Load Distribution
5150
B1 ≔ ――mm
2
U1:
B: tributary width
Dead:
kN
W ≔ B1 ⋅ Dead = 0.001 ――
mm
Imposed:
kN
W ≔ B1 ⋅ Imposed = 0.002 ――
mm
kN
W ≔ B1 ⋅ Snow1 = 0.001 ――
mm
U2:
kN
W ≔ B1 Snow2 = 0.0004 ――
mm
14 kN
W ≔ B1 Snow2 = 0.0004 ――
mm
kN
W ≔ B1 ⋅ Snow1 = 0.001 ――
mm
A.4.- STRUCTURAL FRAME MODEL ANALYSIS
A.4.1.- STRUCTURAL MODEL, LOADING, ANALYSIS RESULTS
Model view
MEMBER SECTION PROFILE
Section name
SHSH 150x150x5
PFCH 150x90x24
UB 203x102x23
PFCH 125x65x15
Member
list
1to25By8
2to26By8
13 14 21 22
3467
29to49
5 8to28By4
11to27By4
50to59
AX (mm2)
AY (mm2)
AZ (mm2)
IX (mm4)
IY (mm4)
IZ (mm4)
2870
1500
1500
15500000
10020000
10020000
3040
2160
975
118000
11620000
2530000
2940
1890
1057
70200
21050000
1640000
1880
1235
688
47200
4830000
800000
15
LOADING :
Dead Load
Live Load
Snow Load
Wind +Y LOAD
16
Wind +Y LOAD
Wind +X LOAD
Combinations
Name
Analysis type
14 (C)
1.4 DL +1.6 IL
15 (C)
1.4 DL+1.4 WINDX
16 (C)
1.4 DL+ 1.4 WIND Y
17 (C)
1.2DL+1.2LL+1.2WX+1.2SN
18 (C)
1.2 DL+1.2 LL+1.2 WY+1.2 SN
19 (C)
1.4DL+1.6 LL+1.6 SN1
Linear
Combination
Linear
Combination
Linear
Combination
Linear
Combination
Linear
Combination
Linear
Combination
Combination type
ULS
Definit
1*1.40+
ULS
(1+
ULS
(1+
ULS
(1+3+6+1
ULS
(1+3+8+1
ULS
1*1.40
17
ANALYSIS RESULTS
BENDING MOMENT
SHEAR FORCES
MAXIMUM FRAME FORCES
18
DISPLACEMENTS
19
A.4.2.- STRUCTURAL STEEL RAFTER BEAM DESIGN
CODE: British Standard BS 5950
ANALYSIS TYPE: Member Verification
CODE GROUP:
MEMBER: 3 Beam_3 POINT: 2
COORDINATE: x = 0.50 L = 3.04 m
LOADS:
Governing Load Case: 16 1.4 DL+ 1.4 WIND Y (1+5)*1.40
MATERIAL
S275 py = 275000.0000 kPa E = 205000000.0000 kPa
SECTION PARAMETERS: PFCH 150x90x24
D=150 mm
B=90 mm
Ay=2160 mm2 Az=975 mm2 A=3040 mm2
t=7 mm
Iy=11620000 mm4
Iz=2530000 mm4
Ix=118000 mm4
T=12 mm
Wely=154933 mm3
Welz=44386 mm3
INTERNAL FORCES
Fc = 0.1569 kN
My = 19885.9044 kN*mm
Mlt = 19885.9044 kN*mm
Mymax = 19885.9044 kN*mm
mlt = 0.92
my = 0.95
CAPACITIES
Pc = 836.0000 kN
Mcy = 49225.0000 kN*mm
Section class = 1
Mey = 42606.6667 kN*mm
LATERAL BUCKLING PARAMETERS:
Le = 6.07 m
u = 0.94LamLT = 93.19 pb = 137278.7094 kPa
x = 10.66
v = 0.47NLT = 0.41
Mb = 24572.8890 kN*mm
BUCKLING PARAMETERS:
VERIFICATION FORMULAS:
Section check
Fc/Pc + My/Mcy = 0.40 < 1.00 (4.8.3.2)
Member stability check
mlt*Mlt/Mb = 0.75 < 1.00 (4.3.6.2)
LIMIT DISPLACEMENTS
Deflections (LOCAL SYSTEM):
uy = 0 mm < uy max = L/200.00 = 30 mm
Verified
Governing Load Case: 20 SLS /3/ 1*1.00 + 5*1.00
uz = 23 mm < uz max = L/200.00 = 30 mm
Verified
Governing Load Case: 20 SLS /3/ 1*1.00 + 5*1.00
Displacements (GLOBAL SYSTEM): Not analyzed
Section OK !!!
CODE: British Standard BS 5950
ANALYSIS TYPE: Member Verification
CODE GROUP:
MEMBER: 4 Beam_4 POINT: 2
COORDINATE: x = 0.50 L = 2.49 m
uz = 23 mm < uz max = L/200.00 = 30 mm
Verified
Governing Load Case: 20 SLS /3/ 1*1.00 + 5*1.00
Displacements (GLOBAL SYSTEM): Not analyzed
Section OK !!!
CODE: British Standard BS 5950
ANALYSIS TYPE: Member Verification
CODE GROUP:
MEMBER: 4 Beam_4 POINT: 2
COORDINATE: x = 0.50 L = 2.49 m
LOADS:
Governing Load Case: 16 1.4 DL+ 1.4 WIND Y (1+5)*1.40
MATERIAL
S275 py = 275000.0000 kPa E = 205000000.0000 kPa
SECTION PARAMETERS: PFCH 150x90x24
D=150 mm
B=90 mm
Ay=2160 mm2 Az=975 mm2 A=3040 mm2
t=7 mm
Iy=11620000 mm4
Iz=2530000 mm4
Ix=118000 mm4
T=12 mm
Wely=154933 mm3
Welz=44386 mm3
INTERNAL FORCES
Fc = 0.1308 kN
My = 13331.5530 kN*mm
Mlt = 13331.5530 kN*mm
Mymax = 13331.5530 kN*mm
mlt = 0.93
my = 0.95
CAPACITIES
Pc = 836.0000 kN
Mcy = 49225.0000 kN*mm
Section class = 1
Mey = 42606.6667 kN*mm
LATERAL BUCKLING PARAMETERS:
Le = 4.97 m
u = 0.94LamLT = 83.82 pb = 156382.5838 kPa
x = 10.66
v = 0.52NLT = 0.35
Mb = 27992.4825
BUCKLING PARAMETERS:
VERIFICATION FORMULAS:
Section check
Fc/Pc + My/Mcy = 0.27 < 1.00 (4.8.3.2)
Member stability check
mlt*Mlt/Mb = 0.44 < 1.00 (4.3.6.2)
LIMIT DISPLACEMENTS
Deflections (LOCAL SYSTEM):
uy = 0 mm < uy max = L/200.00 = 25 mm
Verified
Governing Load Case: 20 SLS /5/ 1*1.00 + 5*0.80
uz = 10 mm < uz max = L/200.00 = 25 mm
Verified
Governing Load Case: 20 SLS /3/ 1*1.00 + 5*1.00
Displacements (GLOBAL SYSTEM): Not analyzed
Section OK !!!
CODE: British Standard BS 5950
ANALYSIS TYPE: Member Verification
CODE GROUP:
MEMBER: 6 Beam_6 POINT: 2
COORDINATE: x = 0.50 L = 2.50 m
LOADS:
Governing Load Case: 16 1.4 DL+ 1.4 WIND Y (1+5)*1.40
MATERIAL
S275 py = 275000.0000 kPa E = 205000000.0000 kPa
SECTION PARAMETERS: PFCH 150x90x24
20
CODE: British Standard BS 5950
ANALYSIS TYPE: Member Verification
CODE GROUP:
MEMBER: 6 Beam_6 POINT: 2
COORDINATE: x = 0.50 L = 2.50 m
LOADS:
Governing Load Case: 16 1.4 DL+ 1.4 WIND Y (1+5)*1.40
MATERIAL
S275 py = 275000.0000 kPa E = 205000000.0000 kPa
SECTION PARAMETERS: PFCH 150x90x24
D=150 mm
B=90 mm
Ay=2160 mm2 Az=975 mm2 A=3040 mm2
t=7 mm
Iy=11620000 mm4
Iz=2530000 mm4
Ix=118000 mm4
T=12 mm
Wely=154933 mm3
Welz=44386 mm3
INTERNAL FORCES
Fc = 0.1261 kN
My = 13439.0650 kN*mm
Mlt = 13439.0650 kN*mm
Mymax = 13439.0650 kN*mm
mlt = 0.93
my = 0.95
CAPACITIES
Pc = 836.0000 kN
Mcy = 49225.0000 kN*mm
Section class = 1
Mey = 42606.6667 kN*mm
LATERAL BUCKLING PARAMETERS:
Le = 4.99 m
u = 0.94LamLT = 84.00 pb = 155992.2999 kPa
x = 10.66
v = 0.52NLT = 0.35
Mb = 27922.6217 kN*mm
BUCKLING PARAMETERS:
VERIFICATION FORMULAS:
Section check
Fc/Pc + My/Mcy = 0.27 < 1.00 (4.8.3.2)
Member stability check
mlt*Mlt/Mb = 0.45 < 1.00 (4.3.6.2)
LIMIT DISPLACEMENTS
Deflections (LOCAL SYSTEM):
uy = 0 mm < uy max = L/200.00 = 25 mm
Verified
Governing Load Case: 20 SLS /5/ 1*1.00 + 5*0.80
uz = 10 mm < uz max = L/200.00 = 25 mm
Verified
Governing Load Case: 20 SLS /3/ 1*1.00 + 5*1.00
Displacements (GLOBAL SYSTEM): Not analyzed
Section OK !!!
CODE: British Standard BS 5950
ANALYSIS TYPE: Member Verification
CODE GROUP:
MEMBER: 7 Beam_7 POINT: 2
COORDINATE: x = 0.50 L = 2.51 m
LOADS:
Governing Load Case: 16 1.4 DL+ 1.4 WIND Y (1+5)*1.40
MATERIAL
S275 py = 275000.0000 kPa E = 205000000.0000 kPa
SECTION PARAMETERS: PFCH 150x90x24
D=150 mm
B=90 mm
Ay=2160 mm2 Az=975 mm2 A=3040 mm2
t=7 mm
Iy=11620000 mm4
Iz=2530000 mm4
T=12 mm
Wely=154933 mm3
Welz=44386 mm3
Ix=118000 mm4
21
MEMBER: 7 Beam_7 POINT: 2
COORDINATE: x = 0.50 L = 2.51 m
LOADS:
Governing Load Case: 16 1.4 DL+ 1.4 WIND Y (1+5)*1.40
MATERIAL
S275 py = 275000.0000 kPa E = 205000000.0000 kPa
22
SECTION PARAMETERS: PFCH 150x90x24
D=150 mm
B=90 mm
Ay=2160 mm2 Az=975 mm2 A=3040 mm2
t=7 mm
Iy=11620000 mm4
Iz=2530000 mm4
Ix=118000 mm4
T=12 mm
Wely=154933 mm3
Welz=44386 mm3
INTERNAL FORCES
Fc = 0.1210 kN
My = 13547.0089 kN*mm
Mlt = 13547.0089 kN*mm
Mymax = 13547.0089 kN*mm
mlt = 0.93
my = 0.95
CAPACITIES
Pc = 836.0000 kN
Mcy = 49225.0000 kN*mm
Section class = 1
Mey = 42606.6667 kN*mm
LATERAL BUCKLING PARAMETERS:
Le = 5.01 m
u = 0.94LamLT = 84.18 pb = 155603.7639 kPa
x = 10.66
v = 0.51NLT = 0.35
Mb = 27853.0737 kN*mm
BUCKLING PARAMETERS:
VERIFICATION FORMULAS:
Section check
Fc/Pc + My/Mcy = 0.28 < 1.00 (4.8.3.2)
Member stability check
mlt*Mlt/Mb = 0.45 < 1.00 (4.3.6.2)
LIMIT DISPLACEMENTS
Deflections (LOCAL SYSTEM):
uy = 0 mm < uy max = L/200.00 = 25 mm
Verified
Governing Load Case: 20 SLS /5/ 1*1.00 + 5*0.80
uz = 11 mm < uz max = L/200.00 = 25 mm
Verified
Governing Load Case: 20 SLS /3/ 1*1.00 + 5*1.00
Displacements (GLOBAL SYSTEM): Not analyzed
Section OK !!!
A.4.3.- STRUCTURAL STEEL BEAM DESIGN
CODE: British Standard BS 5950
ANALYSIS TYPE: Member Verification
CODE GROUP:
MEMBER: 5 POINT: 1
COORDINATE: x = 0.00 L = 0.00 m
LOADS:
Governing Load Case: 18 1.2 DL+1.2 LL+1.2 WY+1.2 SN (1+3+11+5)*1.20
MATERIAL
S275 py = 275000.0000 kPa E = 205000000.0000 kPa
SECTION PARAMETERS: UB 203x102x23
D=203 mm
B=102 mm
Ay=1893 mm2 Az=1097 mm2 A=2940 mm2
t=5 mm
Iy=21050000 mm4
Iz=1640000 mm4
Ix=70200 mm4
T=9 mm
Wely=207185 mm3
Welz=32220 mm3
INTERNAL FORCES
Fc = 16.3484 kN
My = -17849.7953 kN*mm
Mz = 63.4083 kN*mm Fvy =
0.0290 kN
S275
py = 275000.0000 kPa E = 205000000.0000 kPa
SECTION PARAMETERS: UB 203x102x23
23
D=203 mm
B=102 mm
Ay=1893 mm2 Az=1097 mm2 A=2940 mm2
t=5 mm
Iy=21050000 mm4
Iz=1640000 mm4
Ix=70200 mm4
T=9 mm
Wely=207185 mm3
Welz=32220 mm3
INTERNAL FORCES
Fc = 16.3484 kN
My = -17849.7953 kN*mm
Mz = 63.4083 kN*mm Fvy =
0.0290 kN
Mlt = -17849.7953 kN*mm
Mymax = -17849.7953 kN*mm Mzmax = 63.4083
kN*mmFvz = 23.5205 kN
mlt = 0.50
my = 0.54
mz = 0.59
myz = 0.59
CAPACITIES
Pc = 808.5000 kN
Mcy = 63800.0000 kN*mm
Mcz = 13290.7662 kN*mm
Pvy = 312.4242 kN
Section class = 1
Mey = 56975.8858 kN*mm
Mez = 8860.5108 kN*mm
Pvz = 181.0512 kN
LATERAL BUCKLING PARAMETERS:
Le = 2.27 m
u = 0.88LamLT = 72.15 pb = 183203.7388 kPa
x = 22.46
v = 0.85NLT = 0.26
Mb = 42503.2674 kN*mm
VERIFICATION FORMULAS:
Section check
Fc/Pc + My/Mcy + Mz/Mcz = 0.30 < 1.00 (4.8.3.2)
Fvy/Pvy = 0.00 < 1.00 (4.2.3) Fvz/Pvz = 0.13 < 1.00 (4.2.3)
Member stability check
Fc/Pcz + mlt*Mlt/Mb + (1+Fc/Pcz)*mz*Mzmax/Mcz = 0.23 < 1.00 (4.8.3.3.2c)
LIMIT DISPLACEMENTS
Deflections (LOCAL SYSTEM):
uy = 0 mm < uy max = L/200.00 = 11 mm
Verified
Governing Load Case: 20 SLS /3/ 1*1.00 + 5*1.00
uz = 1 mm < uz max = L/200.00 = 11 mm
Verified
Governing Load Case: 20 SLS /2/ 1*1.00 + 4*1.00
Displacements (GLOBAL SYSTEM): Not analyzed
Section OK !!!
STEEL DESIGN
CODE: British Standard BS 5950
ANALYSIS TYPE: Member Verification
CODE GROUP:
MEMBER: 8 POINT: 3
COORDINATE: x = 1.00 L = 2.27 m
LOADS:
Governing Load Case: 18 1.2 DL+1.2 LL+1.2 WY+1.2 SN (1+3+11+5)*1.20
MATERIAL
S275 py = 275000.0000 kPa E = 205000000.0000 kPa
SECTION PARAMETERS: UB 203x102x23
D=203 mm
B=102 mm
Ay=1893 mm2 Az=1097 mm2 A=2940 mm2
t=5 mm
Iy=21050000 mm4
Iz=1640000 mm4
Ix=70200 mm4
T=9 mm
Wely=207185 mm3
Welz=32220 mm3
INTERNAL FORCES
Fc = 16.0754 kN
My = -6989.6125 kN*mm
Mz = -26.0235 kN*mm Fvy =
0.0152 kN
Mlt = 16738.0593 kN*mm
Mymax = 16738.0593 kN*mm Mzmax = -26.0235
kN*mmFvz = -21.2967 kN
SECTION PARAMETERS: UB 203x102x23
D=203 mm
24
B=102 mm
Ay=1893 mm2 Az=1097 mm2 A=2940 mm2
t=5 mm
Iy=21050000 mm4
Iz=1640000 mm4
Ix=70200 mm4
T=9 mm
Wely=207185 mm3
Welz=32220 mm3
INTERNAL FORCES
Fc = 16.0754 kN
My = -6989.6125 kN*mm
Mz = -26.0235 kN*mm Fvy =
0.0152 kN
Mlt = 16738.0593 kN*mm
Mymax = 16738.0593 kN*mm Mzmax = -26.0235
kN*mmFvz = -21.2967 kN
mlt = 0.80
my = 0.82
mz = 0.54
myz = 0.54
CAPACITIES
Pc = 808.5000 kN
Mcy = 63800.0000 kN*mm
Mcz = 13290.7662 kN*mm
Pvy = 312.4242 kN
Section class = 1
Mey = 56975.8858 kN*mm
Mez = 8860.5108 kN*mm
Pvz = 181.0512 kN
LATERAL BUCKLING PARAMETERS:
Le = 2.27 m
u = 0.88LamLT = 72.15 pb = 183203.7388 kPa
x = 22.46
v = 0.85NLT = 0.26
Mb = 42503.2674 kN*mm
BUCKLING PARAMETERS:
VERIFICATION FORMULAS:
Section check
Fc/Pc + My/Mcy + Mz/Mcz = 0.13 < 1.00 (4.8.3.2)
Fvy/Pvy = 0.00 < 1.00 (4.2.3) Fvz/Pvz = 0.12 < 1.00 (4.2.3)
Member stability check
Fc/Pcz + mlt*Mlt/Mb + (1+Fc/Pcz)*mz*Mzmax/Mcz = 0.34 < 1.00 (4.8.3.3.2c)
LIMIT DISPLACEMENTS
Deflections (LOCAL SYSTEM):
uy = 0 mm < uy max = L/200.00 = 11 mm
Verified
Governing Load Case: 5 WINDY
uz = 1 mm < uz max = L/200.00 = 11 mm
Verified
Governing Load Case: 20 SLS /3/ 1*1.00 + 5*1.00
Displacements (GLOBAL SYSTEM): Not analyzed
Section OK !!!
STEEL DESIGN
CODE: British Standard BS 5950
ANALYSIS TYPE: Member Verification
CODE GROUP:
MEMBER: 11
POINT: 3
COORDINATE: x = 1.00 L = 2.27 m
LOADS:
Governing Load Case: 18 1.2 DL+1.2 LL+1.2 WY+1.2 SN (1+3+11+5)*1.20
MATERIAL
S275 py = 275000.0000 kPa E = 205000000.0000 kPa
SECTION PARAMETERS: UB 203x102x23
D=203 mm
B=102 mm
Ay=1893 mm2 Az=1097 mm2 A=2940 mm2
t=5 mm
Iy=21050000 mm4
Iz=1640000 mm4
Ix=70200 mm4
T=9 mm
Wely=207185 mm3
Welz=32220 mm3
INTERNAL FORCES
Fc = 13.6068 kN
My = 35452.8982 kN*mm
Mz = 3.4619 kN*mm Fvy =
0.0181 kN
Mlt = 35452.8982 kN*mm
Mymax = 35452.8982 kN*mm Mzmax = 52.8670
kN*mmFvz = 15.6466 kN
mlt = 1.00
my = 0.57
mz = 0.58
myz = 0.58
SECTION PARAMETERS: UB 203x102x23
D=203 mm
B=102 mm
Ay=1893 mm2 Az=1097 mm2 A=2940 mm2
t=5 mm
Iy=21050000 mm4
Iz=1640000 mm4
Ix=70200 mm4 25
T=9 mm
Wely=207185 mm3
Welz=32220 mm3
INTERNAL FORCES
Fc = 13.6068 kN
My = 35452.8982 kN*mm
Mz = 3.4619 kN*mm Fvy =
0.0181 kN
Mlt = 35452.8982 kN*mm
Mymax = 35452.8982 kN*mm Mzmax = 52.8670
kN*mmFvz = 15.6466 kN
mlt = 1.00
my = 0.57
mz = 0.58
myz = 0.58
CAPACITIES
Pc = 808.5000 kN
Mcy = 63800.0000 kN*mm
Mcz = 13290.7662 kN*mm
Pvy = 312.4242 kN
Section class = 1
Mey = 56975.8858 kN*mm
Mez = 8860.5108 kN*mm
Pvz = 181.0512 kN
VERIFICATION FORMULAS:
Section check
Fc/Pc + My/Mcy + Mz/Mcz = 0.57 < 1.00 (4.8.3.2)
Fvy/Pvy = 0.00 < 1.00 (4.2.3) Fvz/Pvz = 0.09 < 1.00 (4.2.3)
Section OK
CODE: British Standard BS 5950
ANALYSIS TYPE: Member Verification
CODE GROUP:
MEMBER: 12
POINT: 1
COORDINATE: x = 0.00 L = 0.00 m
LOADS:
Governing Load Case: 18 1.2 DL+1.2 LL+1.2 WY+1.2 SN (1+3+11+5)*1.20
MATERIAL
S275 py = 275000.0000 kPa E = 205000000.0000 kPa
SECTION PARAMETERS: UB 203x102x23
D=203 mm
B=102 mm
Ay=1893 mm2 Az=1097 mm2 A=2940 mm2
t=5 mm
Iy=21050000 mm4
Iz=1640000 mm4
T=9 mm
Wely=207185 mm3
Welz=32220 mm3
Ix=70200 mm4
INTERNAL FORCES
Fc = 11.6810 kN
My = 35257.2374 kN*mm
Mz = 3.9309 kN*mm Fvy =
0.0113 kN
Mlt = 35257.2374 kN*mm
Mymax = 35257.2374 kN*mm Mzmax = -26.0439
kN*mmFvz = 0.0377 kN
mlt = 1.00
my = 0.84
mz = 0.54
myz = 0.54
CAPACITIES
Pc = 808.5000 kN
Mcy = 63800.0000 kN*mm
Mcz = 13290.7662 kN*mm
Pvy = 312.4242 kN
Section class = 1
Mey = 56975.8858 kN*mm
Mez = 8860.5108 kN*mm
Pvz = 181.0512 kN
Section check
Fc/Pc + My/Mcy + Mz/Mcz = 0.57 < 1.00 (4.8.3.2)
Fvy/Pvy = 0.00 < 1.00 (4.2.3) Fvz/Pvz = 0.00 < 1.00 (4.2.3)
Section OK !!!
Pc = 808.5000 kN
Mcy = 63800.0000 kN*mm
Mcz = 13290.7662 kN*mm
Pvy = 312.4242 kN
Section class = 1
Mey = 56975.8858 kN*mm
Mez = 8860.5108 kN*mm
26
Pvz = 181.0512 kN
Section check
Fc/Pc + My/Mcy + Mz/Mcz = 0.57 < 1.00 (4.8.3.2)
Fvy/Pvy = 0.00 < 1.00 (4.2.3) Fvz/Pvz = 0.00 < 1.00 (4.2.3)
Section OK !!!
A.4.4.- STRUCTURAL STEEL COLUMN DESIGN
CODE: British Standard BS 5950
ANALYSIS TYPE: Member Verification
CODE GROUP:
MEMBER: 1 POINT: 3
COORDINATE: x = 1.00 L = 3.50 m
LOADS:
Governing Load Case: 18 1.2 DL+1.2 LL+1.2 WY+1.2 SN (1+3+11+5)*1.20
MATERIAL
S275 py = 275000.0000 kPa E = 205000000.0000 kPa
SECTION PARAMETERS: SHSH 150x150x5
D=150 mm
B=150 mm
Ay=1435 mm2 Az=1435 mm2 A=2870 mm2
t=5 mm
Iy=10020000 mm4
Iz=10020000 mm4
Ix=15500000 mm4
T=5 mm
Wely=133600 mm3
Welz=133600 mm3
INTERNAL FORCES
Fc = 30.3530 kN
My = -19510.7933 kN*mm
Mz = -246.4389 kN*mm
Fvy = -3.3434 kN
Mlt = -19510.7933 kN*mm
Mymax = -19510.7933 kN*mm Mzmax = 2094.8577
kN*mmFvz = -13.3601 kN
mlt = 1.00
my = 0.48
mz = 0.58
myz = 0.58
CAPACITIES
Pc = 789.2500 kN
Mcy = 42900.0000 kN*mm
Mcz = 42900.0000 kN*mm
Pvy = 236.7750 kN
Section class = 1
Mey = 36740.0000 kN*mm
Mez = 36740.0000 kN*mm
Pvz = 236.7750 kN
LATERAL BUCKLING PARAMETERS:
BUCKLING PARAMETERS:
About Y axis:
About Z axis:
Ly = 3.50 m
pey = 576638.1114 kPa Lz = 3.50 m
pez = 576638.1114 kPa
Ley = 3.50 m Fiy = 450083.7371 kPa Lez = 3.50 m Fiz = 450083.7371 kPa
Lamy = 59.23 py = 240322.2302 kPa Lamz = 59.23 pz = 240322.2302 kPa
ny = 0.08
Pcy = 689.7248 kN
nz = 0.08
Pcz = 689.7248 kN
VERIFICATION FORMULAS:
Section check
Fc/Pc + My/Mcy + Mz/Mcz = 0.50 < 1.00 (4.8.3.2)
Fvy/Pvy = 0.01 < 1.00 (4.2.3) Fvz/Pvz = 0.06 < 1.00 (4.2.3)
Member stability check
Fc/Pcy + (1+0.5*Fc/Pcy)*my*Mymax/Mcy + 0.5*myz*Mzmax/Mcz = 0.28 < 1.00
(4.8.3.3.3c)
LIMIT DISPLACEMENTS
Deflections (LOCAL SYSTEM): Not analyzed
Displacements (GLOBAL SYSTEM):
vx = 9 mm < vx max = L/150.00 = 23 mm
Verified
Governing Load Case: 20 SLS /3/ 1*1.00 + 5*1.00
Fvy/Pvy = 0.01 < 1.00 (4.2.3) Fvz/Pvz = 0.06 < 1.00 (4.2.3)
Member stability check
Fc/Pcy + (1+0.5*Fc/Pcy)*my*Mymax/Mcy + 0.5*myz*Mzmax/Mcz = 0.28 < 1.00
27
(4.8.3.3.3c)
LIMIT DISPLACEMENTS
Deflections (LOCAL SYSTEM): Not analyzed
Displacements (GLOBAL SYSTEM):
vx = 9 mm < vx max = L/150.00 = 23 mm
Verified
Governing Load Case: 20 SLS /3/ 1*1.00 + 5*1.00
vy = 1 mm < vy max = L/150.00 = 23 mm
Verified
Governing Load Case: 20 SLS /2/ 1*1.00 + 4*1.00
Section OK !!!
STEEL DESIGN
CODE: British Standard BS 5950
ANALYSIS TYPE: Member Verification
CODE GROUP:
MEMBER: 2 POINT: 1
COORDINATE: x = 0.00 L = 0.00 m
LOADS:
Governing Load Case: 16 1.4 DL+ 1.4 WIND Y (1+5)*1.40
MATERIAL
S275 py = 275000.0000 kPa E = 205000000.0000 kPa
SECTION PARAMETERS: SHSH 150x150x5
D=150 mm
B=150 mm
Ay=1435 mm2 Az=1435 mm2 A=2870 mm2
t=5 mm
Iy=10020000 mm4
Iz=10020000 mm4
Ix=15500000 mm4
T=5 mm
Wely=133600 mm3
Welz=133600 mm3
INTERNAL FORCES
Fc = 32.2225 kN
My = 18589.3695 kN*mm
Mz = 154.6509 kN*mm Fvy =
0.2820 kN
Mlt = 18589.3695 kN*mm
Mymax = 18589.3695 kN*mm Mzmax = -338.8647
kN*mmFvz = -21.0135 kN
mlt = 1.00
my = 0.73
mz = 0.62
myz = 0.62
CAPACITIES
Pc = 789.2500 kN
Mcy = 42900.0000 kN*mm
Mcz = 42900.0000 kN*mm
Pvy = 236.7750 kN
Section class = 1
Mey = 36740.0000 kN*mm
Mez = 36740.0000 kN*mm
Pvz = 236.7750 kN
BUCKLING PARAMETERS:
About Y axis:
About Z axis:
Ly = 3.50 m
pey = 576638.1114 kPa Lz = 3.50 m
pez = 576638.1114 kPa
Ley = 3.50 m Fiy = 450083.7371 kPa Lez = 3.50 m Fiz = 450083.7371 kPa
Lamy = 59.23 py = 240322.2302 kPa Lamz = 59.23 pz = 240322.2302 kPa
ny = 0.08
Pcy = 689.7248 kN
nz = 0.08
Pcz = 689.7248 kN
VERIFICATION FORMULAS:
Section check
Fc/Pc + My/Mcy + Mz/Mcz = 0.48 < 1.00 (4.8.3.2)
Fvy/Pvy = 0.00 < 1.00 (4.2.3) Fvz/Pvz = 0.09 < 1.00 (4.2.3)
Member stability check
Fc/Pcy + (1+0.5*Fc/Pcy)*my*Mymax/Mcy + 0.5*myz*Mzmax/Mcz = 0.37 < 1.00
(4.8.3.3.3c)
LIMIT DISPLACEMENTS
Deflections (LOCAL SYSTEM): Not analyzed
Displacements (GLOBAL SYSTEM):
VERIFICATION FORMULAS:
Section check
Fc/Pc + My/Mcy + Mz/Mcz = 0.48 < 1.00 (4.8.3.2)
28
Fvy/Pvy = 0.00 < 1.00 (4.2.3) Fvz/Pvz = 0.09 < 1.00 (4.2.3)
Member stability check
Fc/Pcy + (1+0.5*Fc/Pcy)*my*Mymax/Mcy + 0.5*myz*Mzmax/Mcz = 0.37 < 1.00
(4.8.3.3.3c)
LIMIT DISPLACEMENTS
Deflections (LOCAL SYSTEM): Not analyzed
Displacements (GLOBAL SYSTEM):
vx = 9 mm < vx max = L/150.00 = 23 mm
Verified
Governing Load Case: 5 WINDY
vy = 1 mm < vy max = L/150.00 = 23 mm
Verified
Governing Load Case: 20 SLS /2/ 1*1.00 + 4*1.00
Section OK !!!
CODE: British Standard BS 5950
ANALYSIS TYPE: Member Verification
CODE GROUP:
MEMBER: 10
POINT: 1
COORDINATE: x = 0.00 L = 0.00 m
LOADS:
Governing Load Case: 16 1.4 DL+ 1.4 WIND Y (1+5)*1.40
MATERIAL
S275 py = 275000.0000 kPa E = 205000000.0000 kPa
SECTION PARAMETERS: SHSH 150x150x5
D=150 mm
B=150 mm
Ay=1435 mm2 Az=1435 mm2 A=2870 mm2
t=5 mm
Iy=10020000 mm4
Iz=10020000 mm4
Ix=15500000 mm4
T=5 mm
Wely=133600 mm3
Welz=133600 mm3
INTERNAL FORCES
Fc = 56.3969 kN
My = 27609.7772 kN*mm
Mz = -66.7727 kN*mm Fvy =
-0.1028 kN
Mlt = 27609.7772 kN*mm
Mymax = 27609.7772 kN*mm Mzmax = 113.1215
kN*mmFvz = -24.1656 kN
mlt = 1.00
my = 0.30
mz = 0.80
myz = 0.80
CAPACITIES
Pc = 789.2500 kN
Mcy = 42900.0000 kN*mm
Mcz = 42900.0000 kN*mm
Pvy = 236.7750 kN
Section class = 1
Mey = 36740.0000 kN*mm
Mez = 36740.0000 kN*mm
Pvz = 236.7750 kN
BUCKLING PARAMETERS:
VERIFICATION FORMULAS:
Section check
Fc/Pc + My/Mcy + Mz/Mcz = 0.72 < 1.00 (4.8.3.2)
Fvy/Pvy = 0.00 < 1.00 (4.2.3) Fvz/Pvz = 0.10 < 1.00 (4.2.3)
Member stability check
Not analyzed
Section OK !!!
CODE: British Standard BS 5950:2000
ANALYSIS TYPE: Member Verification
CODE GROUP:
Member stability check
Not analyzed
Section OK !!!
29
CODE: British Standard BS 5950:2000
ANALYSIS TYPE: Member Verification
CODE GROUP:
MEMBER: 13
POINT: 1
COORDINATE: x = 0.00 L = 0.00 m
LOADS:
Governing Load Case: 16 1.4 DL+ 1.4 WIND Y (1+5)*1.40
MATERIAL
S275 py = 275000.0000 kPa E = 205000000.0000 kPa
SECTION PARAMETERS: SHSH 150x150x5
D=150 mm
B=150 mm
Ay=1435 mm2 Az=1435 mm2 A=2870 mm2
t=5 mm
Iy=10020000 mm4
Iz=10020000 mm4
T=5 mm
Wely=133600 mm3
Welz=133600 mm3
Ix=15500000 mm4
INTERNAL FORCES
Fc = 47.0887 kN
My = 40065.7413 kN*mm
Mz = 189.0492 kN*mm Fvy =
0.1938 kN
Mlt = 40065.7413 kN*mm
Mymax = 40065.7413 kN*mm Mzmax = 189.0492
kN*mmFvz = -30.9679 kN
mlt = 1.00
my = 0.41
mz = 0.69
myz = 0.69
CAPACITIES
Pc = 789.2500 kN
Mcy = 42900.0000 kN*mm
Mcz = 42900.0000 kN*mm
Pvy = 236.7750 kN
Section class = 1
Mey = 36740.0000 kN*mm
Mez = 36740.0000 kN*mm
Pvz = 236.7750 kN
VERIFICATION FORMULAS:
Section check
Fc/Pc + My/Mcy + Mz/Mcz = 1.00 < 1.00 (4.8.3.2)
Fvy/Pvy = 0.00 < 1.00 (4.2.3) Fvz/Pvz = 0.13 < 1.00 (4.2.3)
Member stability check
Not analyzed
Section OK !!!
30
A.5. - FOUNDATION ANALYSIS AND DESIGN
In this section we will calculate a typical footing below the columns. To proceed we will
assume a soil bearing capacity of 150 kPa. If after survey there is any change reevaluate
the footing. And this cannot affect the structure above. The soil is being considered as a
dense stiff clay:
1
Spread footing: Foundation25
1.1
Number of
Basic data
1.1.1
Assumptions
: BS 8004
Geotechnic calculations according to
Concrete calculations according to : BS 8110
Shape selection : without limits
1.1.2
Geometry:
A
B
h1
h2
h4
= 2.40 (m)
= 1.40 (m)
= 0.25 (m)
= 0.20 (m)
= 0.05 (m)
a'
b'
c1
c2
= 200 (mm)
= 200 (mm)
= 50 (mm)
= 50 (mm)
1.1.3
a
b
ex
ey
= 0.30 (m)
= 0.30 (m)
= 0.00 (m)
= 0.00 (m)
Materials
Concrete
: C25; Characteristic strength = 25000.0000 kPa
Unit weight = 2501.36 (kG/m3)
Longitudinal reinforcement : type
Grade 500 R
Characteristic strength =
500000.0000 kPa
Transversal reinforcement : type
Grade 500 R
Characteristic strength =
500000.0000 kPa
Additional reinforcement: : type
Characteristic strength =
250000.0000 kPa
1.1.4
Loads:
Foundation loads:
Case
Nature Group
N
(kN)
1.4 DL +1.6 IL
design ---1.4 DL+1.4 WINDX
design
1.4 DL+ 1.4 WIND Y
design
1.2DL+1.2LL+1.2WX+1.2SN
-17416.8180
1.2 DL+1.2 LL+1.2 WY+1.2 SN
Fx
(kN)
23.9547
------design
Fy
(kN)
-3.8571
50.0752
45.9462
----
Mx
My
(kN*mm)(kN*mm)
0.0203 -12.1800-4632.3396
-19.76381.2535 -1469.5327
-16798.0413
-30.69140.6857 -635.8082
-39724.3394
56.5221 -19.45471.0753 -1260.1512
design
----
52.9829 -28.82130.5886 -545.5303
500000.0000 kPa
Additional reinforcement:
: type
Characteristic strength =
250000.0000 kPa
1.1.4
31
Loads:
Foundation loads:
Case
Nature Group
N
(kN)
1.4 DL +1.6 IL
design ---1.4 DL+1.4 WINDX
design
1.4 DL+ 1.4 WIND Y
design
1.2DL+1.2LL+1.2WX+1.2SN
-17416.8180
1.2 DL+1.2 LL+1.2 WY+1.2 SN
-37067.9306
1.4DL+1.6 LL+1.6 SN1
design
1 DL +1LL +1 W+ 1SN
design
1 DL +1LL+1WY+ 1SN
design
Fx
(kN)
23.9547
------design
Fy
(kN)
-3.8571
50.0752
45.9462
----
Mx
My
(kN*mm)(kN*mm)
0.0203 -12.1800-4632.3396
-19.76381.2535 -1469.5327
-16798.0413
-30.69140.6857 -635.8082
-39724.3394
56.5221 -19.45471.0753 -1260.1512
design
----
52.9829 -28.82130.5886 -545.5303
----------
31.2087 -5.1994 0.0206 -12.5455-6243.4318
47.1017 -16.21230.8961 -1050.1260
-14514.0150
44.1524 -24.01770.4905 -454.6085
-30889.9422
Backfill loads:
Case
1.1.5
1/
2/
3/
4/
Fy=1.0753
5/
Fy=0.5886
6/
7/
Fy=0.8961
8/
Fy=0.4905
9/*
10/*
11/*
12/*
Fy=1.0753
13/*
Fy=0.5886
14/*
15/*
Fy=0.8961
16/*
Fy=0.4905
1.2
Nature Q1
(kN/m2)
Combination list
ULS :
ULS :
ULS :
ULS :
1.4 DL +1.6 IL N=23.9547 Mx=-12.1800 My=-4632.3396 Fx=-3.8571 Fy=0.0203
1.4 DL+1.4 WINDX N=50.0752 Mx=-1469.5327 My=-16798.0413 Fx=-19.7638 Fy=1.2535
1.4 DL+ 1.4 WIND Y N=45.9462 Mx=-635.8082 My=-39724.3394 Fx=-30.6914 Fy=0.6857
1.2DL+1.2LL+1.2WX+1.2SN N=56.5221 Mx=-1260.1512 My=-17416.8180 Fx=-19.4547
ULS : 1.2 DL+1.2 LL+1.2 WY+1.2 SN N=52.9829 Mx=-545.5303 My=-37067.9306 Fx=-28.8213
ULS : 1.4DL+1.6 LL+1.6 SN1 N=31.2087 Mx=-12.5455 My=-6243.4318 Fx=-5.1994 Fy=0.0206
SLS : 1 DL +1LL +1 W+ 1SN N=47.1017 Mx=-1050.1260 My=-14514.0150 Fx=-16.2123
SLS : 1 DL +1LL+1WY+ 1SN N=44.1524 Mx=-454.6085 My=-30889.9422 Fx=-24.0177
ULS :
ULS :
ULS :
ULS :
1.4 DL +1.6 IL N=23.9547 Mx=-12.1800 My=-4632.3396 Fx=-3.8571 Fy=0.0203
1.4 DL+1.4 WINDX N=50.0752 Mx=-1469.5327 My=-16798.0413 Fx=-19.7638 Fy=1.2535
1.4 DL+ 1.4 WIND Y N=45.9462 Mx=-635.8082 My=-39724.3394 Fx=-30.6914 Fy=0.6857
1.2DL+1.2LL+1.2WX+1.2SN N=56.5221 Mx=-1260.1512 My=-17416.8180 Fx=-19.4547
ULS : 1.2 DL+1.2 LL+1.2 WY+1.2 SN N=52.9829 Mx=-545.5303 My=-37067.9306 Fx=-28.8213
ULS : 1.4DL+1.6 LL+1.6 SN1 N=31.2087 Mx=-12.5455 My=-6243.4318 Fx=-5.1994 Fy=0.0206
SLS : 1 DL +1LL +1 W+ 1SN N=47.1017 Mx=-1050.1260 My=-14514.0150 Fx=-16.2123
SLS : 1 DL +1LL+1WY+ 1SN N=44.1524 Mx=-454.6085 My=-30889.9422 Fx=-24.0177
Geotechnical design
1.2.1
Assumptions
Foundation design for:
• Capacity
• Rotation
• Sliding
• Sliding with soil pressure considered:
• Uplift
• Average settlement
1.2.2
Soil:
Soil level:
N1
= 0.00 (m)
Column pier level:
Na
= 0.00 (m)
Minimum reference level: Nf
= -0.50 (m)
well graded gravels
• Soil level:
0.00 (m)
• Unit weight:
2243.38 (kG/m3)
• Unit weight of solid:
2702.25 (kG/m3)
• Internal friction angle:
42.0 (Deg)
• Cohesion:
0.0000 (kPa)
1.2.3
Limit states
none
Column pier level:
Na
Minimum reference level: Nf
= 0.00 (m)
= -0.50 (m)
well graded gravels
• Soil level:
0.00 (m)
• Unit weight:
2243.38 (kG/m3)
• Unit weight of solid:
2702.25 (kG/m3)
• Internal friction angle:
42.0 (Deg)
• Cohesion:
0.0000 (kPa)
1.2.3
32
Limit states
Stress calculations
Soil type under foundation: not layered
Design combination
SLS : 1 DL +1LL+1WY+ 1SN N=44.1524 Mx=-454.6085
My=-30889.9422 Fx=-24.0177 Fy=0.4905
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
Calculation results: On the foundation level
Weight of foundation and soil over it:
Gr = 35.4347 (kN)
Design load:
Nr = 79.5872 (kN)Mx = -675.3397 (kN*mm) My = -41697.9196 (kN*mm)
Soil profile parameters:
C
=
0.0000 (kPa)
f
=
0.0
g
=
0.00 (kG/m3)
Stress in soil:
57.0848 (kPa)
Design soil pressure
145.0000 (kPa)
Safety factor:
2.54 > 1
Uplift
Uplift in SLS
Design combination:
SLS : 1 DL +1LL+1WY+ 1SN N=44.1524 Mx=-454.6085
My=-30889.9422 Fx=-24.0177 Fy=0.4905
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
Contact area:
s
= 1.00
slim
= 1.00
Sliding
Design combination
SLS : 1 DL +1LL+1WY+ 1SN N=44.1524 Mx=-454.6085
My=-30889.9422 Fx=-24.0177 Fy=0.4905
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
Weight of foundation and soil over it:
Gr = 35.4347 (kN)
Design load:
Nr = 79.5872 (kN)Mx = -675.3397 (kN*mm) My = -41697.9196 (kN*mm)
Equivalent foundation dimensions: A_ = 2.40 (m)
B_ = 1.40 (m)
Sliding area:
2.84 (m2)
Foundation/soil friction coefficient: tg(f) = 0.90
Cohesion:
C = 0.0000 (kPa)
Sliding force value
F = 24.0227 (kN)
Value of force preventing foundation sliding:
- On the foundation level: F(stab) = 71.6606 (kN)
Stabilility for sliding:
2.983 > 1
Average settlement
Soil type under foundation: not layered
Design combination
SLS : 1 DL +1LL+1WY+ 1SN N=44.1524 Mx=-454.6085
My=-30889.9422 Fx=-24.0177 Fy=0.4905
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
Weight of foundation and soil over it:
Gr = 35.4347 (kN)
Average stress caused by design load:
q = 28.5424 (kPa)
Thickness of the actively settling soil:
z = 1.05 (m)
Stress on the level z:
Average settlement
Soil type under foundation: not layered
33
Design combination
SLS : 1 DL +1LL+1WY+ 1SN N=44.1524 Mx=-454.6085
My=-30889.9422 Fx=-24.0177 Fy=0.4905
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
Weight of foundation and soil over it:
Gr = 35.4347 (kN)
Average stress caused by design load:
q = 28.5424 (kPa)
Thickness of the actively settling soil:
z = 1.05 (m)
Stress on the level z:
- Additional:
szd = 9.6500 (kPa)
- Caused by soil weight: szg = 33.0000 (kPa)
Settlement:
- Original
s' = 0 (mm)
- Secondary
s'' = 0 (mm)
- TOTAL S = 0 (mm) < Sadm = 50 (mm)
Safety factor:
739.3 > 1
Settlement difference
Design combination
SLS : 1 DL +1LL+1WY+ 1SN N=44.1524 Mx=-454.6085
My=-30889.9422 Fx=-24.0177 Fy=0.4905
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
Settlement difference:
S = 0 (mm) < Sadm = 50 (mm)
Safety factor:
199.9 > 1
Rotation
About OX axis
Design combination
SLS : 1 DL +1LL +1 W+ 1SN N=47.1017 Mx=-1050.1260
My=-14514.0150 Fx=-16.2123 Fy=0.8961
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
Weight of foundation and soil over it:
Gr = 35.4347 (kN)
Design load:
Nr = 82.5365 (kN)Mx = -1453.3653 (kN*mm) My = -21809.5449 (kN*mm)
Stability moment:
Mstab = 57775.5251 (kN*mm)
Rotation moment:
Mrenv = 1453.3653 (kN*mm)
Stability for rotation:
39.75 > 1
About OY axis
Design combination:
SLS : 1 DL +1LL+1WY+ 1SN N=44.1524 Mx=-454.6085
My=-30889.9422 Fx=-24.0177 Fy=0.4905
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
Weight of foundation and soil over it:
Gr = 35.4347 (kN)
Design load:
Nr = 79.5872 (kN)Mx = -675.3397 (kN*mm) My = -41697.9196 (kN*mm)
Stability moment:
Mstab = 95504.6118 (kN*mm)
Rotation moment:
Mrenv = 41697.9196 (kN*mm)
Stability for rotation:
2.29 >
1.3
RC design
1.3.1
Assumptions
Exposure
1.3.2
: mild
Analysis of punching and shear
Shear
Design combination
ULS : 1.4 DL+ 1.4 WIND Y N=45.9462 Mx=-635.8082
My=-39724.3394 Fx=-30.6914 Fy=0.6857
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
Design load:
Nr = 81.3809 (kN)Mx = -944.3587 (kN*mm) My = -53535.4876 (kN*mm)
Length of critical circumference:
1.40 (m)
Exposure
1.3.2
: mild
Analysis of punching and shear
34
Shear
Design combination
ULS : 1.4 DL+ 1.4 WIND Y N=45.9462 Mx=-635.8082
My=-39724.3394 Fx=-30.6914 Fy=0.6857
Load factors:
1.00 * Foundation weight
1.00 * Soil weight
Design load:
Nr = 81.3809 (kN)Mx = -944.3587 (kN*mm) My = -53535.4876 (kN*mm)
Length of critical circumference:
1.40 (m)
Shear force:
50.4740 (kN)
Section effective height
heff = 0.19 (m)
Shear area:
A = 0.27 (m2)
Reinforcement ratio:
r = 0.15 %
Shear stress:
189.7520 (kPa)
Admissible shear stress: 407.9003 (kPa)
Safety factor:
2.15 > 1
1.3.3
Required reinforcement
Spread footing:
bottom:
ULS : 1.4 DL+ 1.4 WIND Y N=45.9462 Mx=-635.8082 My=-39724.3394 Fx=-30.6914
Fy=0.6857
My = 35169.8622 (kN*mm)Asx
= 292 (mm2/m)
ULS : 1.2DL+1.2LL+1.2WX+1.2SN N=56.5221 Mx=-1260.1512 My=-17416.8180
Fx=-19.4547 Fy=1.0753
Mx = 6707.3396 (kN*mm) Asy
= 273 (mm2/m)
As min
= 273 (mm2/m)
top:
ULS : 1.4 DL+ 1.4 WIND Y N=45.9462 Mx=-635.8082 My=-39724.3394 Fx=-30.6914
Fy=0.6857
My = -7908.6909 (kN*mm) A'sx
= 273 (mm2/m)
A'sy
= 0 (mm2/m)
As min
= 273 (mm2/m)
Column pier:
Longitudinal reinforcement A
A
Asx
1.3.4
= 803 (mm2)
A min.
= 2 * (Asx + Asy)
= 381 (mm2)
Asy
Provided reinforcement
2.3.1
Spread footing:
Bottom:
Along X axis:
5 Grade 500 R No.10 l = 2.30 (m)
e = 1*-0.49 + 4*0.25
Along Y axis:
9 Grade 500 R No.10 l = 1.30 (m)
e = 1*-0.99 + 8*0.25
Top:
Along X axis:
5 Grade 500 R No.10 l = 2.30 (m)
e = 1*-0.49 + 4*0.25
Along Y axis:
9 Grade 500 R No.10 l = 1.30 (m)
e = 1*-0.99 + 8*0.25
2.3.2
Pier
Longitudinal reinforcement
Along X axis:
2 Grade 500 R 12.0 l = 1.04 (m)
e = 1*-0.05 + 1*0.11
Along Y axis:
4 Grade 500 R 12.0 l = 1.09 (m)
e = 1*-0.05 + 3*0.04
= 360 (mm2)
= 20 (mm2)
9 Grade 500 R No.10 l = 1.30 (m)
e = 1*-0.99 + 8*0.25
Top:
Along X axis:
5 Grade 500 R No.10 l = 2.30 (m)
e = 1*-0.49 + 4*0.25
Along Y axis:
9 Grade 500 R No.10 l = 1.30 (m)
e = 1*-0.99 + 8*0.25
2.3.2
Pier
Longitudinal reinforcement
Along X axis:
2 Grade 500 R 12.0 l = 1.04 (m)
e = 1*-0.05 + 1*0.11
Along Y axis:
4 Grade 500 R 12.0 l = 1.09 (m)
e = 1*-0.05 + 3*0.04
Transversal reinforcement
3 Grade 500 R No.10 l = 0.89 (m)
2
e = 1*0.17 + 2*0.09
Material survey:
Concrete volume
Formwork
= 0.86 (m3)
= 2.14 (m2)
Steel Grade 500 R
Total weight
= 44.26 (kG)
= 51.59 (kG/m3)
Density
= 11.4 (mm)
Average diameter
Survey according to diameters:
Diameter
(m)
No.10 0.89
No.10 1.30
No.10 2.30
12.0 mm 1.04
12.0 mm 1.09
Length Number of identical elements:
3
18
10
2
4{
35
36
A.6.- CONNECTION DESIGN
A.6.1.- BEAM TO BEAM CONNECTION
Connection no.:
Connection name:
Structure node:
Structure members:
Section:
Member no.:
a=
hbl =
bfbl =
twbl =
tfbl =
rbl =
Abl =
Ixbl =
Material:
fyb =
2
Beam-Beam
24
19, 20
UB203x102x23
19
-173
203
102
5
9
8
2940
21050000
S275
275000
[Deg]
[mm]
[mm]
[mm]
[mm]
[mm]
[mm2]
[mm4]
Inclination angle
Height of beam section
Width of beam section
Thickness of the web of beam section
Thickness of the flange of beam section
Radius of beam section fillet
Cross-sectional area of a beam
Moment of inertia of the beam section
[kPa]
Resistance
37
38
39
A.6.2.- BEAM TO COLUMN CONNECTION
40
41
A.6.3.- COLUMN BASE PLATE CONNECTION
Column
Section:
SHSH 150x150x5
Member no.: 14
Lc =
a=
hc =
bfc =
twc =
tfc =
rc =
Ac =
Iyc =
3.50 [m]
Column length
0.0
[Deg] Inclination angle
150 [mm] Height of column section
150 [mm] Width of column section
5
[mm] Thickness of the web of column section
5
[mm] Thickness of the flange of column section
5
[mm] Radius of column section fillet
2870 [mm2] Cross-sectional area of a column
10020000
[mm4] Moment of inertia of the column section
Material:
S275
fyc = 275000.0000 [kPa] Resistance
fuc = 430000.0000 [kPa] Yield strength of a material
Anchorage
The shear plane passes through the UNTHREADED portion of the bolt.
Class =5.8
Anchor class
fyb = 400000.0000 [kPa] Yield strength of the anchor material
fub = 500000.0000 [kPa] Tensile strength of the anchor material
d=
20
[mm] Bolt diameter
As = 245 [mm2] Effective section area of a bolt
Av = 314 [mm2] Area of bolt section
nH = 3
Number of bolt columns
nV = 3
Number of bolt rows
Horizontal spacing eHi =
Vertical spacing eVi =
200 [mm]
200 [mm]
Anchor dimensions
L1 =
L2 =
L3 =
L4 =
60
640
120
100
[mm]
[mm]
[mm]
[mm]
Washer
lwd = 60
bwd = 60
twd = 10
[mm] Length
[mm] Width
[mm] Thickness
42
Washer
lwd = 60
bwd = 60
twd = 10
Stiffener
ls =
600
hs = 150
ts =
10
d1 = 20
d2 = 20
Material factors
gM0 = 1.00
gM2 = 1.25
gC = 1.50
[mm] Length
[mm] Width
[mm] Thickness
[mm]
[mm]
[mm]
[mm]
[mm]
Length
Height
Thickness
Cut
Cut
Partial safety factor
Partial safety factor
Partial safety factor
Spread footing
L=
900 [mm] Spread footing length
B=
900 [mm] Spread footing width
H = 800 [mm] Spread footing height
Connection capacity check
Nj,Ed / Nj,Rd &le; 1,0 (6.24)
ey = 557
zc,y = 131
zt,y = 200
Mj,Rd,y =
[6.2.8.3]
0.01 < 1.00
(0.01)
[mm] Axial force eccentricity
[6.2.8.3]
[mm] Lever arm FC,Rd,y [6.2.8.1.(2)]
[mm] Lever arm FT,Rd,y [6.2.8.1.(3)]
29090.3776 [kN*mm]
Connection resistance for bending
Mj,Ed,y / Mj,Rd,y &le; 1,0 (6.23) 0.98 < 1.00
ez = 0
zc,z = 130
zt,z = 200
Mj,Rd,z =
[6.2.8.3]
verified
verified
(0.98)
[mm] Axial force eccentricity
[6.2.8.3]
[mm] Lever arm FC,Rd,z [6.2.8.1.(2)]
[mm] Lever arm FT,Rd,z [6.2.8.1.(3)]
719.4758
[kN*mm]
Connection resistance for bending
Mj,Ed,z / Mj,Rd,z &le; 1,0 (6.23)
0.01 < 1.00
verified
(0.01)
Mj,Ed,y / Mj,Rd,y &le; 1,0 (6.23) 0.98 < 1.00
ez = 0
zc,z = 130
zt,z = 200
Mj,Rd,z =
[6.2.8.3]
verified
(0.98)
[mm] Axial force eccentricity
[6.2.8.3]
43
[mm] Lever arm FC,Rd,z [6.2.8.1.(2)]
[mm] Lever arm FT,Rd,z [6.2.8.1.(3)]
719.4758
[kN*mm]
Connection resistance for bending
Mj,Ed,z / Mj,Rd,z &le; 1,0 (6.23)
0.01 < 1.00
Mj,Ed,y / Mj,Rd,y + Mj,Ed,z / Mj,Rd,z &le; 1,0
(0.99)
verified
(0.01)
0.99 < 1.00
verified
Shear
BEARING PRESSURE OF AN ANCHOR BOLT ONTO THE BASE PLATE
Shear force Vj,Ed,y
ad,y = 1.52
Coeff. taking account of the bolt position - in the direction of
shear [Table 3.4]
ab,y = 1.00
Coeff. for resistance calculation F1,vb,Rd [Table 3.4]
k1,y = 2.50
Coeff. taking account of the bolt position - perpendicularly to
the direction of shear [Table 3.4]
F1,vb,Rd,y = k1,y*ab,y*fup*d*tp / gM2
F1,vb,Rd,y = 655.3200
[kN]
pressure onto the base plate [6.2.2.(7)]
Resistance of an anchor bolt for bearing
Shear force Vj,Ed,z
ad,z = 1.52
Coeff. taking account of the bolt position - in the direction of
shear [Table 3.4]
ab,z = 1.00
Coeff. for resistance calculation F1,vb,Rd [Table 3.4]
k1,z = 2.50
Coeff. taking account of the bolt position - perpendicularly to
the direction of shear [Table 3.4]
F1,vb,Rd,z = k1,z*ab,z*fup*d*tp / gM2
F1,vb,Rd,z = 655.3200
[kN]
pressure onto the base plate [6.2.2.(7)]
Resistance of an anchor bolt for bearing
SHEAR OF AN ANCHOR BOLT
ab = 0.32
Coeff. for resistance calculation F2,vb,Rd [6.2.2.(7)]
Avb = 314 [mm2] Area of bolt section [6.2.2.(7)]
fub = 500000.0000 [kPa] Tensile strength of the anchor material
[6.2.2.(7)]
gM2 = 1.25
Partial safety factor [6.2.2.(7)]
F2,vb,Rd = ab*fub*Avb/gM2
F2,vb,Rd =
[6.2.2.(7)]
40.2124
[kN]
Shear resistance of a bolt - without lever arm
aM = 2.00
Factor related to the fastening of an anchor in the foundation
CEB [9.3.2.2]
MRk,s =
381.6814
[kN*mm]
Characteristic bending resistance of an
anchor CEB [9.3.2.2]
lsm = 59
[mm] Lever arm length
CEB [9.3.2.2]
F2,vb,Rd = ab*fub*Avb/gM2
F2,vb,Rd =
[6.2.2.(7)]
40.2124
[kN]
Shear resistance of a bolt - without lever44
arm
aM = 2.00
Factor related to the fastening of an anchor in the foundation
CEB [9.3.2.2]
MRk,s =
381.6814
[kN*mm]
Characteristic bending resistance of an
anchor CEB [9.3.2.2]
lsm = 59
[mm] Lever arm length
CEB [9.3.2.2]
gMs = 1.20
Partial safety factor CEB [3.2.3.2]
Fv,Rd,sm = aM*MRk,s/(lsm*gMs)
Fv,Rd,sm =
CEB [9.3.1]
10.7728
[kN]
Shear resistance of a bolt - with lever arm
CONCRETE PRY-OUT FAILURE
NRk,c =
k3 = 2.00
gMc = 2.16
48.4123
[kN] Design uplift capacity CEB [9.2.4]
Factor related to the anchor length CEB [9.3.3]
Partial safety factor CEB [3.2.3.1]
Fv,Rd,cp = k3*NRk,c/gMc
Fv,Rd,cp =
CEB [9.3.1]
44.8262
[kN]
Concrete resistance for pry-out failure
CONCRETE EDGE FAILURE
Shear force Vj,Ed,y
VRk,c,y0 = 105.1509
[kN] Characteristic resistance of an anchorCEB
[9.3.4.(a)]
yA,V,y =
0.67
Factor related to anchor spacing and edge distance
CEB [9.3.4]
yh,V,y =
1.00
Factor related to the foundation thickness CEB
[9.3.4.(c)]
ys,V,y =
0.90
Factor related to the influence of edges parallel to the
shear load direction CEB [9.3.4.(d)]
yec,V,y =
1.00
Factor taking account a group effect when different
shear loads are acting on the individual anchors in a group CEB [9.3.4.(e)]
ya,V,y =
1.00
Factor related to the angle at which the shear load is
appliedCEB [9.3.4.(f)]
yucr,V,y =
1.00
Factor related to the type of edge reinforcement used
CEB [9.3.4.(g)]
gMc = 2.16
Partial safety factor CEB [3.2.3.1]
Fv,Rd,c,y = VRk,c,y0*yA,V,y*yh,V,y*ys,V,y*yec,V,y*ya,V,y*yucr,V,y/gMc
Fv,Rd,c,y =
29.2086
[kN]
Concrete resistance for edge failure CEB
105.1509
[kN]
Characteristic resistance of an anchorCEB
0.67
Factor related to anchor spacing and edge distance
1.00
Factor related to the foundation thickness
[9.3.1]
Shear force Vj,Ed,z
VRk,c,z0 =
[9.3.4.(a)]
yA,V,z =
CEB [9.3.4]
yh,V,z =
CEB
Fv,Rd,c,y =
29.2086
[kN]
Concrete resistance for edge failure CEB
[9.3.1]
45
Shear force Vj,Ed,z
VRk,c,z0 = 105.1509
[kN] Characteristic resistance of an anchorCEB
[9.3.4.(a)]
yA,V,z =
0.67
Factor related to anchor spacing and edge distance
CEB [9.3.4]
yh,V,z =
1.00
Factor related to the foundation thickness CEB
[9.3.4.(c)]
ys,V,z =
0.90
Factor related to the influence of edges parallel to the
shear load direction CEB [9.3.4.(d)]
yec,V,z =
1.00
Factor taking account a group effect when different
shear loads are acting on the individual anchors in a group CEB [9.3.4.(e)]
ya,V,z =
1.00
Factor related to the angle at which the shear load is
appliedCEB [9.3.4.(f)]
yucr,V,z =
1.00
Factor related to the type of edge reinforcement used
CEB [9.3.4.(g)]
gMc = 2.16
Partial safety factor CEB [3.2.3.1]
Fv,Rd,c,z = VRk,c,z0*yA,V,z*yh,V,z*ys,V,z*yec,V,z*ya,V,z*yucr,V,z/gMc
Fv,Rd,c,z =
29.2086
[kN]
Concrete resistance for edge failure CEB
[9.3.1
SPLITTING RESISTANCE
Cf,d = 0.30
[6.2.2.(6)]
Nc,Ed =
Coeff. of friction between the base plate and concrete
51.0109
[kN]
Compressive force
[6.2.2.(6)]
[kN]
Slip resistance [6.2.2.(6)]
Ff,Rd = Cf,d*Nc,Ed
Ff,Rd =
15.3033
BEARING PRESSURE OF THE WEDGE ONTO CONCRETE
Fv,Rd,wg,y = 1.4*lw*bwy*fck/gc
Fv,Rd,wg,y = 474.1333
onto concrete
[kN]
Resistance for bearing pressure of the wedge
Fv,Rd,wg,z = 1.4*lw*bwz*fck/gc
Fv,Rd,wg,z = 237.5333
onto concrete
[kN]
Resistance for bearing pressure of the wedge
SHEAR CHECK
Vj,Rd,y = nb*min(F1,vb,Rd,y, F2,vb,Rd, Fv,Rd,sm, Fv,Rd,cp, Fv,Rd,c,y) +
Fv,Rd,wg,y + Ff,Rd
Vj,Rd,y =
575.6192
[kN]
Connection resistance for shear
[9.3.1]
Vj,Ed,y / Vj,Rd,y &le; 1,0
0.00 < 1.00
verified
(0.00)
CEB
onto concrete
SHEAR CHECK
46
Vj,Rd,y = nb*min(F1,vb,Rd,y, F2,vb,Rd, Fv,Rd,sm, Fv,Rd,cp, Fv,Rd,c,y) +
Fv,Rd,wg,y + Ff,Rd
Vj,Rd,y =
575.6192
[kN]
Connection resistance for shear
CEB
[9.3.1]
Vj,Ed,y / Vj,Rd,y &le; 1,0
0.00 < 1.00
verified
(0.00)
Vj,Rd,z = nb*min(F1,vb,Rd,z, F2,vb,Rd, Fv,Rd,sm, Fv,Rd,cp, Fv,Rd,c,z) +
Fv,Rd,wg,z + Ff,Rd
Vj,Rd,z =
339.0192
[kN]
Connection resistance for shear
CEB
[9.3.1]
Vj,Ed,z / Vj,Rd,z &le; 1,0
0.07 < 1.00
verified
Vj,Ed,y / Vj,Rd,y + Vj,Ed,z / Vj,Rd,z &le; 1,0
(0.07)
(0.07)
0.07 < 1.00
verified
Stiffener check
Oblique stiffeners
M1 = 4105.6608
[kN*mm]
Bending moment acting on a stiffener
Q1 = 32.8453
[kN] Shear force acting on a stiffener
zs = 30
[mm] Location of the neutral axis (from the plate base)
Is = 15924039
[mm4] Moment of inertia of a stiffener
sd = 2098.5453
[kPa] Normal stress on the contact surface between stiffener
and plate
EN 1993-1-1:[6.2.1.(5)]
sg = 40772.7234 [kPa] Normal stress in upper fibers EN 1993-1-1:[6.2.1.(5)]
t=
21896.8578 [kPa] Tangent stress in a stiffener EN 1993-1-1:[6.2.1.(5)]
sz = 37984.4841 [kPa] Equivalent stress on the contact surface between
stiffener and plate
EN 1993-1-1:[6.2.1.(5)]
max (sg, t / (0.58), sz ) / (fyp/gM0) &le; 1.0
(0.15)
(6.1) 0.15 < 1.00
verified
Stiffener perpendicular to the web (along the extension of the column flanges)
M1 = 3474.0866
[kN*mm]
Bending moment acting on a stiffener
Q1 = 32.3171
[kN] Shear force acting on a stiffener
zs = 30
[mm] Location of the neutral axis (from the plate base)
Is = 15924039
[mm4] Moment of inertia of a stiffener
sd = 1775.7258
[kPa] Normal stress on the contact surface between stiffener
and plate
EN 1993-1-1:[6.2.1.(5)]
sg = 34500.6508 [kPa] Normal stress in upper fibers EN 1993-1-1:[6.2.1.(5)]
t=
21544.7229 [kPa] Tangent stress in a stiffener EN 1993-1-1:[6.2.1.(5)]
sz = 37358.7802 [kPa] Equivalent stress on the contact surface between
stiffener and plate
EN 1993-1-1:[6.2.1.(5)]
max (sg, t / (0.58), sz ) / (fyp/gM0) &le; 1.0
(0.14)
(6.1) 0.14 < 1.00
Welds between the column and the base plate
verified
and plate
EN 1993-1-1:[6.2.1.(5)]
sg = 34500.6508 [kPa] Normal stress in upper fibers EN 1993-1-1:[6.2.1.(5)]
t=
21544.7229 [kPa] Tangent stress in a stiffener EN 1993-1-1:[6.2.1.(5)]
sz = 37358.7802 [kPa] Equivalent stress on the contact surface between47
stiffener and plate
EN 1993-1-1:[6.2.1.(5)]
max (sg, t / (0.58), sz ) / (fyp/gM0) &le; 1.0
(0.14)
(6.1) 0.14 < 1.00
verified
Welds between the column and the base plate
s^ =
t^ =
tyII =
tzII =
bW =
6586.2961
6586.2961
0.2283 [kPa]
3763.6703
0.85
[kPa] Normal stress in a weld
[4.5.3.(7)]
[kPa] Perpendicular tangent stress [4.5.3.(7)]
Tangent stress parallel to Vj,Ed,y
[4.5.3.(7)]
[kPa] Tangent stress parallel to Vj,Ed,z
[4.5.3.(7)]
Resistance-dependent coefficient
[4.5.3.(7)]
s^ / (0.9*fu/gM2)) &le; 1.0 (4.1) 0.02 < 1.00 verified
Ö(s^2 + 3.0 (tyII2 + t^2)) / (fu/(bW*gM2))) &le; 1.0 (4.1)
verified
(0.03)
Ö(s^2 + 3.0 (tzII2 + t^2)) / (fu/(bW*gM2))) &le; 1.0 (4.1)
verified
(0.03)
(0.02)
0.03 < 1.00
0.03 < 1.00
Vertical welds of stiffeners
Oblique stiffen
s^ = 0.0000 [kPa]
t^ = 0.0000 [kPa]
tII = 75156.0102
sz = 0.0000 [kPa]
bW = 0.85
Normal stress in a weld
[4.5.3.(7)]
Perpendicular tangent stress [4.5.3.(7)]
[kPa] Parallel tangent stress [4.5.3.(7)]
Total equivalent stress[4.5.3.(7)]
Resistance-dependent coefficient
[4.5.3.(7)]
max (s^, tII * Ö3, sz) / (fu/(bW*gM2)) &le; 1.0
(0.32)
(4.1)
0.32 < 1.00
verified
Stiffener perpendicular to the web (along the extension of the column flanges)
s^ =
t^ =
tII =
sz =
bW =
81885.0058
81885.0058
26930.9037
170283.4032
0.85
[kPa] Normal stress in a weld
[4.5.3.(7)]
[kPa] Perpendicular tangent stress [4.5.3.(7)]
[kPa] Parallel tangent stress [4.5.3.(7)]
[kPa] Total equivalent stress[4.5.3.(7)]
Resistance-dependent coefficient
[4.5.3.(7)]
max (s^, tII * Ö3, sz) / (fu/(bW*gM2)) &le; 1.0
(0.42)
Transversal welds of stiffeners
(4.1)
0.42 < 1.00
verified
Oblique stiffeners
s^ =
t^ =
tII =
sz =
bW =
12902.8472
12902.8472
32153.6798
61380.0557
0.85
[kPa] Normal stress in a weld
[4.5.3.(7)]
[kPa] Perpendicular tangent stress [4.5.3.(7)]
[kPa] Parallel tangent stress [4.5.3.(7)]
[kPa] Total equivalent stress[4.5.3.(7)]
Resistance-dependent coefficient
[4.5.3.(7)]
max (s^, tII * Ö3, sz) / (fu/(bW*gM2)) &le; 1.0
(0.15)
(4.1)
0.15 < 1.00
verified
Oblique stiffeners
s^ =
t^ =
tII =
sz =
bW =
12902.8472
12902.8472
32153.6798
61380.0557
0.85
[kPa] Normal stress in a weld
[4.5.3.(7)]
[kPa] Perpendicular tangent stress [4.5.3.(7)]
[kPa] Parallel tangent stress [4.5.3.(7)]
[kPa] Total equivalent stress[4.5.3.(7)]
Resistance-dependent coefficient
[4.5.3.(7)]
max (s^, tII * Ö3, sz) / (fu/(bW*gM2)) &le; 1.0
(0.15)
(4.1)
0.15 < 1.00
48
verified
Stiffener perpendicular to the web (along the extension of the column flanges)
s^ =
t^ =
tII =
sz =
bW =
13285.8311
13285.8311
35400.0453
66824.7174
0.85
[kPa] Normal stress in a weld
[4.5.3.(7)]
[kPa] Perpendicular tangent stress [4.5.3.(7)]
[kPa] Parallel tangent stress [4.5.3.(7)]
[kPa] Total equivalent stress[4.5.3.(7)]
Resistance-dependent coefficient
[4.5.3.(7)]
max (s^, tII * Ö3, sz) / (fu/(bW*gM2)) &le; 1.0
(0.17)
(4.1)
0.17 < 1.00
verified
Connection stiffness
Bending moment Mj,Ed,y
beff = 184
[6.2.5.(3)]
leff = 329
[6.2.5.(3)]
[mm] Effective width of the bearing pressure zone under the flange
[mm] Effective length of the bearing pressure zone under the flange
k13,y = Ec*Ö(beff*leff)/(1.275*E)
k13,y =
24
[mm] Stiffness coeff. of compressed concrete
[Table
leff = 273
m = 68
[mm] Effective length for a single bolt row for mode 2
[6.2.6.5]
[mm] Distance of a bolt from the stiffening edge [6.2.6.5]
6.11
k15,y = 0.425*leff*tp3/(m3)
k15,y =
[Table 6.11]
20
Lb =
[mm] Effective anchorage depth
248
[mm] Stiffness coeff. of the base plate subjected to tension
[Table 6.11]
k16,y = 1.6*Ab/Lb
k16,y =
[Table 6.11]
2
l0,y = 0.69
Sj,ini,y =
[Table 6.12]
Sj,rig,y =
[5.2.2.5]
Column slenderness [5.2.2.5.(2)]
13799530.5290
[kN*mm]
Initial rotational stiffness
Sj,ini,y j,rig,y
[mm] Stiffness coeff. of an anchor subjected to tension
17606571.4286
SEMI-RIGID
Bending moment Mj,Ed,z
[kN*mm]
[5.2.2.5.(2)]
Stiffness of a rigid connection
l0,y = 0.69
Sj,ini,y =
[Table 6.12]
Sj,rig,y =
[5.2.2.5]
Column slenderness [5.2.2.5.(2)]
13799530.5290
[kN*mm]
Initial rotational stiffness
17606571.4286
Sj,ini,y j,rig,y
SEMI-RIGID
[kN*mm]
49
Stiffness of a rigid connection
[5.2.2.5.(2)]
Bending moment Mj,Ed,z
k13,z = Ec*Ö(Ac,z)/(1.275*E)
k13,z =
37
[mm] Stiffness coeff. of compressed concrete
[Table
leff = 40
m = 10
[mm] Effective length for a single bolt row for mode 2
[6.2.6.5]
[mm] Distance of a bolt from the stiffening edge [6.2.6.5]
6.11]
k15,z = 0.425*leff*tp3/(m3)
k15,z =
[Table 6.11]
940
Lb =
[mm] Effective anchorage depth
248
k16,z = 1.6*Ab/Lb
k16,z =
2
[Table 6.11]
[mm] Stiffness coeff. of the base plate subjected to tension
[Table 6.11]
[mm] Stiffness coeff. of an anchor subjected to tension
l0,z = 0.69
Column slenderness [5.2.2.5.(2)]
Sj,ini,z =
254074809.3643
[kN*mm]
Initial rotational stiffness
[6.3.1.(4)]
Sj,rig,z =
17606571.4286
[kN*mm]
Stiffness of a rigid connection
[5.2.2.5]
Sj,ini,z ³ Sj,rig,z
RIGID [5.2.2.5.(2)]
Connection conforms to the code
Ratio 0.99