structural calculations for sample project demonstrating ... · design philosophy design is purely...
TRANSCRIPT
![Page 1: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/1.jpg)
Structural Calculations
FOR
Sample Project Demonstrating
MESS Light Gauge Steel Add in for Tedds
Modern Engineered Software Solutions Ltd
Suite 4
Tilcon House
Low Moor Lane
Lingerfield
Knaresborough
North Yorkshire
HG5 9JB
UK
+441423 855938
www.mess.uk.com
16057 - October 2016 (Rev A – V2.2 and instructions added)
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Contents
DESIGN PHILOSOPHY .......................................................................................................................................... 3
Standards and Codes of Practice ........................................................................................................................ 3
BREVe .................................................................................................................................................................... 5
Wind loading (EN1991) ........................................................................................................................................... 6
wind loading (EN1991-1-4) .................................................................................................................................. 6
Roof Joist - C section ............................................................................................................................................ 12
Floor Truss - Lattice .............................................................................................................................................. 17
External load bearing stud design (Green) ............................................................................................................ 23
Lintel ..................................................................................................................................................................... 31
Factored Stud Check ............................................................................................................................................ 38
Facade (Infill) Stud design .................................................................................................................................... 43
Racking, Sliding and Bracing ................................................................................................................................ 48
Building Dimensions ...................................................................................................................................... 49
Loads applied ................................................................................................................................................. 49
Profile selected applied .................................................................................................................................. 49
Bracing Forces ............................................................................................................................................... 50
Braced bays required to resist wind load applied to face ‘L’ .......................................................................... 50
Braced bays required to resist wind load applied to face ‘W’ ......................................................................... 50
Overturning Check ......................................................................................................................................... 51
Sliding Check ................................................................................................................................................. 51
Alpha-Crit Checks .......................................................................................................................................... 52
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DESIGN PHILOSOPHY
Design is purely to demonstrate some the range of designs available in the Modern Engineered Software
Solutions Ltd Add in for Tedds and Breve and to show users how to enter the required data properly. The
building is a sample 10m square, three storey building with a C section roof joist and lattice truss floor
joists. Wall studs are at 600mm c/c under load bearing and ‘façade’ or infill face.
Infill and ‘Façade’ is stud designed, detailed and installed so carry ONLY own self weight of studs and
cladding with wind load ONLY. Façade studs do NOT carry floor or roof loads OR contribute to ‘racking’
faces.
Load Bearing stud design is checking studs under floor and roof loading, as well as self weight
and wind load. Loads are entered as per metre run (taken from reactions of joists) and the calculation
separates out per stud based on ‘centres’
Racking and sliding checks are in accordance with latest industry guidance, including 4.5kN per pair of
studs at 600mm c/c, Alpha Crit checks and lack of member capacity checks in bracing as deemed to not
be required as deflection limits design.
Wind loading calculation, roof joist, wall stud design’s (load bearing and infill / façade), floor joist, lintel and
sliding, racking and overturning checks are to Euro Codes, BS EN 1993-1-3 for material and EN 1991-1-4
for wind loading. Calculations are in line with industry guidance such as SCI guide ED005. The software
also produces trimmer designs around openings, similar to the roof and floor designs to both EN 1993-1-3
and BS 5950-5, as are all the other designs.
Loads as table below noted in calculations and repeated here for clarity
Description Load in kN/m2
Roof Dead Load 0.9kN/m2
Roof Imposed Load 0.6kN/m2
Wind load on roof -0.88kN/m2
Wind load on walls 1.06kN/m2
Wall Dead Load 0.5kN/m2
Profile used is 150 x 1.6 and 100 x 1.2, but many more are available.
Standards and Codes of Practice
All imposed loadings are in accordance with assumed loads.
Structure is designed in accordance with SCI Guide P402 as Industry Guidance in terms of stability
ethos, etc. It is assumed that the erection, construction and generic details such as holding down
not specifically detailed in these calculations are based on this guide for the calculations’ to be
valid.
Material has been designed to BS EN 1993-1-3 and BS 5950-5
Please note that this design is a sample desk top study and not intended to be built from. In the case that it was to be built from
the erector is responsible for checking site details are as per design. Any and all queries to be directed to the engineer. Practice
do not take design responsibility for the use of the calculations without signing off any manufacturing or construction drawings to
ensure that design intent has been fully translated. The production of this report and calculations is subject to our standard terms
and conditions, available upon request and posted on the practice web site. Site inspection is categorically not allowed for and is
not the responsibility of the engineer or practice.
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Drawings and 3D images kindly supplied by Vertex(UK) Ltd
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MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
5 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
BREVE
Above is created using the MESS Breve Add in for Excel.
Site ID is EITHER
selected from map by
using Browse Site OR
directly entering into the
SiteID box.
Click on “Run
BREVe3.1”
Click on the
“BVe32X2” button
and follow the
prompts. At nd, click
on “Return To Excel”
button
![Page 6: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/6.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
6 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
WIND LOADING (EN1991)
This section is produced using the built in Tedds Wind Module from the “Engineering Library” -
WIND LOADING (EN1991-1-4)
TEDDS calculation version 3.0.16
Building data
Type of roof Flat
Length of building L = 10000 mm
Width of building W = 10000 mm
Height to eaves H = 8550 mm
Eaves type Sharp
Total height h = 8550 mm
Basic values
Location ST139963
Wind speed velocity (FigureNA.1) vb,map = 22.6 m/s
Distance to shore Lshore = 34.00 km
10
00
0
85
50
Due to limitations in Tedds it’s
currently NOT possible to ‘pre
load’ the figures from Breve, so
we suggest keeping Breve /
Excel open for ease of
accessing the required figures
from Breve
![Page 7: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/7.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
7 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Altitude above sea level Aalt = 181.0m
Altitude factor calt = Aalt 0.001m-1 + 1 = 1.2
Fundamental basic wind velocity vb,0 = vb,map calt = 26.7 m/s
Direction factor cdir = 1.00
Season factor cseason = 1.00
Shape parameter K K = 0.2
Exponent n n = 0.5
Probability factor cprob = [(1 - K ln(-ln(1-p)))/(1 - K ln(-ln(0.98)))]n = 1.00
Basic wind velocity (Exp. 4.1) vb = cdir cseason vb,0 cprob = 26.7 m/s
Reference mean velocity pressure qb = 0.5 vb2 = 0.436 kN/m2
Orography
Orography factor not significant co = 1.0
Terrain category Country
Displacement height (sheltering effect excluded) hdis = 0mm
The velocity pressure for the windward face of the building with a 0 degree wind is to be considered as 1 part as
the height h is less than b (cl.7.2.2)
The velocity pressure for the windward face of the building with a 90 degree wind is to be considered as 1 part as
the height h is less than b (cl.7.2.2)
Peak velocity pressure - windward wall - Wind 0 deg and roof
Reference height (at which q is sought) z = 8550mm
Displacement height (sheltering effects excluded) hdis = 0 mm
Exposure factor (Figure NA.7) ce = 2.30
Peak velocity pressure qp = ce qb = 1.00 kN/m2
Structural factor
Structural damping s = 0.050
Height of element hpart = 8550 mm
Size factor (Table NA.3) cs = 0.921
Dynamic factor (Figure NA.9) cd = 1.049
Structural factor csCd = cs cd = 0.966
Peak velocity pressure - windward wall - Wind 90 deg and roof
Reference height (at which q is sought) z = 8550mm
Displacement height (sheltering effects excluded) hdis = 0 mm
Exposure factor (Figure NA.7) ce = 2.30
Peak velocity pressure qp = ce qb = 1.00 kN/m2
Structural factor
Structural damping s = 0.050
Height of element hpart = 8550 mm
Size factor (Table NA.3) cs = 0.921
Dynamic factor (Figure NA.9) cd = 1.049
Structural factor csCd = cs cd = 0.966
Peak velocity pressure for internal pressure
Peak velocity pressure – internal (as roof press.) qp,i = 1.00 kN/m2
Pressures and forces
Net pressure p = csCd qp cpe - qp,i cpi
Net force Fw = pw Aref
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MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
8 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Roof load case 1 - Wind 0, cpi 0.20, -cpe
Zone Ext pressure
coefficient cpe
Peak velocity pressure
qp, (kN/m2)
Net pressure p (kN/m2)
Area Aref (m2)
Net force Fw (kN)
F (-ve) -2.00 1.00 -2.13 5.00 -10.67
G (-ve) -1.40 1.00 -1.55 5.00 -7.77
H (-ve) -0.70 1.00 -0.88 40.00 -35.10
I (-ve) -0.20 1.00 -0.39 50.00 -19.69
Total vertical net force Fw,v = -73.23 kN
Total horizontal net force Fw,h = 0.00 kN
Walls load case 1 - Wind 0, cpi 0.20, -cpe
Zone Ext pressure
coefficient cpe
Peak velocity pressure
qp, (kN/m2)
Net pressure p (kN/m2)
Area Aref (m2)
Net force Fw (kN)
A -1.20 1.00 -1.36 17.10 -23.27
B -0.80 1.00 -0.97 68.40 -66.63
D 0.78 1.00 0.55 85.50 47.44
E -0.46 1.00 -0.65 85.50 -55.28
Overall loading
Equiv leeward net force for overall section Fl = Fw,wE = -55.3 kN
Net windward force for overall section Fw = Fw,wD = 47.4 kN
Lack of correlation (cl.7.2.2(3) – Note) fcorr = 0.85 as h/W is 0.855
Overall loading overall section Fw,D = fcorr (Fw - Fl + Fw,h) = 87.3 kN
Roof load case 2 - Wind 0, cpi -0.3, +cpe
Zone Ext pressure
coefficient cpe
Peak velocity pressure
qp, (kN/m2)
Net pressure p (kN/m2)
Area Aref (m2)
Net force Fw (kN)
F (+ve) -2.00 1.00 -1.63 5.00 -8.17
G (+ve) -1.40 1.00 -1.05 5.00 -5.27
H (+ve) -0.70 1.00 -0.38 40.00 -15.07
I (+ve) 0.20 1.00 0.49 50.00 24.69
Total vertical net force Fw,v = -3.82 kN
Total horizontal net force Fw,h = 0.00 kN
Walls load case 2 - Wind 0, cpi -0.3, +cpe
Zone Ext pressure
coefficient cpe
Peak velocity pressure
qp, (kN/m2)
Net pressure p (kN/m2)
Area Aref (m2)
Net force Fw (kN)
A -1.20 1.00 -0.86 17.10 -14.71
B -0.80 1.00 -0.47 68.40 -32.38
D 0.78 1.00 1.06 85.50 90.25
E -0.46 1.00 -0.15 85.50 -12.47
Overall loading
Equiv leeward net force for overall section Fl = Fw,wE = -12.5 kN
Net windward force for overall section Fw = Fw,wD = 90.3 kN
![Page 9: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/9.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
9 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Lack of correlation (cl.7.2.2(3) – Note) fcorr = 0.85 as h/W is 0.855
Overall loading overall section Fw,D = fcorr (Fw - Fl + Fw,h) = 87.3 kN
Roof load case 3 - Wind 90, cpi 0.20, -cpe
Zone Ext pressure
coefficient cpe
Peak velocity pressure
qp, (kN/m2)
Net pressure p (kN/m2)
Area Aref (m2)
Net force Fw (kN)
F (-ve) -2.00 1.00 -2.13 5.00 -10.67
G (-ve) -1.40 1.00 -1.55 5.00 -7.77
H (-ve) -0.70 1.00 -0.88 40.00 -35.10
I (-ve) -0.20 1.00 -0.39 50.00 -19.69
Total vertical net force Fw,v = -73.23 kN
Total horizontal net force Fw,h = 0.00 kN
Walls load case 3 - Wind 90, cpi 0.20, -cpe
Zone Ext pressure
coefficient cpe
Peak velocity pressure
qp, (kN/m2)
Net pressure p (kN/m2)
Area Aref (m2)
Net force Fw (kN)
A -1.20 1.00 -1.36 17.10 -23.27
B -0.80 1.00 -0.97 68.40 -66.63
D 0.78 1.00 0.55 85.50 47.44
E -0.46 1.00 -0.65 85.50 -55.28
Overall loading
Equiv leeward net force for overall section Fl = Fw,wE = -55.3 kN
Net windward force for overall section Fw = Fw,wD = 47.4 kN
Lack of correlation (cl.7.2.2(3) – Note) fcorr = 0.85 as h/L is 0.855
Overall loading overall section Fw,D = fcorr (Fw - Fl + Fw,h) = 87.3 kN
Roof load case 4 - Wind 90, cpi -0.3, +cpe
Zone Ext pressure
coefficient cpe
Peak velocity pressure
qp, (kN/m2)
Net pressure p (kN/m2)
Area Aref (m2)
Net force Fw (kN)
F (+ve) -2.00 1.00 -1.63 5.00 -8.17
G (+ve) -1.40 1.00 -1.05 5.00 -5.27
H (+ve) -0.70 1.00 -0.38 40.00 -15.07
I (+ve) 0.20 1.00 0.49 50.00 24.69
Total vertical net force Fw,v = -3.82 kN
Total horizontal net force Fw,h = 0.00 kN
Walls load case 4 - Wind 90, cpi -0.3, +cpe
Zone Ext pressure
coefficient cpe
Peak velocity pressure
qp, (kN/m2)
Net pressure p (kN/m2)
Area Aref (m2)
Net force Fw (kN)
A -1.20 1.00 -0.86 17.10 -14.71
B -0.80 1.00 -0.47 68.40 -32.38
D 0.78 1.00 1.06 85.50 90.25
E -0.46 1.00 -0.15 85.50 -12.47
![Page 10: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/10.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
10 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Overall loading
Equiv leeward net force for overall section Fl = Fw,wE = -12.5 kN
Net windward force for overall section Fw = Fw,wD = 90.3 kN
Lack of correlation (cl.7.2.2(3) – Note) fcorr = 0.85 as h/L is 0.855
Overall loading overall section Fw,D = fcorr (Fw - Fl + Fw,h) = 87.3 kN
![Page 11: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/11.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
11 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
![Page 12: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/12.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
12 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
ROOF JOIST - C SECTION
Select Standard to be used
Member as Roof OR
Floor (Roof defaults to
‘Flat Roof’ type in output)
Distance between
supports for member
Form of joist – Solid
C or Lattice Truss
Distance, centre to
centre, between joists
Loads to apply:
Permanent (Dead)
Variable (Imposed)
Wind Uplift (Roof ONLY)
Select section from list
Roof Joist
![Page 13: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/13.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
13 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Results Page:
Moment Capacity
Single Deflection Check for ROOF
![Page 14: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/14.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
14 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Dimensions
Member span L = 5000mm
Joist spacing Sjoists = 600 mm
BoardType = "Flat Roof"
Loads
Permanent load (unfactored) gk = 0.90 kN/m2
Variable load (unfactored) qk = 0.6 kN/m2
Wind Uplift (Unfactored) qkW = 0.9 kN/m2
Load factors
Permanent G = 1.35
Variable Q = 1.5
Section dimensions and material properties for a joist to EN 1993-1-3
The floor joist is a lipped C section from Generic 150x45x1.6, manufactured from 390 N/mm2 steel with a Z275 coating to
BS EN 10346.
Section depth h = 150.0 mm
Flange width b = 45.0 mm
Stiffener depth c = 12.0 mm
Corner radius r = 2.4mm
Nominal thickness t = 1.6 mm
Core thickness tn = t – 0.04mm = 1.6mm
Basic yield strength fyb = 390.0 N/mm2
Modulus of elasticity E = ESEC3 = 210.0 kN/mm2
Shear modulus G = 80769 N/mm2
Partial factor M0 = 1.0
Partial factor M1 = 1.0
Section Properties
Gross Properties
Second moment of area about y axis Iy = 129.1 cm4
Effective Section Properties
Second moment of area about y axis Iy.eff = 121.5 cm4
Elastic section modulus for bending about y axis Weff.y = 15.8 cm3
Serviceability Deflections
For cross-section stiffness properties the influence of rounded corners should always be taken into account. For this
example it is assumed that the maximum stress at serviceability is the design yield strength divided by 1.5. BS EN 1993-1-
3, 5.1(3)
Iy = 129.1cm4
Iy.eff = 121.5cm4
Ific = Iy – (1/1.5) (Iy – Iy.eff) = 124cm4
BS EN 1993-1-3, 7.1(3)
![Page 15: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/15.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
15 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
The influence of rounded corners has been taken account in the calculation of the Igr and Ieff values used to calculate Ific.
Therefore, the second moment of area for serviceability is given by
Ific = 124cm4
Support Reaction’s
Reaction under gk ultimate loads is,
RA,ULSgk = (G gk Sjoists L ) / 2 = 1.8kN
Reaction under qkV ultimate loads is,
RA,ULSqk = (Q qk Sjoists L ) / 2 = 1.4kN
Reaction under qkW ultimate loads is,
RA,ULSqkW = (Q qkW Sjoists L ) / 2 = 2.0kN
Reaction under ultimate loads is,
RA,ULS = Max((RA,ULSgk + RA,ULSqk), (RA,ULSgk - RA,ULSqkW)) = 3.2kN
Reaction under gk un factored loads is,
RA,SLSgk = (gk L ) / 2 = 2.3kN/m
Reaction under qk un factored loads is,
Variable, RA,SLSqk = (qk L ) / 2 = 1.5kN/m
Wind, RA,SLSqkW = (qkW L ) / 2 = 2.3kN/m
Reaction under un factored loads is,
RA,SLS = Max ((RA,SLSgk + RA,SLSqk) , (RA,SLSgk - RA,SLSqkW)) = 3.8kN/m
Design Moment
Applied design moment is given by,
BM = Max((((G gk + Q × qk) Sjoists L2 ) / 8), (((G gk - Q × qkW) Sjoists L2 ) / 8)) = 4.0kNm
Resistance of Cross-Section
Bending Moment – BS EN 1993-1-3, 6.1.4
Design moment resistance for bending about y axis is given by, Mcy,Rd = (Weff.y fyb ) / M0 = 6.1kNm
Ratio 0.65
Moment Capacity - PASS
Buckling Resistance of Member
Lateral Torsional Buckling
The member is assumed to be restrained along the length of the inner and outer faces by the connection to the diagonals
and boarding. Therefore, the member is not required to be checked for lateral torsional buckling.
Roof Deflection Check
For light weight steel roofs assuming fall to roof to prevent ponding there is only one serviceability criteria that should be
checked to ensure acceptable performance of the roof in service.
Imposed load deflection less than span/360.
Total load is, W = Max(L Sjoists qk, L Sjoists (qkW – gk)) = 1.8 kN
Deflection due to load is given by = (5/384) (W L3)/ (E Ific)) = 11.2mm
Reactions used in
stud calculation
![Page 16: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/16.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
16 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Deflection limit is
limit = L / 360 = 13.9mm
Ratio 0.81
Deflection Criteria - PASS
Roof Deflection Check
For light weight steel roofs assuming fall to roof to prevent ponding there is only one serviceability criteria that should be
checked to ensure acceptable performance of the roof in service.
Imposed load deflection less than span/360.
Total load is, W = Max(L Sjoists qk, L Sjoists (qkW – gk)) = 1.9 kN
Deflection due to load is given by = (5/384) (W L3)/ (E Ific)) = 14.2mm
Deflection limit is
limit = L / 360 = 14.6mm
Ratio 0.98
Deflection Criteria - PASS
![Page 17: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/17.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
17 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
FLOOR TRUSS - LATTICE
Member as Roof OR Floor (Floor
offers differing ‘Board types’
which affect deflection
Distance between
supports for member
Form of joist – Solid
C or Lattice Truss
Distance, centre to
centre, between joists
Select Standard to be used
– Note: Section to be re
selected when changing
Standard
Loads to apply:
Permanent (Dead)
Variable (Imposed)
Wind Uplift (Roof ONLY)
Select section from list
Partial Factors – Auto Complete and
NOT applicable to British Standards so
removed when standard selected
Floor Truss
![Page 18: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/18.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
18 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
When it comes to selecting the floor type don’t forget to look at the Notes!
SCI Guide P402 discusses various floor types in Table 2.7 but as an Engineer doesn’t tell us weights OR floor types for the four
deflection checks. Working with the SCI we have ‘enhanced’ the tables and included them in the Notes – sample below:
Output Screen
Moment Checks
Deflection Checks
![Page 19: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/19.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
19 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
![Page 20: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/20.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
20 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Dimensions
Member span L = 5000mm
Joist spacing Sjoists = 600 mm
BoardType = "Flat Roof"
Loads
Permanent load (unfactored) gk = 0.50 kN/m2
Variable load (unfactored) qk = 2.20 kN/m2
Number of effective joists carrying 1kN point load Neff = 2.75
Load factors
Permanent G = 1.35
Variable Q = 1.5
For a lattice joist, using C section’s from Generic 150x45x1.6, manufactured from 390 N/mm2 steel with a Z275 coating to:
Effective cross sectional area of section Aeff = 2.3 cm2
Gross cross sectional area of section Agr = 4.0cm2
Depth of C section b = 45.0mm
Depth of lattice truss D = 245.0mm
Position of cenroid in relation to the web yc,eff =b / 2 = 22.5mm
Diameter of screw d = 4.2mm
Gross Second moment of area of section Iz = 9.8cm4
Effective Second moment of area of section Iz.eff = 8.2cm4
Effective Second moment of area of section IficC = Iz – (1/1.5) (Iz – Iz.eff) = 8.70cm4
Gross Second moment of area of section Iy = 129.1cm4
Effective Second moment of area of section Iy.eff = 121.5cm4
Effective Second moment of area of section Ificy = Iy – (1/1.5) (Iy – Iy.eff) = 124.06cm4
Material gauge t = 1.6mm
Material gaug, effective tcor = t – 0.04mm = 1.6mm
Yield strength of section fyb = 390N/mm2
Ultimate Yield strength of section fu = 440N/mm2
Average yield strength fya= MIN((fyb + (fu - fyb) ((7 4 tcor2) / Agr)), ((fu +fyb) /2)) = 399N/mm2
Modulus of elasticity E = ESEC3 = 210 kN/mm2
Effective depth of lattice deff = D – (2 yc,eff) = 20cm
Partial factor M0 = 1.0
Partial factor M2 = 1.3
Second moment of area of lattice Ific = 2(IficC +( Aeff (deff/2)2)) = 479cm4
Maximum member length for lattice Lm = deff /cos(45) = 28cm
Compressive resistance Nc,Rd = (Aeff fyb / M0 = 90.1kN
Tensile resistance Nt,Rd = (Agr fya / M0 = 157.5kN
Members restrained at either end by 2No. 5.5 diameter screws:
Member as Roof OR Floor (Floor
offers differing ‘Board types’
which affect deflection
Form of joist – Solid
C or Lattice Truss
![Page 21: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/21.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
21 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
= MIN((3.2 ( tcor / d)),2.1) = 2.0
Fb,Rd = ( fu d tcor) / M2 = 4.5kN
Support Reaction’s
Reaction under gk ultimate loads is, RA,ULSgk = (G gk Sjoists L ) / 2 = 1.0kN
Reaction under qk ultimate loads is, RA,ULSqk = (Q qk Sjoists L ) / 2 = 5.0kN
Reaction under ultimate loads is, RA,ULS = RA,ULSgk + RA,ULSqk = 6.0kN
Reaction under gk un factored loads is, RA,SLSgk = (gk L ) / 2 = 1.3kN/m
Reaction under qk un factored loads is, RA,SLSqk = (qk L ) / 2 = 5.5kN/m
Reaction under un factored loads is, RA,SLS = RA,SLSgk + RA,SLSqk = 6.8kN/m
Design Moment
Applied design moment is given by, BM = ((G gk + Q × qk) Sjoists L2 ) / 8 = 7.5kNm
Strength:
Tensile force in truss Pt,truss = BM/ deff = 37.3kN
Tensile capacity of member Nt,Rd = 157.5kN
Ratio 0.24
Bending Check - PASS
Maximum shear Fv = RA,ULS = 6.0kN
Maximum compressive load in member Pc = (Fv Lm) / deff = 8.4kN
Nc,Rd =90.1kN
Ratio 0.09
Shear Check - PASS
Fixings required, based up on applied load and fixing capacity, No. = ceiling(MAX((Pc / Fb,Rd),2),1) = 2 fixings per end.
Buckling Resistance of Member
Lateral Torsional Buckling
The member is assumed to be restrained along the length of the inner and outer faces by the connection to the diagonals
and boarding. Therefore, the member is not required to be checked for lateral torsional buckling.
Criteria 1
Dead load plus imposed load deflection less than span/350 or 15 mm whichever is smaller.
Total load is, W = L Sjoists (gk + qk) = 8.1 kN
Deflection due to load is given by = (5/384)W L3)/ (E Ific)) = 13.1mm
Deflection limit is limit1 = MIN((L / 350),15mm) = 14.3mm
Ratio 0.92
Deflection Criteria 1 - PASS
Reactions used in stud designs
Note Number of
fixings required
![Page 22: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/22.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
22 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Criteria 2
Imposed load deflection less than span/450.
Total load is, W = L Sjoists qk = 6.6 kN
Deflection due to load is given by = (5/384) (W L3)/ (E Ific)) = 10.7mm
Deflection limit is limit2 = L / 450 = 11.1mm
Ratio 0.96
Deflection Criteria 2 - PASS
Criteria 3
Natural frequency of the floor not less than 8 Hz.
Total load for this criteria is, W = L Sjoists (gk + 0.2 qk) = 2.8 kN
Deflection due to load is given by = (5/384) (W L3)/ (E Ific)) = 4.6mm
Deflection limit for 8 Hz is limit3 = 5mm
Ratio 0.91
Deflection Criteria 3 - PASS
Criteria 4
Deflection of floor system less than critical value subject to 1 kN point load.
Total load for this criteria is, W = 1.0 kN
Deflection due to load is given by = (1/48) (W L3)/ (E Ific Neff)) = 0.94mm
The deflection limit for this criteria is dependent on the span of the joist.
limit4 = 1mm 3.7554 (L/1m)-0.627 = 1.37 mm
Ratio 0.69
Deflection Criteria 4 - PASS
Deflection Checks –
ratio included.
![Page 23: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/23.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
23 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
EXTERNAL LOAD BEARING STUD DESIGN (GREEN)
Select Standard to be used
– Note: Section to be re
selected when changing
Standard
Loads to apply:
Roof & Floor Loads taken from relevant calculations
Number of floors (Don’t include Ground Floor)
Wall self weight (0.5kN/m2 x Storey height =
1.4kN/m)
Wind Load – taken from original wind analysis.
Element load to be used.
Note Loads entered as per metre run
Select section from list
Clear Stud height Stud centres – drop down box
Number of noggins
(horizontal members
preventing twist on plan) –
drop down box
Wall stud
![Page 24: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/24.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
24 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
When it comes to wall self-weight don’t forget to look at the Notes!
SCI Guide P402 discusses various floor types in Table 2.5 but as an Engineer doesn’t tell us weights. We have ‘enhanced’ the
tables, with SCI’s knowledge, and included them in the Notes – sample below:
Output Screen
Capacity Checks
EC on Left, BS on Right
EC shown, BS hidden
![Page 25: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/25.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
25 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
![Page 26: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/26.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
26 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Dimensions
Stud height L = 2.85m
Stud spacing s = 600.0mm
Number of noggins N = 3.0
Number of floors NFloor = 3.0
Section dimensions and material properties
The wall stud is a C section’s from Generic 100 x 50 x 1.6, manufactured from 390 N/mm2 steel with a Z275 coating to BS
EN 10346.
Section depth h = 100.0mm
Flange width b = 50.0mm
Stiffener depth c = 12.5mm
Corner radius r = 1.5mm
Nominal thickness t = 1.6mm
Core thickness tn = t – 0.04mm =1.6mm
Basic yield strength fyb = 390.0N/mm2
Modulus of elasticity ESEC3 =210000.0N/mm2
Shear modulus G = 80769 N/mm2
Partial factor M0 =1.0
Partial factor M1 = 1.0
Section Properties
The calculation of section properties is not included in this calculation.
Gross Properties
Area Agr = 3.4cm2
Radius of gyration about y axis iy = 40.2mm
Radius of gyration about z axis iz = 18.4mm
Position of y axis from flange yflange = 49.2mm
Position of z axis from web zweb = 15.9mm
Position of shear centre with respect to the z axis yo = 39.3mm
Position of shear centre with respect to the y axis zo = 0mm
Torsion constant It = 276.6mm4
Warping constant Iw = 229.3cm6
Second moment of area about y axis Iy =54.5cm4
Second moment of area about z axis Iz = 11.4cm4
Effective Section Properties
Effective area subject to compression Aeff = 2.4cm2
Elastic section modulus for bending about y axis Weff.y = 10.0cm3
Elastic section modulus for bending about z axis Weff.zlips = 2.9cm3
Position of y axis from flange(due to compression) yeff.flange = 49.2mm
Position of z axis from web (due to compression) zeff.web = 16.7mm
Second moment of area about y axis (due to bending) Iy.eff = 51.2cm4
Loads
Roof Load (Permanent) Ned,RoofP = 2.3kN/m
Roof Load (Variable) Ned,RoofV = 1.5kN/m
Floor Load (Permanent) Ned,FloorP = 1.3kN/m
Floor Load (Variable) Ned,FloorV = 5.5kN/m
![Page 27: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/27.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
27 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Number of floors, NFloor = 3.0
Wall Load Ned,wall = 1.4kN/m
Unfactored wind load qk = 1.0 kN/m2
Load factors
Permanent G = 1.35
Variable Q = 1.5
Unfactored axial load’s
Unfactored Permanent axial load, NedPSLS =(Ned,RoofP + (Ned,FloorP NFloor )+ (Ned,wall NFloor + 1))) = 11.8kN/m
Unfactored Variable axial load, NedQSLS = (Ned,RoofV + (Ned,FloorV NFloor )) = 18.0kN/m
Unfactored Total axial load, NedSLS = (NedPSLS + NedQSLS ) s = 17.9kN
Unfactored wind load qkSLS = qk =1.0kN/m2
Factored axial load’s
Factored Permanent axial load, NedP =(Ned,RoofP + (Ned,FloorP NFloor )+ (Ned,wall NFloor + 1))) G = 15.9kN/m
Factored Variable axial load, NedQ = (Ned,RoofV + (Ned,FloorV NFloor )) Q = 27.0kN/m
Factored Total axial load, Ned = (NedP + NedQ ) s = 25.8kN
Factored wind load qkuls = qk Q =1.5kN/m2
Maximum applied moment in strong axis
My,Ed =MAX((((Ned,FloorP G) + (Ned,FloorV Q)) s) ((h/2)+25mm) + ((L2 s qk 0.75) / 8 ), (((Ned,FloorP G) + (Ned,FloorV
1.05)) s) ((h/2)+25mm) +((L2 s qk Q) / 8 )) = 1.3kNm
Maximum applied moment in strong axis, My,Ed = 1.3kNm
Maximum applied moment in weaker axis, Mz,Ed = 0kNm
Bending Moment factors from SCI P362, based on Table C1, Partial,
combination and reduction factors for the STR and GEO ultimate limit
states for buildings
Resistance of Cross-Section
Axial Compression
Design resistance of cross section for compression is given by, Nc,Rd = (Aeff × fyb )/ M0 = 94.0kN
Bending Moment
Design moment resistance for bending about y axis is given by, Mcy,Rd = (Weff.y × fyb) / M0 = 3.9kNm
Design moment resistance for bending about z axis Mcz,Rd = (Weff.zlips × fyb) / M0 = 1.1kNm
Buckling Resistance of Member
Flexural Buckling about major axis (y axis)
From Table 6.3 of BS EN 1993-1-3, the buckling curve for a lipped C section buckling about any axis is buckling curve b.
The buckling length for buckling about the y axis is taken as equal to the member length.
Lcr,y = L = 2850.0mm
1 = (ESEC3 / fyb) = 72.9
Non dimensional slenderness factor is, = Lcr,y / iy) (((Aeff / Agr))/1) = 0.8
For buckling curve b, the imperfection factor, = 0.34
Factored Axial Load
used in Racking Design
![Page 28: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/28.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
28 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
= 0.5 ( 1+ (– 0.2) + 2) = 0.9
2)) = 0.7
Flexural buckling resistance is, Nb,Rd = (Aeff fyb) / M1 = 66.8kN
Ratio 0.4
Unity Check - PASS
Combined Compression and Bending
The shift in the position of the effective section neutral axis relative to gross section neutral axis causes an additional
moment due to axial load which is assumed to be applied at the gross section neutral axis.
The shift in y axis due to axial compression is given by, eNy = yeff.flange - yflange = 0.0 mm
The shift in z axis due to axial compression is given by, eNz = zeff.web - zweb = 0.7 mm
Additional y axis moment due to shift in axis is, My,Ed = eNy Ned = 0.0 kNm
Additional z axis moment due to shift in axis is, Mz,Ed = eNz Ned = 0.0 kNm
Unity Check
U1 = (Ned / Nc,Rd) + ((My,Ed + My,Ed)/ Mcy,Rd) + ((Mz,Ed + Mz,Ed)/ Mcz,Rd) = 0.6
Ratio 0.6
Unity Check - Pass
Flexural Buckling about minor axis (z axis)
The buckling length for buckling about the z axis is based on the number of noggins reducing the effective height, i.e. 1
noggin gives half height, and introduce lateral restraint in the wall.
Lcr,z = L / (N+1) = 712.5mm
1 = 72.9
Non dimensional slenderness factor is = ( Lcr,z / iz) (((Aeff / Agr)) /1) = 0.4
For buckling curve b, the imperfection factor = 0.34
= 0.5 ( 1+ ( – 0.2) + 2) = 0.6
= 1/ (+2)) = 0.9
Flexural buckling resistance is, Nb,Rd = (Aeff fyb) / M1 = 85.2kN
Ratio 0.3
Unity Check - PASS
Torsional Buckling
The torsional buckling lengths are
LT,y = L = 2850.0 mm
LT,z = Lcr,z =712.5 mm
The polar radius of gyration is calculated as below, io =( iy2 + iz2 + yo2 + zo
2 ) = 59mm
The elastic critical force for torsional buckling of a simply supported member is given by,
Ncr,T = (1/ io2) ((G It ) + ((2 ESEC3 Iw) / LT,z2)) = 274.0kN
![Page 29: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/29.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
29 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Non dimensional slenderness factor is T= ((Aeff fyb) / Ncr,T) = 0.6
For buckling curve b, the imperfection factor = 0.34
= 0.5 ( 1+ (T – 0.2) + T2) = 0.7
T
2)) = 0.8
Torsional buckling resistance is, Nb,Rd = (Aeff fyb) / M1 = 79.3kN
Ratio 0.3
Unity Check Pass
Torsional-Flexural Buckling
Ncr,y = (2 ESEC3 Iy) / LT,y2 = 139.0kN
= 1 –(yo / io)2 = 0.6
The elastic critical force for torsional-flexural buckling is given by,
Ncr,TF = (Ncr,y / (2 Ncr,T / Ncr,y) - ((1-( Ncr,T / Ncr,y))2+ 4(yo / io)2 (Ncr,T / Ncr,y))) = 108.1kN
Non dimensional slenderness factor is
TF = ((Aeff fyb )/ Ncr,TF) = 0.9
For buckling curve b, the imperfection factor = 0.34
TF = 0.5 ( 1+ (TF – 0.2) + TF 2) = 1.1
TFTFTFTF
2)) = 0.6
Torsional buckling resistance is, Nb,Rd = (TFAeff fyb) / M1 = 60.2kN
Ratio 0.4
Unity Check - PASS
Lateral Torsional Buckling
The maximum length of member between points of minor axis lateral restraint is determined by noggin centres.
LT,z = 712.5mm
Coefficients dependent on loading and end restraint C1 = 1.127
C2 = 0.454
Effective length factor for end rotation on plan k = 1.00
Effective length factor for end warping kw = 1.00
The distance from the point of load application to the shear centre is taken as half the stud depth.
zg = h / 2 = 50.0 mm
The factor g is used in the calculation of Mcr, it may conservatively be taken as 1.0 or may be calculated as below.
g = (1-(Iz / Iy)) = 0.889
The elastic critical moment for lateral torsional buckling is given by
Mcr = C1 ((2 ESEC3 Iz) / ((k LT,z)2 g)) (((k/ kw)2 (Iw / Iz) + (((k LT,z)2 (G It))/ (2 ESEC3 Iz)) + (C2 zg)2) – (C2
zg)) = 16.6kNm
For lateral torsional buckling curve b should be used.
Non dimensional slenderness factor is LT = ((Weff.y fyb )/ Mcr) = 0.5
For buckling curve b, the imperfection factor, = 0.34
LT = 0.5 ( 1+ ( LT – 0.2) + LT 2) = 0.7
![Page 30: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/30.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
30 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
LT= 1 /LTLT2LT
2)) = 0.9
Lateral torsional buckling resistance is,
Mb,Rd = ( LT Weff.y × fyb) / M1 = 3.5kNm
Combined Bending and Axial Compression
The interaction of bending moment and axial force may be obtained from a second order analysis or by using the formula
below:
(Ned / Nb,Rd)0.8 + (My,Ed / Mb,Rd)0.8
Ratio 0.9
Unity Check - PASS
Nb,Rd is the minimum value from flexural, torsional and torsional-flexural buckling.
My,Ed includes any additional moments due to the shift in the neutral axis.
Serviceability Deflections
For cross-section stiffness properties the influence of rounded corners should always be taken into account. For this
example it is assumed that the maximum stress at serviceability is the design yield strength divided by 1.5.
Iy = 54.5cm4
Iy.eff = 51.2cm4
Ific = Iy – (1/1.5) (Iy - Iy.eff) = 52cm4
BS EN 1993-1-3, 7.1(3) Total wind load is W = L s qk = 1.7kN
Deflection due to wind is given by d= (5/384) ((W L3)/ (ESEC3 Ific)) = 4.7mm
Deflection limit is taken as length divided by 360, dlimit = L / 360 = 7.9 mm
Ratio 0.6
Deflection Check - Pass
![Page 31: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/31.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
31 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
LINTEL
Select Standard to be used
– Note: Section to be re
selected when changing
Standard
Select section from list
Depth ONLY available
IF ‘Truss’ type selected
– NOT calculated to
allow user to drive.
Pre-determined and ONLY
shown if Eurocodes.
Defaults to Span / 360 but
other values can be used.
C section or Lattice Truss?
Lintel
![Page 32: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/32.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
32 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Dimensions as the diagram
Loads to apply:
Wind Load – taken from original wind analysis.
Element load to be used.
Roof & Floor Loads taken from relevant calculations
Number of floors (Don’t include Ground Floor)
Wall self weight (0.5kN/m2 x Storey height =
1.4kN/m)
![Page 33: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/33.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
33 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Wind Loads and Dimensions
Wind Pressure, p = 1.0kN/m2
Stud height, H =2.9m
Floor to window head, Wh = 2.5m
Window width, L = 1.5m
Floor to window cill, Wc = 1.2m
Window height, hwin = Wh - Wc = 1.3m
Window head height, Hh = H – Wh = 0.4m
Window height, hwin = Wh - Wc = 130.0cm
Deflection limit specified, DefLimit = 360
Allowable deflection, based on plasterboard finish, dfln = H / DefLimit = 7.9mm
Loads
Roof Load (Permanent) Ned,RoofP = 2.3kN/m
Roof Load (Variable) Ned,RoofV = 1.5kN/m
Floor Load (Permanent) Ned,FloorP = 1.3kN/m
Floor Load (Variable) Ned,FloorV = 5.5kN/m
Wall Load Ned,wall = 1.4kN/m
Number of floors NFloor = 3.0
Unfactored wind load p = 1.0 kN/m2
Uniform Permanent load (unfactored) gk = Ned,RoofP + (Ned,FloorP NFloor )+ (Ned,wall NFloor + 1)) = 11.9kN/m
Uniform Variable load (unfactored) qk = Ned,RoofV + (Ned,FloorV NFloor ) = 18.00 kN/m
Concentrated Permanent load (unfactored) gkPL = 0kN
Concentrated Variable load (unfactored) qk PL = 0kN
Position along span, from left support, of PL, X = 0mm
For a lattice joist, using C section’s from Generic 100 x 50 x 1.6, manufactured from 390 N/mm2 steel with a Z275 coating
to:
![Page 34: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/34.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
34 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Effective cross sectional area of section Aeff = 2.4 cm2
Gross cross sectional area of section Agr = 3.4cm2
Depth of C section b = 50.0mm
Depth of lattice truss D = 350.0mm
Position of cenroid in relation to the web yc,eff =b / 2 = 25.0mm
Diameter of screw d = 4.2mm
Gross Second moment of area of section Iz = 11.4cm4
Effective Second moment of area of section Iz.eff = 9.9cm4
Effective Second moment of area of section IficC = Iz – (1/1.5) (Iz – Iz.eff) = 10.39cm4
Gross Second moment of area of section Iy = 54.5cm4
Effective Second moment of area of section Iy.eff = 51.2cm4
Effective Second moment of area of section Ificy = Iy – (1/1.5) (Iy – Iy.eff) = 52.32cm4
Material gauge t = 1.6mm
Material gaug, effective tcor = t – 0.04mm = 1.6mm
Yield strength of section fyb = 390N/mm2
Ultimate Yield strength of section fu = 440N/mm2
Average yield strength fya= MIN((fyb + (fu - fyb) ((7 4 tcor2) / Agr)), ((fu +fyb) /2)) = 400N/mm2
Modulus of elasticity E = ESEC3 = 210 kN/mm2
Effective depth of lattice deff = D – (2 yc,eff) = 30cm
Partial factor M0 = 1.0
Partial factor M2 = 1.3
Second moment of area of lattice Ific = 2(IficC +( Aeff (deff/2)2)) = 1105cm4
Maximum member length for lattice Lm = deff /cos(45) = 42cm
Compressive resistance Nc,Rd = (Aeff fyb / M0 = 94.0kN
Tensile resistance Nt,Rd = (Agr fya / M0 = 134.8kN
Members restrained at either end by 2No. 5.5 diameter screws:
= MIN((3.2 ( tcor / d)),2.1) = 2.0
Fb,Rd = ( fu d tcor) / M2 = 4.5kN
Horizontal Section Properties
Gross Second moment of area of section resisting lateral load Iy = 54.5cm4
Effective Second moment of area of section Iy.eff = 51.2cm4
Effective Second moment of area of section IficH = Iy – (1/1.5) (Iy – Iy.eff) = 52.32cm4
UDL Live load on joist,SLS WLL = L qk = 27.0kN
UDL Dead load on joist,SLS WDL = L gk = 17.9kN
Total UDL load on beam,SLS WT = WLL+ WDL = 44.9kN
![Page 35: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/35.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
35 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Total UDL load on joist,ULS WULS = (WLL Q)+ (WDL G) = 64.6kN
Total Point Load load on beam,SLS WTPL = gkPL + qkPL = 0.0kN
Total Point Load load on joist,ULS WULSPL = (qkPL Q)+ (gkPL G) = 0.0kN
Horizontal Design
Wind load deflection less than span/360.
Area C AC = (L / 2) ((Wh – Wc) / 4) = 0.2m2
Area D AD= (L / 2) ((H – Wh) / 2) = 0.1m2
Wind load on lintel, SLS, WLSLS = p (AC + AD) 2 = 0.8kN
Design Moment from horizontal loads
Applied design moment is given by, Mc = (Q × WLSLS L ) / 8 = 0.2kNm
Deflection due to load is given by h= (5/384) ( WLSLS L 3)/ (E IficH)) = 0.3mm
Deflection limit is limith = L / 360 = 4.2mm
Horizontal Deflection Criteria - PASS
Horizontal Checks
Resistance of Cross-Section
Bending Moment – BS EN 1993-1-3, 6.1.4
Design moment resistance for bending about y axis is given by,Mcy,Rd = (Weff.y fyb ) / M0 = 3.9kNm
Moment Capacity - PASS
Buckling Resistance of Member
Lateral Torsional Buckling
![Page 36: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/36.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
36 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
The member is assumed to be restrained along the length of the inner and outer faces by the connection to the diagonals
and boarding. Therefore, the member is not required to be checked for lateral torsional buckling.
Support Reaction’s
Reaction under gk ultimate loads is,
RA,ULSgk = ((G gk L ) / 2 ) + (((gkPL G) X) / L) = 12.0kN
RB,ULSgk = ((G gk L ) / 2 ) + (((gkPL G) (L - X)) / L) = 12.0kN
Reaction under qk ultimate loads is,
RA,ULSqk = ((Q qk L ) / 2) + (((qkPL Q) X) / L) = 20.3kN
RB,ULSqk = ((Q qk L ) / 2) + (((qkPL Q) (L - X)) / L) = 20.3kN
Reaction under ultimate loads is,
RA,ULS = RA,ULSgk + RA,ULSqk = 32.3kN
RB,ULS = RB,ULSgk + RB,ULSqk = 32.3kN
Reaction under gk un factored loads is,
RA,SLSgk = ((gk L ) / 2) + ((gkPL X) / L)= 8.9kN
RB,SLSgk = ((gk L ) / 2) + ((gkPL (L - X)) / L)= 8.9kN
Reaction under qk un factored loads is,
RA,SLSqk = ((qk L ) / 2) + ((qkPL X) / L) = 13.5kN
RB,SLSqk = ((qk L ) / 2) + ((qkPL (L - X)) / L) = 13.5kN
Reaction under un factored loads is,
RA,SLS = RA,SLSgk + RA,SLSqk = 22.4kN
RB,SLS = RB,SLSgk + RB,SLSqk = 22.4kN
Bending Capacity Checks
Max momentMx = ((WULSL)/8) + ((WULSPL X (L-X)) / L) = 12.1kNm
Tensile force in truss Pt,truss = Mx / deff = 40.4kN
Tensile capacity of member Nt,Rd = 134.8kN
Ratio 0.30
Bending Check - PASS
Shear Capacity Checks
Maximum shear Fv = (WULS / 2) + (RA,ULS) = 64.6kN
Maximum compressive load in member Pc = (Fv Lm) / deff = 91.4kN
Nc,Rd =94.0kN
Ratio 0.97
Shear Check - PASS
This is the reaction used
in the factored stud
design, supporting the
lintel
![Page 37: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/37.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
37 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Fixings required, based up on applied load and fixing capacity, No. = ceiling(MAX((Pc / Fb,Rd),2),1) = 21 fixings per end.
Buckling Resistance of Member
Lateral Torsional Buckling
The member is assumed to be restrained along the length of the inner and outer faces by the connection to the diagonals
and boarding. Therefore, the member is not required to be checked for lateral torsional buckling.
Criteria 1
Dead load plus imposed load deflection less than span/360.
Deflection due to load is given by
= Max(((5/384) WT L3)/ (E Ific))), (WT X L – X) ) / (24 E Ific L ) (L2 + X ( L – X)) + ((WTPL X ( L – X)
(L + X)) / (27 E Ific L ) (3 (L – X) (L + X )))) =0.8mm
Deflection limit is
limit = L / 360 = 4.2mm
Ratio 0.20
Deflection Criteria 1 - PASS
Criteria 2
Imposed load deflection less than span/450.
Deflection due to load is given by
= Max((5/384) ( WLL L 3)/ (E Ific)), (WLL X L – X) ) / (24 E Ific L ) (L2 + X ( L – X)) + ((WTPL X ( L – X)
(L + X)) / (27 E Ific L ) (3 (L – X) (L + X )))) =0.5mm
Deflection limit is limit = L / 450 = 3.3mm
Ratio 0.15
Deflection Criteria 2 - PASS
Fixing requirements – This many WILL require ‘plating’!
![Page 38: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/38.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
38 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
FACTORED STUD CHECK
Select Standard to be used
– Note: Section to be re
selected when changing
Standard
Select section from list
Factored load – found in
reaction section of ALL
calculations relating to
Horizontal Members (Lintels,
Trimmers and Joists) – Note in
this case load used is HALF
reaction from Lintel as
checking DOUBLE STUDS,
back to back. This also means
Noggins at ¼ points as FULLY
restrained.
Moment and Shear calculated by user.
My,Ed is calculated as Ned x eccentricity
(100mm), and in this case halved as
based on double studs. Shear is taken
as 7.5kN based on tie forces in
progressive collapse.
Stud under Lintel
![Page 39: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/39.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
39 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Stud height L = 2.9m
Number of noggins N = 3.0
Compound fixing spacing
SC1= L/3 = 1.0m
SC2 = 50 iz = 0.9m
Fixing centres, SC = MIN(SC1, SC2) = 0.92m
Section dimensions and material properties
The wall stud is a C section’s from Generic 100 x 50 x 1.6, manufactured from 390 N/mm2 steel with a Z275 coating to BS
EN 10346.
Section depth h = 100.0mm
Flange width b = 50.0mm
Stiffener depth c = 12.5mm
Corner radius r = 1.5mm
Nominal thickness t = 1.6mm
Core thickness tn = t – 0.04mm =1.6mm
Basic yield strength fyb = 390.0N/mm2
Modulus of elasticity ESEC3 =210000.0N/mm2
Shear modulus G = 80769 N/mm2
Partial factor M0 =1.0
Partial factor M1 = 1.0
Section Properties
The calculation of section properties is not included in this calculation.
Gross Properties
Area Agr = 3.4cm2
Radius of gyration about y axis iy = 40.2mm
Radius of gyration about z axis iz = 18.4mm
Position of y axis from flange yflange = 49.2mm
Position of z axis from web zweb = 15.9mm
Position of shear centre with respect to the z axis yo = 39.3mm
Position of shear centre with respect to the y axis zo = 0mm
Torsion constant It = 276.6mm4
Warping constant Iw = 229.3cm6
Second moment of area about y axis Iy =54.5cm4
Second moment of area about z axis Iz = 11.4cm4
Effective Section Properties
Effective area subject to compression Aeff = 2.4cm2
Elastic section modulus for bending about y axis Weff.y = 10.0cm3
Elastic section modulus for bending about z axis Weff.zlips = 2.9cm3
Position of y axis from flange(due to compression) yeff.flange = 49.2mm
Position of z axis from web (due to compression) zeff.web = 16.7mm
Second moment of area about y axis (due to bending) Iy.eff = 51.2cm4
Loads
Factored Total axial load, Ned = 16.2kN
Maximum applied moment in strong axis, My,Ed = 1.6kNm
![Page 40: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/40.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
40 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Maximum applied moment in weak axis, Mz,Ed = 0.0kNm
Maximum Shear load, Fv = 7.5 kN
Resistance of Cross-Section
Axial Compression
Design resistance of cross section for compression is given by, Nc,Rd = (Aeff × fyb )/ M0 = 94.0kN
Bending Moment
Design moment resistance for bending about y axis is given by, Mcy,Rd = (Weff.y × fyb) / M0 = 3.9kNm
Design moment resistance for bending about z axis Mcz,Rd = (Weff.zlips × fyb) / M0 = 1.1kNm
Buckling Resistance of Member
Flexural Buckling about major axis (y axis)
From Table 6.3 of BS EN 1993-1-3, the buckling curve for a lipped C section buckling about any axis is buckling curve b.
The buckling length for buckling about the y axis is taken as equal to the member length.
Lcr,y = L = 2850.0mm
1 = (ESEC3 / fyb) = 72.9
Non dimensional slenderness factor is, = Lcr,y / iy) (((Aeff / Agr))/1) = 0.8
For buckling curve b, the imperfection factor, = 0.34
= 0.5 ( 1+ (– 0.2) + 2) = 0.9
2)) = 0.7
Flexural buckling resistance is, Nb,Rd = (Aeff fyb) / M1 = 66.8kN
Ratio 0.2
Unity Check - PASS
Combined Compression and Bending
The shift in the position of the effective section neutral axis relative to gross section neutral axis causes an additional
moment due to axial load which is assumed to be applied at the gross section neutral axis.
The shift in y axis due to axial compression is given by, eNy = yeff.flange - yflange = 0.0 mm
The shift in z axis due to axial compression is given by, eNz = zeff.web - zweb = 0.7 mm
Additional y axis moment due to shift in axis is, My,Ed = eNy Ned = 0.0 kNm
Additional z axis moment due to shift in axis is, Mz,Ed = eNz Ned = 0.0 kNm
Unity Check
U1 = (Ned / Nc,Rd) + ((My,Ed + My,Ed)/ Mcy,Rd) + ((Mz,Ed + Mz,Ed)/ Mcz,Rd) = 0.6
Ratio 0.6
Unity Check - Pass
Flexural Buckling about minor axis (z axis)
NOTE: Large difference in
moment capacities in BOTH axis.
![Page 41: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/41.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
41 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
The buckling length for buckling about the z axis is based on the number of noggins reducing the effective height, i.e. 1
noggin gives half height, and introduce lateral restraint in the wall.
Lcr,z = L / (N+1) = 712.5mm
1 = 72.9
Non dimensional slenderness factor is = ( Lcr,z / iz) (((Aeff / Agr)) /1) = 0.4
For buckling curve b, the imperfection factor = 0.34
= 0.5 ( 1+ ( – 0.2) + 2) = 0.6
= 1/ (+2)) = 0.9
Flexural buckling resistance is, Nb,Rd = (Aeff fyb) / M1 = 85.2kN
Ratio 0.2
Unity Check - PASS
Torsional Buckling
The torsional buckling lengths are
LT,y = L = 2850.0 mm
LT,z = Lcr,z =712.5 mm
The polar radius of gyration is calculated as below, io =( iy2 + iz2 + yo2 + zo
2 ) = 59mm
The elastic critical force for torsional buckling of a simply supported member is given by,
Ncr,T = (1/ io2) ((G It ) + ((2 ESEC3 Iw) / LT,z2)) = 274.0kN
Non dimensional slenderness factor is T= ((Aeff fyb) / Ncr,T) = 0.6
For buckling curve b, the imperfection factor = 0.34
= 0.5 ( 1+ (T – 0.2) + T2) = 0.7
T
2)) = 0.8
Torsional buckling resistance is, Nb,Rd = (Aeff fyb) / M1 = 79.3kN
Ratio 0.2
Unity Check Pass
Torsional-Flexural Buckling
Ncr,y = (2 ESEC3 Iy) / LT,y2 = 139.0kN
= 1 –(yo / io)2 = 0.6
The elastic critical force for torsional-flexural buckling is given by,
Ncr,TF = (Ncr,y / (2 Ncr,T / Ncr,y) - ((1-( Ncr,T / Ncr,y))2+ 4(yo / io)2 (Ncr,T / Ncr,y))) = 108.1kN
Non dimensional slenderness factor is
TF = ((Aeff fyb )/ Ncr,TF) = 0.9
For buckling curve b, the imperfection factor = 0.34
TF = 0.5 ( 1+ (TF – 0.2) + TF 2) = 1.1
TFTFTFTF
2)) = 0.6
Torsional buckling resistance is, Nb,Rd = (TFAeff fyb) / M1 = 60.2kN
Ratio 0.3
![Page 42: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/42.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
42 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Unity Check - PASS
Lateral Torsional Buckling
The maximum length of member between points of minor axis lateral restraint is determined by noggin centres.
LT,z = 712.5mm
Coefficients dependent on loading and end restraint C1 = 1.127
C2 = 0.454
Effective length factor for end rotation on plan k = 1.00
Effective length factor for end warping kw = 1.00
The distance from the point of load application to the shear centre is taken as half the stud depth.
zg = h / 2 = 50.0 mm
The factor g is used in the calculation of Mcr, it may conservatively be taken as 1.0 or may be calculated as below.
g = (1-(Iz / Iy)) = 0.889
The elastic critical moment for lateral torsional buckling is given by
Mcr = C1 ((2 ESEC3 Iz) / ((k LT,z)2 g)) (((k/ kw)2 (Iw / Iz) + (((k LT,z)2 (G It))/ (2 ESEC3 Iz)) + (C2 zg)2) – (C2
zg)) = 16.6kNm
For lateral torsional buckling curve b should be used.
Non dimensional slenderness factor is LT = ((Weff.y fyb )/ Mcr) = 0.5
For buckling curve b, the imperfection factor, = 0.34
LT = 0.5 ( 1+ ( LT – 0.2) + LT 2) = 0.7
LT= 1 /LTLT2LT
2)) = 0.9
Lateral torsional buckling resistance is,
Mb,Rd = ( LT Weff.y × fyb) / M1 = 3.5kNm
Combined Bending and Axial Compression
The interaction of bending moment and axial force may be obtained from a second order analysis or by using the formula
below:
(Ned / Nb,Rd)0.8 + (My,Ed / Mb,Rd)0.8
Ratio 0.9
Unity Check - PASS
Nb,Rd is the minimum value from flexural, torsional and torsional-flexural buckling.
My,Ed includes any additional moments due to the shift in the neutral axis.
![Page 43: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/43.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
43 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
FACADE (INFILL) STUD DESIGN
Select Standard to be used
– Note: Section to be re
selected when changing
Standard
Dimensions as the diagram Loads to apply:
Wind Load – taken from original wind
analysis. Element load to be used.
Balcony ONLY used IF balcony on the project
(default to zero)
Deflection limit:
Rainscreen = H / 250
Brittle = H / 360
Masonry = H / 500
All as SCI guide ED017. Note: If
masonry loads CAN be halved, but
deflection limit is strict.
Façade studs
![Page 44: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/44.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
44 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Select section from list for EACH element
Don’t forget to select the NUMBER of each profile
to be used – single, double (back to back C’s OR 4
way compound -
![Page 45: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/45.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
45 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Wind Loads and Dimensions
Wind Pressure, p = 1.1kN/m2
Stud height, H =2.9m
Floor to window head, Wh = 2.5m
Window width, L = 1.8m
Floor to window cill, Wc = 1.2m
Window height, hwin = Wh - Wc = 1.3m
Window head height, Hh = H – Wh = 0.4m
Typical stud spacing, c = 600.0mm
Window height, hwin = Wh - Wc = 125.0cm
Juliet Balcony height from bottom of stud WJ = 0.0m
Deflection limit specified, DefLimit = 360
Allowable deflection, based on plasterboard finish, dfln = H / DefLimit = 7.9mm
Area’s Calculated
Area for ‘typical’ stud, ATyp = H c = 1.7m2
Area A, AA = H (c /2) = 0.9m2
Area B, AB = (hwin L) / 4 = 0.6m2
Area C, AC = AB / 2 = 0.3m2
Area D for Cill, ADCill = (Wc / 2) (L /2) = 0.5m2
Area D for Head, ADHead = (Hh / 2) (L /2) = 0.2m2
Loads Applied
Load from Typical Area, Typ = ATyp p = 1.8kN
Load from Area A, A = AA p = 0.9kN
Load from Area B, B = AB p = 0.6kN
Load from Area C, C = AC p = 0.3kN
Load from Area D at Head, DHead = ADHead p = 0.2kN
Load from Area D at Cill, DCill = ADCill p = 0.6kN
Load from Juliet Balcony, PBal = 0.0kN
I values required by loads applied
I required to carry UDL from A, IA = (5 A (H 0.85)3) / (384 ESEC3 dfln) = 10.1cm4
![Page 46: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/46.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
46 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
I required to carry UDL from B, IB = (B / (384 ESEC3 dfln)) ((8 (H 0.85)3 ) + (4 (H 0.85) Hh2) – Hh
3) = 10.8cm4
I required to carry PL from C & D at Head, IDHead = (((C + DHead) (Wh Hh) ( H + Hh)) / (27 ESEC3 dfln H)) (3 Wh
(H + Hh)) = 5.9cm4
I required to carry PL from C & D at Cill, IDCill = (((C + DCill) (Wc (H Wc)) (H + (H – Wc))) / (27 ESEC3 dfln H)) (3
Wc(H + (H – Wc))) = 24.4cm4
I required to carry UDL applied to ‘typical stud’, ITyp = (5 Typ (H 0.85)3) / (384 ESEC3 dfln) = 20.2cm4
I required to carry PL from Juliet Balcony, IJuliet = ((PBal (WJ (H WJ)) ( H + (H – WJ))) / (27 ESEC3 dfln H)) (3
WJ (H WJ)) = 0.0cm4
Typical Stud Details
Typical stud is designed using C section from Generic 100 x 45 x 1.2, manufactured from 390 N/mm2 steel with a Z275
coating.
Depth of section hStud = 100.0mm
Thickness of web tStud = 1.2mm
Thickness allowing for galv tcor = tStud-0.04mm = 1.2mm
Gross area of section AgrStud = 2.3cm2
Second moment of area about strong axis Iy.effStud = 33.2cm4
Gross Second moment of area about strong axis IyStud = 37.3 cm4
Yield strength fybStud = 390.0N/mm2
Effective Second moment of area of section IficStud = IyStud – (1/1.5) (IyStud – Iy.effStud)= 35cm4
Number of studs NoStud = 1
I required for typical stud ITyp = 20.2cm4
Combined I of stud’s IficStudTot = NoStud IficStud = 34.5cm4
Typical Stud Ratio 0.58
Typical Stud Deflection - Pass
Jamb Stud Details
Sum of I’s required to carry Jamb stud loads, IxJamb = IA + IB + IDHead + IDCill + IJuliet = 51.2cm4
Jamb stud is designed using C section(s) from Generic 100 x 45 x 1.2, manufactured from 390 N/mm2 steel with a Z275
coating.
Depth of section hJamb = 100.0mm
Thickness of web tJamb = 1.2mm
Thickness allowing for galv tcor = tJamb-0.04mm = 1.2mm
Gross area of section AgrJamb = 2.3cm2
Second moment of area about strong axis Iy.effJamb = 33.2cm4
Gross Second moment of area about strong axis IyJamb = 37.3 cm4
Yield strength fybJamb = 390.0N/mm2
Effective Second moment of area of section IficJamb = IyJamb – (1/1.5) (IyJamb – Iy.effJamb)= 35cm4
Number of studs NoJamb = 2
I required for typical stud IxJamb = 51.2cm4
Combined I of stud’s IficJambTot = NoJamb IficJamb = 69.1cm4
![Page 47: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/47.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
47 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Jamb Deflection Ratio 0.74
Jamb Stud Deflection - Pass
Head and Cill Member
Window head member’s carry double load from C and D and requires an IHead = max( ((5/384)((DHead 2) (L 0.8) 3)/
(ES5950 (L / 360)))) + ((C 2 L3) / (60 ES5950 dfln)), ((5/384)((DCill 2) (L 0.8) 3)/ (ES5950 (L / 360)))) + ((C 2
L3) / (60 ES5950 (L / 360))))= 10.0cm4 (Calculation is based on worst case Head or Cill)
Head and Cill members are designed using C section(s) from Generic 100 x 45 x 1.2, manufactured from 390 N/mm2 steel
with a Z275 coating.
Depth of section hCill = 100.0mm
Thickness of web tCill = 1.2mm
Thickness allowing for galv tcorCill= tCill-0.04mm = 1.2mm
Gross area of section AgrCill = 2.3cm2
Second moment of area about strong axis Iy.effCill = 33.2cm4
Yield strength fybCill = 390.0N/mm2
Effective Second moment of area of section IficCill = IyCill – (1/1.5) (IyCill – Iy.effCill)= 35cm4
Ultimate Yield strength of section fuCill = 440N/mm2
Number of members NoCill = 1
I required for Head or Cill IHead = 10.0cm4
Combined I of members spec’d IficCillTot = NoCill IficCill = 34.5cm4
Cill and Head Ratio 0.29
Head and Cill Deflection Check - Pass
Connection Checks
Based on reaction and screw dia, dCill = 5.0mm, screw capacity in bearing, and Partial factor M2 = 1.25
= MIN((3.2 ( tCill / dCill)),2.1) = 1.6
Fb,Rd = ( fuCill dCill tCill) / M2 = 3.3kN
Reaction / connection capacity required from Head or Cill to Jamb studs, RHead = Max((B / 2) + C + DHead, (B / 2) + C +
DCill)= 1.2kN
Fixings required, based upon applied load and fixing capacity, No. = ceiling(MAX((RHead / Fb,Rd),2),1) = 2 fixings per end.
Reaction to supporting structure from typical stud, RStud = (Typ / c) / 2 = 1.5kN/m
![Page 48: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/48.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
48 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
RACKING, SLIDING AND BRACING
Select Standard to be used
– Note: Section to be re
selected when changing
Standard
Dimensions as the diagram
Stud height is also known as
‘Storey Height’ and Bay
Width is spacing of the studs
Number of stories
is a drop down box
How many walls are
used in racking?
Wind load taken from
Tedds Wind Analysis
Loads used in roof,
floor and wall
designs previously –
need to re enter
here.
![Page 49: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/49.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
49 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Building Dimensions
Building height, H = 8.6m
Stud Height, Hstud = 2450mm
Bay width, bw = 600mm
Length of building, L = 10.0m
Width of building, W = 10.0 m
Loads applied
Vertical loads:
Permanent Roof Load, PRp = 0.9kN/m2
Variable Roof Load, PRv = 0.6 kN/m2
Wall Self Weight, PRw = 0.5 kN/m2
Floor self weight, PRf = 0.5kN/m2
Floor Imposed Load, QkFlr = 2.2kN/m2
Profile selected applied
Profile used is a Generic 150x45x1.6, manufactured from 390 N/mm2 steel with a gross area of 3.95cm2. Yield
Material gauge t = 1.6mm
Material gaug, effective tcor = t – 0.04mm = 1.6mm
Yield strength of section fyb = 390N/mm2
Ultimate Yield strength of section fu = 440N/mm2
Average yield strength fya= MIN((fyb + (fu - fyb) ((7 4 tcor2) / Agr)), ((fu +fyb) /2)) = 399N/mm2
Diameter of screw d = 5mm
Partial factor M0 = 1.0
Partial factor M2 = 1.25
Horizontal loads:
Bracing load limited to, Hmax = 4.5kN (bw / 600mm) = 4.5kN
SCI ED002 states that for a riveted (or screwed) panel with integral k bracing and studs at 600mm centres the serviceability
load limit may be taken as 4.5 kN for a 2.4m wide panel with one bay containing integral bracing. This is for a deflection
limit of storey height / 500, and includes the stiffening contribution from one layer of plasterboard on one side of the panel.
The load limit of 4.5 kN should be reduced proportionally for closer stud spacings. The load limit does not need to be
reduced for changes in storey height as the allowable deflection is also proportional to storey height. The amount of sway
deflection which is due to the tensile extension of the bracing member is of minor significance to the overall sway deflection
(see ED002 page 26). Therefore, changes to the bracing cross sectional area may be neglected as influencing the
serviceability load limit. However, the bracing member section size must be at least equal to the vertical stud section size.
Serviceability allowable load = 4.5 kN x stud spacing in mm / 600 mm.
Wind load applied to Length Face, Fw,DL = 87.3kN
Wind load applied to Width Face, Fw,DW = 87.3kN
![Page 50: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/50.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
50 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Bracing Forces
Horizontal Bay Force is limited to , Hmax = 4.5kN by above.
Worst case is only the self weight of wall act’s against uplift, Vwall = Hstud bw PRw = 0.7kN
Taking moments about Compressive Reaction gives Tensile force in braced bay as,
VBrace = (Hmax Hstud) / bw = 18.4kN
Thus fixing Capacity Required at ground floor per braced bay based on ground floor level,
FCapReq = VBrace – (H PRw bw) = 15.8kN
NOTE: Stud at either end of ‘run of braced bays’ needs to have this capacity ‘spare’ as system
will also apply an equal and opposite compressive force as shown. Adjacent bays will ‘cancel
out’ till the ‘end of the run’ of braced bays when the loads must be accounted for.
Braced bays required to resist wind load applied to face ‘L’
Wind load applied in direction, PL = (Fw,DL / (L H)) =
1.0kN/m2
Equivalent Horizontal Force, EHF= ((L W) (PRf + QkFlr) 0.005) = 1.4kN
Horizontal Force bracing can carry, Hmax = 4.5kN
Storey Height, Hstud = 2.5m
Length of building, L = 10.0m
Width of building, W = 10.0m
Surface area of wall per floor, AWallFloorL = L Hstud = 24.5m2
Braced bays required for 3rd Floor, NBSTop1 = Ceiling((((L (Hstud / 2) PL) + EHF) / Hmax ),1) = 4No
Number of floors carrying bracing in next line, NFloors = 2
Braced bays required for 2nd Floor, NBS2nd= Ceiling(((AWallFloorL PL + EHF NFloors – 0.5)) / Hmax),1) = 6No
Number of floors carrying bracing in next line, NFloors = 3
Braced bays required for Ground Floor, NBSGroundL = Ceiling(((AWallFloorL PL+ EHF NFloors – 0.5)) / Hmax),1) = 7No
Braced bays required to resist wind load applied to face ‘W’
Wind load applied in direction, PW = (Fw,DL / (W H)) =
1.0kN/m2
Equivalent Horizontal Force, EHF= ((L W) (PRf + QkFlr) 0.005) = 1.4kN
Horizontal Force bracing can carry, Hmax = 4.5kN
Storey Height, Hstud = 2.5m
Length of building, L = 10.0m
Width of building, W = 10.0m
This is the force the fixing
used to hold down the
braced bay has to resist
![Page 51: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/51.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
51 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Surface area of wall per floor, AWallFloorW = W Hstud = 24.5m2
Braced bays required for 3rd Floor, NBSTop1 = Ceiling((((L (Hstud / 2) PL) + EHF) / Hmax ),1) = 4No
Number of floors carrying bracing in next line, NFloors = 2
Braced bays required for 2nd Floor, NBS2nd= Ceiling((((AWallFloorW PL) + EHF NFloors – 0.5)) / Hmax),1) = 6No
Number of floors carrying bracing in next line, NFloors = 3
Braced bays required for Ground Floor, NBSGroundW = Ceiling((((AWallFloorW PL) + EHF NFloors – 0.5)) / Hmax),1) = 7No
Overturning Check
Wind blowing on Face ‘L’ (Worst Case)
Resistance to Overturning Moment
Vertical load from roof, Vroof = (LW/2) PRp) = 45.0kN
Vertical load from walls, Vwalls = (L + W)H PRw = 86.0kN
Vertical load from floor, Vfloor = (LW/2) PRp) (H / Hstud) = 158.0kN
Contribution from braced bays and ground floor fixings, VBracing = (VBrace – (H PRw bw)) NBSGroundL = 110.6kN
Suggest minimum base fixity of soleplate to foundations is additional fixings at bay centers in the noted walls.
Pullout capacity of Holding down bolt VFixing = 13.5kN
Number of cross walls, NoWalls = 2.0
Additional resistance moment RTMADD = VFixing ((L + (NoWalls (W/2))) / bw) W = 4500kNm
Total Vertical Load, VTotal = Vroof + Vwalls + Vfloor + VBracing = 399.5kN
Resistance to Overturning Moment, RTM = (VTotal W 0.9) + RTMADD = 8095.7kNm
Designed to Euro Codes so load factor of Fct = 1.5 to be used.
Overturning Moment, OTM = Fw,DL H Fct= 1126.2kNm
RTM / OTM = 7.2
Building will not overturn, PASS
Sliding Check
Standards Designed to require a load factor of, Fct = 1.5
Co-efficient of friction for steel shims, CFRIC = 0.30
Resisting Load, RL = VTotal CFRIC = 119.9kN
Horizontal Load, SL = (Fw,DL / 2) Fct = 65.5 kN
RL / SL = 1.8
SL / RL <1, Building will not slide, no additional fixings required
Note how the required
number of bays
increases toward lower
floors as these floor are
carrying more load.
![Page 52: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/52.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
52 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
IF sliding resistance is not adequate, difference between applied and capacity from self weigh friction,
Fres = (L Hstud (Fw,DL / (L W))) – RL = -98.5kN
Suggest Tapcons are used. Tapcons are self drill, self tap screws for connection LGS to concrete. 5mm dia screw with
44mm embedment has a shear capacity, Fcap = 1.66kN in ‘Grade 25’ concrete.
Thus fixings required, Freq = Fres / Fcap = -59.3. In this case is a negative number as fixings are NOT required
Alpha-Crit Checks
Sway delta for a floor calculated in accordance with Cl 5.2.1 of BS EN 1993-1-1.
Profile used is a Generic 150x45x1.6, manufactured from 390 N/mm2 steel with a gross area of 3.95cm2.
Maximum, factored, axial load applied from member checks, Ned = 26.7kN
Force in system / bay, HF = Hmax + (Ned 0.005) 1.5 = 4.7kN
Height of stud, Hstud = 2450mm
Width of bay, bw = 600mm
Length of K forming Diagonal, LD = ( bw2 + (Hstud/2)2) = 1364mm
Area of C section, Agr =4.0 cm2
Force in Diagonal FD = HF LD / bw = 10.7kN
L = ((FD / Agr) / ESEC3) LD = 0.18mm
Deflection of ‘system’ (K - Bracing), = (((LD + L)2 – (Hstud/2)2) – bw) = 0.40mm
Alpha Crit (Eurocode), cr = (Hmax / Ned) (Hstud ) = 1033.94
As cr is > 10 therefore sway frame is non-sway sensitive
![Page 53: Structural Calculations FOR Sample Project Demonstrating ... · DESIGN PHILOSOPHY Design is purely to demonstrate some the range of designs available in the Modern Engineered Software](https://reader030.vdocument.in/reader030/viewer/2022040400/5e6b57b1d4784b52d835dc3c/html5/thumbnails/53.jpg)
MMCEngineer Ltd
Suite 3, Tilcon House, Low Moor Lane
Lingerfield, Knareasborough
North Yorkshire, HG5 9JB
Project
Sample design showing output of LGS add in for Tedds
Job Ref.
16057
Section
NOT FOR CONSTRUCTION
Sheet no./rev.
53 A
Calc. by
SDN
Date
30/08/2017
Chk'd by
SLN
Date
30/08/2017
App'd by
Date
Further capacity and connection checks are NOT required based on SCI / DTi and Trada report ED002, page 93, show that
there is sufficient margin of safety between the SLS load limit and the ULS load reistance that the ULS checks do not
govern the design. This applies to K bracing design ONLY.