Structural Calculations - gssms.co.ukgssms.co.uk/Design_Calcs_Hoarding_rev_a.pdf · GKMA G K...

GKMA

G K Mitchell Associates Ltd

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Project Site Fence Posts GKMA Job Ref.

846

PMS Job Ref.

Execution Class

EXC2

Sheet no.

100

Rev.

A

Calc. by

GKM

Date

30/05/2017

Checked by

DESIGN

Date

30/05/2017

Approved by.

Date.

Design Code Ref : Eurocode EC3&5

Structural Calculations:

Project: Site Fence Supports

GKMA



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846

PMS Job Ref.

Execution Class

EXC2

Sheet no.

101

Rev.

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Calc. by

GKM

Date

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DESIGN

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30/05/2017

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Contents Page

Design brief 101

Extract details 102

Bracket assessment 103

Anchor design 106

Design check kentledge overturning 109

Design check bolted connection posts to bracket 110

Loading analysis FENCE/1 to 10

Design Brief

These calculations provide the structural design check for the brackets and fixings and hoarding frame fixed onto

kentledge blocks.

GKMA



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846

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Execution Class

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Sheet no.

102

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100x147 C16

Post

63x147 C16 Rail

63x147 C16 Rail

63x147 C16 Rail

100x147

C16 Post

M12(8.8) with 44DIA x 4

thk Washers

GKMA



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846

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Execution Class

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103

Rev.

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GKM

Date

30/05/2017

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DESIGN

Date

30/05/2017

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GKMA



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846

PMS Job Ref.

Execution Class

EXC2

Sheet no.

104

Rev.

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Calc. by

GKM

Date

30/05/2017

Checked by

DESIGN

Date

30/05/2017

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Date.


GKMA



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846

PMS Job Ref.

Execution Class

EXC2

Sheet no.

105

Rev.

A

Calc. by

GKM

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DESIGN

Date

30/05/2017

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GKMA



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846

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Sheet no.

106

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GKM

Date

30/05/2017

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DESIGN

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30/05/2017

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Date.


GKMA



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846

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Execution Class

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Sheet no.

107

Rev.

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Calc. by

GKM

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30/05/2017

Checked by

DESIGN

Date

30/05/2017

Approved by.

Date.


GKMA



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846

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Execution Class

EXC2

Sheet no.

108

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DESIGN

Date

30/05/2017

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Date.


GKMA



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846

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109

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DESIGN

Date

30/05/2017

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Date.


GKMA



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846

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Sheet no.

110

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Calc. by

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© MasterFrame - Project title : ...... C:\Users\Graeme\Google Drive\contracts\contract 826 to 850\846 SMS Hoarding\hoarding side fixed

11297GKMA8-9 College StreetYork, YO1 7JFW: www.gkma.co.ukT: 0190 461 1177 M:0791 438 0548

Job RefSheetMade byDateCheckedApproved

: Hoarding: FENCE /001: GKMA: 30 May 2017 / Ver. 2016.16: DESIGN:

Software produced by www.MasterSeries.com © Civil and Structural Computer Services Limited.

X

Y Z N

X

Y Z N

X

Y Z N

Frame Geometry - (Full Frame) - 3D Front ViewNot to Scale


11297GKMA8-9 College StreetYork, YO1 7JFW: www.gkma.co.ukT: 0190 461 1177




X

YZN

(6)

(8)

(11)

(10)

(12)

(13)

(1)

(3)

(5)

(2)

(4)

(7)

(9)

Frame Geometry - (Full Frame) - 3D Front ViewNot to Scale

© MasterKey : Wind Loading - Project title : ...... C:\Users\Graeme\Google Drive\contracts\contract 826 to 850\846 SMS Hoarding\hoarding side fixed

11297GKMA8-9 College StreetYork, YO1 7JFW: www.gkma.co.ukT: 0190 461 1177 M:0791 438 0548




Wind Loading to EN 1991-1-4 UK NAResults for site at SE573032 - Altitude 21 m

Wind Reference 1Using the EN 1991-4 Standard Method

© MasterKey : Wind Loading - Project title : ...... C:\Users\Graeme\Google Drive\contracts\contract 826 to 850\846 SMS Hoarding\hoarding side fixed





Site Basic DataLocation and Base wind speed BREVe site data for SE573032 - Base wind speed, Vb 22.12 m/sSite Range 500 mAltitude and Obstructions Site altitude 21 m - Shelter effect from obstructions is includedSeasonal factor, Ss Season length is All year - Seasonal factor, Ss 1.000Annual risk and probability factor Design annual risk 0.02 - Probability factor, Sp 1.000Topographic Increments Topographic increment from internal parametersHeights and Diagonals (m) Heights above ground 1.2 and 2.4

Direction Factors - Using UK direction FactorsDirection (°N) 0 30 60 90 120 150 180 210 240 270 300 330Direction factor, Cdir 0.780 0.730 0.730 0.740 0.730 0.800 0.850 0.930 1.000 0.990 0.910 0.820

TopographyCrest Height (m) 9.0 11.0 7.0 4.0 2.0 2.0 1.0 7.0 8.0 7.0 9.0 10.0Site Location (m) 600.0 950.0 999.0 999.0 999.0 999.0 999.0 999.0 999.0 999.0 600.0 0.0Upwind Length (m) 900.0 550.0 350.0 160.0 73.0 67.0 40.0 233.0 229.0 467.0 900.0 2000.0Downwind Length (m) 10000 10000 10000 10000 10000 10000 10000 10000 10000 10000 10000 10000Base Altitude (m) 12.0 10.0 14.0 17.0 19.0 19.0 20.0 14.0 13.0 14.0 12.0 11.0Upwind Slope 0.010 0.020 0.020 0.025 0.027 0.030 0.025 0.030 0.035 0.015 0.010 0.005

EN 1991-1-4 Standard MethodDirection (°N) 0 30 60 90 120 150 180 210 240 270 300 330Direction factor, Cdir 0.780 0.730 0.730 0.740 0.730 0.800 0.850 0.930 1.000 0.990 0.910 0.820Distance to Sea (km) 200.0 95.8 73.9 75.8 200.0 200.0 200.0 200.0 200.0 162.0 200.0 200.0Distance in Town (km) 0.0 1.5 3.5 2.5 0.0 0.0 2.5 3.5 1.5 0.0 3.5 3.5Altitude factor, Sa 1.012 1.010 1.014 1.017 1.019 1.019 1.020 1.014 1.013 1.014 1.012 1.011Obstructions Height, Have (m) 2.5 10.0 10.0 10.0 2.5 2.5 10.0 10.0 10.0 2.5 10.0 10.0Obstructions Spacing, Xo (m) 4.0 20.0 20.0 20.0 4.0 4.0 20.0 20.0 20.0 4.0 20.0 20.0Displacement Height, Hdis (m) 2.0 8.0 8.0 8.0 2.0 2.0 8.0 8.0 8.0 2.0 8.0 8.0

Height Above Ground = 1.2 mDirection (°N) 0 30 60 90 120 150 180 210 240 270 300 330Effective height, Ze (m) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00Orography factor, Co 0.009 0.009 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.005 0.009 0.010Exposure factor, Ce 1.408 1.409 1.419 1.418 1.408 1.408 1.408 1.408 1.408 1.408 1.408 1.408Roughness factor, Cr 0.724 0.724 0.727 0.727 0.724 0.724 0.724 0.724 0.724 0.724 0.724 0.724Rough. Correction, CrT 1.000 0.592 0.576 0.582 1.000 1.000 0.582 0.576 0.592 1.000 0.576 0.576Effective wind speed, Ve (m/s) 20.8 16.1 15.7 16.1 19.5 21.4 18.4 19.8 21.9 26.4 19.5 17.5Dynamic Pressure, q (N/m²) 266.0 157.9 150.6 158.0 233.6 280.6 208.3 241.2 294.4 428.4 232.6 188.8

Height Above Ground = 2.4 mDirection (°N) 0 30 60 90 120 150 180 210 240 270 300 330Effective height, Ze (m) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00Orography factor, Co 0.009 0.009 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.005 0.009 0.010Exposure factor, Ce 1.408 1.409 1.419 1.418 1.408 1.408 1.408 1.408 1.408 1.408 1.408 1.408Roughness factor, Cr 0.724 0.724 0.727 0.727 0.724 0.724 0.724 0.724 0.724 0.724 0.724 0.724Rough. Correction, CrT 1.000 0.592 0.576 0.582 1.000 1.000 0.582 0.576 0.592 1.000 0.576 0.576Effective wind speed, Ve (m/s) 20.8 16.1 15.7 16.1 19.5 21.4 18.4 19.8 21.9 26.4 19.5 17.5Dynamic Pressure, q (N/m²) 266.0 157.9 150.6 158.0 233.6 280.6 208.3 241.2 294.4 428.4 232.6 188.8

MasterFrame Wind Pressure ValuesDynamic Pressure Values, q (N/m²)

Wind Direction to X Axis 90q (N/m²) for H = 1.2 280.6q (N/m²) for H = 2.4 280.6






MasterFrame Data FileLoading Cases and Load Combination

Load Group LabelsLoad Group UT Unity Load Factor (All Cases)Load Group D1 Dead LoadLoad Group L1 Live LoadLoad Group W1 Wind Direction 90 Degrees from X Axis (Fetches 135 to 225 Degrees)

Load Case 001 : Dead plus Live b (Ultimate)Load Combination + 1.00 UT + 1.25 D1 + 1.50 L1Load Duration Long Term

Load Case 002 : Dead plus Live a (Ultimate)Load Combination + 1.00 UT + 1.35 D1 + 1.05 L1

Load Case 003 : Live Only (Serviceability)Load Combination + 1.00 UT + 1.00 L1

Load Case 004 : Dead plus Wind (1.00 D1 + 1.50 W1)Load Combination + 1.00 UT + 1.00 D1 + 1.50 W1Load Duration Long Term

Load Case 005 : Dead plus Wind (1.35 D1 + 1.50 W1)Load Combination + 1.00 UT + 1.35 D1 + 1.50 W1Load Duration Long Term

Load Case 006 : Dead plus Wind (Serviceability)Load Combination + 1.00 UT + 1.00 D1 + 1.00 W1Load Duration Long Term

The Nodal Co-ordinates Node X (m) Y (m) Z (m) Node X (m) Y (m) Z (m) 1 0.000 0.000 0.000 2 0.000 0.400 0.000 3 1.200 0.000 0.000 4 0.000 0.800 0.000 5 2.400 0.000 0.000 6 0.000 1.200 0.000 7 2.400 0.400 0.000 8 1.200 1.200 0.000 9 2.400 0.800 0.000 10 0.000 2.400 0.000 11 2.400 1.200 0.000 12 1.200 2.400 0.000 13 2.400 2.400 0.000

Member PropertiesMembers 1-6 M ... ... 63x147 C16 E 8.000E6 G .500E6 TG C16 3030000 A 92.61E-4 Iy 1668E-8 Iz 306.3E-8 It 1225E-8

Members 7-14 M ... ... 100x147 C16 E 8.000E6 G .500E6 TG C16 3030000 A 147.0E-4 Iy 2647E-8 Iz 1225E-8 It 4900E-8

Wind Pressure Values to EN1991-1-4 UK NADynamic Pressure Values, q (N/m²)

Wind Direction to X Axis 90q (N/m²) for H = 1.2 280.6q (N/m²) for H = 2.4 280.6

Notes - Coefficients of Pressure continue to be obtained from BS6399 Pt2Member loads denoted by 'Co' will be obtained by multiplying the shown coefficient by the appropriate value from the






table above. W1 to W8 loads will be further multiplied by reduction factor (EC1-4 7.2.2(3)) • CsCd

Member LoadingMember Self Weight Density Load Included in Load Group D1, defined by Modulus of ElasticityE kN/mm2 Density kN/m3

>= 200.00 77.01>= 20.00 24.00>= 2.00 10.00

Members 1-6 D1 UDLY -000.300 ( kN/m )

Members 1-2 - MasterFrame Pro Loads D1 D 010.000 ( kN/m³) W1 UDLZ +001.200 ( Co/m ) P1 UDLZ +001.200 ( Co/m ) S1 UDLZ +001.200 ( Co/m ) W1 UDLZ +001.200 ( Co/m ) P1 UDLZ +001.200 ( Co/m ) S1 UDLZ +001.200 ( Co/m )

Members 3-6 - MasterFrame Pro Loads D1 D 010.000 ( kN/m³) W1 UDLZ +001.200 ( Co/m ) P1 UDLZ +001.200 ( Co/m ) S1 UDLZ +001.200 ( Co/m )

Members 7-14 - MasterFrame Pro Loads D1 D 010.000 ( kN/m³)

Member OrientationMembers 1-14 ß +090.00

Member End ReleasesSymbols End 1 torsion-minor-major End 2 torsion-minor-major O Released ® Fixed 1 ®OO ®®® 2 ®®® ®OO 3 ®OO ®®® 4 ®®® ®OO 5 ®OO ®®® 6 ®®® ®OO

Nodal Loading and Support ConditionsNODES 2 and 7 UT Rs 0 1 0 0 0 0 (Vertical Restraint)

NODES 2, 4, 7 and 9 UT Rs 0 0 1 0 0 0 (Horizontal Z Restraint)

NODE 4 UT Rs 1 0 0 0 0 0 (Horizontal X Restraint)






Nodal Deflections Serviceability (Maximum Values)

NodeNodal Displacements (mm) Nodal Rotations (Degrees)

X Y Z XYZ X Y Z XYZ

1 0.00 0.00 0.20 0.20 -0.03 0.00 0.00 0.032 0.00 0.00 0.00 0.00 -0.02 0.00 0.00 0.023 0.00 -6.92 1.29 7.04 -0.03 0.00 0.00 0.034 0.00 0.00 0.00 0.00 0.04 0.00 0.00 0.045 0.00 0.00 0.20 0.20 -0.03 0.00 0.00 0.036 0.00 -0.01 0.57 0.57 0.12 0.00 0.00 0.127 0.00 0.00 0.00 0.00 -0.02 0.00 0.00 0.028 0.00 -6.93 2.75 7.46 0.12 0.00 0.00 0.129 0.00 0.00 0.00 0.00 0.04 0.00 0.00 0.04

10 0.00 -0.01 4.11 4.11 0.20 0.00 0.00 0.2011 0.00 -0.01 0.57 0.57 0.12 0.00 0.00 0.1212 0.00 -6.94 5.20 8.67 0.20 0.00 0.00 0.2013 0.00 -0.01 4.11 4.11 0.20 0.00 0.00 0.20

Member Forces Ultimate (Maximum Values)

y-y z-z y-y z-z y-y z-z

Mem Node Axial Torque Shear Force Bending Moment Maximum Moment Maximumber End1 Force Moment (kN) (kN.m) (kN.m @ m) DeflectionNo. End2 (kN) (kN.m) (mm @ m)

1 6 0.00C 0.00 -1.21 -0.64 0.00 0.00 -0.73 -0.38 9.908 0.00C 0.00 0.00 0.00 -0.73 -0.38 1.188@ 1.164@ 1.200@

2 8 0.00C 0.00 0.00 0.00 -0.73 -0.38 -0.73 -0.38 9.9011 0.00C 0.00 1.21 0.64 0.00 0.00 1.188@ 1.164@ 1.200@

3 10 0.00C 0.00 -0.61 -0.64 0.00 0.00 -0.36 -0.38 9.4912 0.00C 0.00 0.00 0.00 -0.36 -0.38 1.164@ 1.164@ 1.200@

4 12 0.00C 0.00 0.00 0.00 -0.36 -0.38 -0.36 -0.38 9.4913 0.00C 0.00 0.61 0.64 0.00 0.00 1.164@ 1.164@ 1.200@

5 1 0.00C 0.00 -0.61 -0.64 0.00 0.00 -0.36 -0.38 9.493 0.00C 0.00 0.00 0.00 -0.36 -0.38 1.164@ 1.164@ 1.200@

6 3 0.00C 0.00 0.00 0.00 -0.36 -0.38 -0.36 -0.38 9.495 0.00C 0.00 0.61 0.64 0.00 0.00 1.164@ 1.164@ 1.200@

7 1 0.64T 0.00 0.61 0.00 0.00 0.00 1.45 2.432 0.72T 0.00 0.61 0.00 0.24 0.00 0.800@ 1.052@

8 2 1.67C 0.00 3.03 0.00 0.24 0.00 1.45 2.434 1.59C 0.00 3.03 0.00 1.45 0.00 0.800@ 1.052@

9 4 1.59C 0.00 -1.82 0.00 1.45 0.00 1.45 2.436 1.51C 0.00 -1.82 0.00 0.73 0.00 0.800@ 1.052@

10 6 0.87C 0.00 -0.61 0.00 0.73 0.00 1.45 2.4310 0.64C 0.00 -0.61 0.00 0.00 0.00 0.800@ 1.052@

11 5 0.64T 0.00 0.61 0.00 0.00 0.00 1.45 2.437 0.72T 0.00 0.61 0.00 0.24 0.00 0.800@ 1.052@

12 7 1.67C 0.00 3.03 0.00 0.24 0.00 1.45 2.439 1.59C 0.00 3.03 0.00 1.45 0.00 0.800@ 1.052@






Member Forces Ultimate (Maximum Values)

y-y z-z y-y z-z y-y z-z

Mem Node Axial Torque Shear Force Bending Moment Maximum Moment Maximumber End1 Force Moment (kN) (kN.m) (kN.m @ m) DeflectionNo. End2 (kN) (kN.m) (mm @ m)

13 9 1.59C 0.00 -1.82 0.00 1.45 0.00 1.45 2.4311 1.51C 0.00 -1.82 0.00 0.73 0.00 0.800@ 1.052@

14 11 0.87C 0.00 -0.61 0.00 0.73 0.00 1.45 2.4313 0.64C 0.00 -0.61 0.00 0.00 0.00 0.800@ 1.052@

Support Reactions (Maximum Values)

NodeDirectional Reactions (kN) Moment Reactions (kN.m)

Rx (kN) Ry (kN) Rz (kN) Mx (kN.m) My (kN.m) Mz (kN.m)

2 0.000 2.384 2.424 0.000 0.000 0.0004 0.000 0.000 -4.849 0.000 0.000 0.0007 0.000 2.384 2.424 0.000 0.000 0.0009 0.000 0.000 -4.849 0.000 0.000 0.000

Total 0.000 4.769 -4.849 0.000 0.000 0.000






MasterKey : Timber DesignAxial Load With Moment Design to BS EN 1995-1-1:2004 + A1:2008

Members 7-10 (N.1-N.10) @ Level 1Summary Design Data

Eurocode National Annex Using UK valuesStrength class code BS EN 338:2009Design Cases Covered 1-2 and 4-5Deflection Cases Covered 1.0 L1, 1.0 D1 + 1.0 W1Section Size b = 100, h = 147, 147x100 in Strength Class C16Section Properties (cm²,cm³,cm) Area 147, Wel.y 360.2, Wel.z 245, iy 4.24, iz 2.89Specification 3 : External uses fully exposed, Long term loadingIntegrated Design Critical Case 5Member Details NEd = 1.669 kN, L = 2.4 m, Ly = 2.4 m, Lz = 2.4 m, Lcr.y = 1.0 Ly, Lcr.z = 1.0 Lz

Bearing length 75, Distance to Bearing 150 mm

Grade and Admissible Stresses (Strength Class C16)fm.y.d = Kmod.Khy.Ksys.fm.k/ m 0.55 x 1.00 x 1.00 x 16.00/1.3 6.80 N/mm²fm.z.d = Kmod.Khz.Ksys.fm.k/ m 0.55 x 1.08 x 1.00 x 16.00/1.3 7.34 N/mm²fc.0.d = Kmod.Ksys.fc.0.k/ m 0.55 x 1.00 x 17.00/1.3 7.19 N/mm²fc.90.d = Kmod.Kc.90.Ksys.fc.90.k/ m 0.55 x 1.50 x 1.00 x 2.20/1.3 1.40 N/mm²fv.d = Kmod.Ksys.fv.k/ m 0.55 x 1.00 x 3.20/1.3 1.35 N/mm²Emean Instantaneous Deflection 8000 N/mm² Deflection

Compression Resistancey= Ley/iy 240/4.244 180 56.6 OKrel.y= y/ (fc.0.k/E0.05) 56.6/ 17/5400 1.010

kc.y = fn( c, rel.y, ky) 0.2, 1.010, 1.081 0.682fc.y.0.d = kc.y . fc.0.d 0.682 x 7.19 4.90 N/mm²

z= Lez/iz 240/2.887 180 83.1 OKrel.z= z/ (fc.0.k/E0.05) 83.1/ 17/5400 1.485

kc.z = fn( c, rel.z, kz) 0.2, 1.485, 1.721 0.386fc.z.0.d = kc.z . fc.0.d 0.386 x 7.19 2.78 N/mm²

c.a = NEd/Area 1.669 / 147 2.78 0.11 N/mm² OK

Axial Load with Moments CheckCritical Design Location X = 0.800

m.y.d = My/Wel.y 1.456 / 360.15 6.80 4.04 N/mm² OKUc.y = c.0.d/(kc.y•fc.0.d) 0.114/(0.682x7.192) 0.023 OKUc.z = c.0.d/(kc.z•fc.0.d) 0.114/(0.386x7.192) 0.041 OKUm.y = m.y.d/fm.y.d 4.040/6.797 0.594 OKUc.z+Um.y 0.041+0.594 0.635 OKLeff=L.KLTB 2.400x1.000 2.400

mcrit= (E05.Iz.G05.J)/(Leff.Wy) (5.40x1225.00x0.34x2837.48)/(2.400x360.15) 91.479r,elm= (fmk/ mcrit) (16.00/91.48) 0.418

kCrit r,elm < 0.75 1.000Uc.z+( m.y.d/(kCrit•fm.y.d))2 0.041+(4.040/(1.000x6.797))2 0.394 OK

Shear and Bearing CheckCritical Design Location X = 0.400

a= 1.5 Vy.Ed / Area / kcr 1.5 x 3.031 / 147 / 0.67 1.35 0.46 N/mm² OKcax = Vy.Ed / (b.ly) 3.031 / (100 x 75) 1.40 0.40 N/mm² OK

Deflection Check (Shear Deflection NOT Included)Critical Load Case 006 : Dead plus Wind (Serviceability) (Local Wind)

= m Cantilever 3.91 L/250 3.91 mm OK






MasterKey : Timber DesignAxial Load With Moment Design to BS EN 1995-1-1:2004 + A1:2008

Members 1-2 (N.6-N.11) @ Level 1Summary Design Data

Eurocode National Annex Using UK valuesStrength class code BS EN 338:2009Design Cases Covered 1-2 and 4-5Deflection Cases Covered 1.0 L1, 1.0 D1 + 1.0 W1Section Size b = 63, h = 147, 147x63 in Strength Class C16Section Properties (cm²,cm³,cm) Area 92.6, Wel.y 226.9, Wel.z 97.2, iy 4.24, iz 1.82Specification 3 : External uses fully exposed, Long term loadingIntegrated Design Critical Case 5Member Details NEd = 0.0 kN, L = 2.4 m, Ly = 0.1 m, Lz = 2.4 m, Lcr.y = 1.0 Ly, Lcr.z = 1.0 Lz

Bearing length 75, Distance to Bearing 150 mm

Grade and Admissible Stresses (Strength Class C16)fm.y.d = Kmod.Khy.Ksys.fm.k/ m 0.55 x 1.00 x 1.00 x 16.00/1.3 6.80 N/mm²fm.z.d = Kmod.Khz.Ksys.fm.k/ m 0.55 x 1.19 x 1.00 x 16.00/1.3 8.05 N/mm²fc.90.d = Kmod.Kc.90.Ksys.fc.90.k/ m 0.55 x 1.50 x 1.00 x 2.20/1.3 1.40 N/mm²fv.d = Kmod.Ksys.fv.k/ m 0.55 x 1.00 x 3.20/1.3 1.35 N/mm²Emean Instantaneous Deflection 8000 N/mm² Deflection

Axial Load with Moments CheckCritical Design Location X = 1.200

m.y.d = My/Wel.y 0.728 / 226.89 6.80 3.21 N/mm² OKm.z.d = Mz/Wel.z 0.384 / 97.24 8.05 3.95 N/mm² OK

Um.y = m.y.d/fm.y.d 3.210/6.797 0.472 OKUm.z = m.z.d/fm.z.d 3.950/8.052 0.491 OKUm.y+km.Um.z 0.472+0.7x0.491 0.816 OKkm.Um.y+Um.z 0.7x0.472+0.491 0.821 OK

Shear and Bearing CheckCritical Design Location X = 0.000

a= 1.5 (Vy.Ed ²+Vz.Ed ²) / Area / kcr 1.5 (1.212²+0.636²) / 93 / 0.67 1.35 0.33 N/mm² OKcax = Vy.Ed / (b.ly) 1.212 / (63 x 75) 1.40 0.26 N/mm² OKcay = Vz.Ed / (h.lz) 0.636 / (147 x 75) 1.40 0.06 N/mm² OK

Deflection Check (Shear Deflection NOT Included)Critical Load Case 006 : Dead plus Wind (Serviceability) (Local Wind)

= m In-span 7.26 L/250 7.26 mm OK

Structural Calculations - gssms.co.ukgssms.co.uk/Design_Calcs_Hoarding_rev_a.pdf · GKMA G K...

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Transcript of Structural Calculations - gssms.co.ukgssms.co.uk/Design_Calcs_Hoarding_rev_a.pdf · GKMA G K...