GKMA
G K Mitchell Associates Ltd
8-9 College Street York YO1 7JF
Tel: 01904 445 618
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
G K Mitchell Associates Ltd
8-9 College Street York YO1 7JF
Tel: 01904 445 618
Project Site Fence Posts GKMA Job Ref.
846
PMS Job Ref.
Execution Class
EXC2
Sheet no.
101
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
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
G K Mitchell Associates Ltd
8-9 College Street York YO1 7JF
Tel: 01904 445 618
Project Site Fence Posts GKMA Job Ref.
846
PMS Job Ref.
Execution Class
EXC2
Sheet no.
102
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
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
G K Mitchell Associates Ltd
8-9 College Street York YO1 7JF
Tel: 01904 445 618
Project Site Fence Posts GKMA Job Ref.
846
PMS Job Ref.
Execution Class
EXC2
Sheet no.
103
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
GKMA
G K Mitchell Associates Ltd
8-9 College Street York YO1 7JF
Tel: 01904 445 618
Project Site Fence Posts GKMA Job Ref.
846
PMS Job Ref.
Execution Class
EXC2
Sheet no.
104
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
GKMA
G K Mitchell Associates Ltd
8-9 College Street York YO1 7JF
Tel: 01904 445 618
Project Site Fence Posts GKMA Job Ref.
846
PMS Job Ref.
Execution Class
EXC2
Sheet no.
105
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
GKMA
G K Mitchell Associates Ltd
8-9 College Street York YO1 7JF
Tel: 01904 445 618
Project Site Fence Posts GKMA Job Ref.
846
PMS Job Ref.
Execution Class
EXC2
Sheet no.
106
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
GKMA
G K Mitchell Associates Ltd
8-9 College Street York YO1 7JF
Tel: 01904 445 618
Project Site Fence Posts GKMA Job Ref.
846
PMS Job Ref.
Execution Class
EXC2
Sheet no.
107
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
GKMA
G K Mitchell Associates Ltd
8-9 College Street York YO1 7JF
Tel: 01904 445 618
Project Site Fence Posts GKMA Job Ref.
846
PMS Job Ref.
Execution Class
EXC2
Sheet no.
108
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
GKMA
G K Mitchell Associates Ltd
8-9 College Street York YO1 7JF
Tel: 01904 445 618
Project Site Fence Posts GKMA Job Ref.
846
PMS Job Ref.
Execution Class
EXC2
Sheet no.
109
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
GKMA
G K Mitchell Associates Ltd
8-9 College Street York YO1 7JF
Tel: 01904 445 618
Project Site Fence Posts GKMA Job Ref.
846
PMS Job Ref.
Execution Class
EXC2
Sheet no.
110
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
© 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
© 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
Job RefSheetMade byDateCheckedApproved
: Hoarding: FENCE /002: GKMA: 30 May 2017 / Ver. 2016.16: DESIGN:
Software produced by www.MasterSeries.com © Civil and Structural Computer Services Limited.
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
Job RefSheetMade byDateCheckedApproved
: Hoarding: FENCE /003: GKMA: 30 May 2017 / Ver. 2016.16: DESIGN:
Software produced by www.MasterSeries.com © Civil and Structural Computer Services Limited.
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
11297GKMA8-9 College StreetYork, YO1 7JFW: www.gkma.co.ukT: 0190 461 1177
Job RefSheetMade byDateCheckedApproved
: Hoarding: FENCE /004: GKMA: 30 May 2017 / Ver. 2016.16: DESIGN:
Software produced by www.MasterSeries.com © Civil and Structural Computer Services Limited.
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 - 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
Job RefSheetMade byDateCheckedApproved
: Hoarding: FENCE /005: GKMA: 30 May 2017 / Ver. 2016.16: DESIGN:
Software produced by www.MasterSeries.com © Civil and Structural Computer Services Limited.
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
© 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
Job RefSheetMade byDateCheckedApproved
: Hoarding: FENCE /006: GKMA: 30 May 2017 / Ver. 2016.16: DESIGN:
Software produced by www.MasterSeries.com © Civil and Structural Computer Services Limited.
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)
© 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
Job RefSheetMade byDateCheckedApproved
: Hoarding: FENCE /007: GKMA: 30 May 2017 / Ver. 2016.16: DESIGN:
Software produced by www.MasterSeries.com © Civil and Structural Computer Services Limited.
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@
© 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
Job RefSheetMade byDateCheckedApproved
: Hoarding: FENCE /008: GKMA: 30 May 2017 / Ver. 2016.16: DESIGN:
Software produced by www.MasterSeries.com © Civil and Structural Computer Services Limited.
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
© 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
Job RefSheetMade byDateCheckedApproved
: Hoarding: FENCE /009: GKMA: 30 May 2017 / Ver. 2016.16: DESIGN:
Software produced by www.MasterSeries.com © Civil and Structural Computer Services Limited.
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
© 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
Job RefSheetMade byDateCheckedApproved
: Hoarding: FENCE /010: GKMA: 30 May 2017 / Ver. 2016.16: DESIGN:
Software produced by www.MasterSeries.com © Civil and Structural Computer Services Limited.
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