Following calcula ons are presented to check the Structural Stability of proposed Chain link Fence
system.
Reference drawings:
ASG-SC7211-ARC-1002
Reference Code:
AISC 360-16
ASCE_7
Design Data:
Wind Speed = 45m/sec
Weight of concrete = 25KN/m3
SBC of Soil = 100kPa
Coefficient of fric on between founda on and soil = 0.4
Proper es of sec on
Properties of MS Pipes
OD Thickness Area Self wt Section Modulus Height
2 3
mm mm mm kg/m mm m
60 3.65 646 5.07 8584.8 2.4
76 3.65 830 6.51 14321.5 3.4
48 3 424 3.33 4493.0 4.4
2
Self Wt of Chain Link mesh 50x50x3.55/4.75 Coated = 3.5kg/m
Covered Area by the mesh is 19%
Intermediate Post: 60 OD, 3.65 Thk @ 3m C/C
Dead Load:
Self Weight of post = 5.1kg/mx(2.5m) = 0.13 kN
2
weight of mesh = 3.5kg/m x2.5x3.0 0.26 kN
Total 0.39 kN
Wind Load:
Basic Wind Speed V = 45 m/sec
Factors Kz = 0.57 (Upto 4.6m height & Exposure B)
Kd = 0.85
Kzt = 1
I = 0.87 (Importance factor)
2
q = 0.613.Kd.Kz.Kzt.V .I
2
= 0.613X0.85X0.57X1X45 X0.87
= 0.52 kPa
Shape Factor Cf = 1.2
Wind Load WL = qxCfx{(mesh blockagexSpacing)+OD}
= 0.52x1.2x{(0.19*3)+0.06}
= 0.39 kN/m
Design Loads:
Ul mate Loads:
Wind Load = 1.6xWL = 1.6*0.39= 0.62 kN/m
Dead Load = 0.9DL = 0.9x0.39= 0.35 kN
= 1.2DL = 1.2x0.39= 0.47 kN
2 2
Moment from wind Mu= 1.6WL*h /2 = 0.62*2.5 /2= 1.95 kNm
Shear from wind Vu= 1.6WL*h = 0.62*2.5= 1.56 kN
Service Loads:
Wind Load = WL = 0.39= 0.39 kN/m
Dead Load = DL = 0.39= 0.39 kN
2 2
Moment from wind ML= WL*h /2 = 0.39*2.5 /2= 1.22 kNm
Shear from wind SF= WL*h = 0.39*2.5= 0.98 kN
Capacity Of Sec on:
Fy(S275) = 275 Mpa
ႴMn = 0.9xFyxZ
= 0.9x275x8584.8/10^6
= 2.12 kNm
Mu = 1.95 kNm
Utilization = Mu/ႴMn
= 0.92 Less Than 1 Hence SAFE
Fv = 0.6xFyxA/2
= 0.6x275x646/2/1000
= 53.295 kN
Vu = 1.56
Utilization = Vu/Fv
= 0.029271 Less Than 1 Hence SAFE
Founda on design
Fence height h = 2.5m
Founda on depth H = 0.5m
Founda on Size L = 0.8m
W = 0.8m
Moment ML = 1.22kNm
Shear Force SF = 0.98kN
Weight of fence DL = 0.39kN
Weight of Founda on SDL = 25kN/m3x0.8mx0.8mx0.5m
= 8kN
Counter moment Mr = (DL+SDL)*L/2
= (0.39+8)*0.8/2
= 3.35kNm
FOS Mr/ML = 3.35/1.22 = 2.74 Hence SAFE against overturning
Shear resistance Hr = (DL+SDL)* Coefficient of fric on
= (0.39+8)*0.4
= 3.35kN
FOS Hr/SF = 3.35/0.98 = 3.41 Hence SAFE against Sliding
Base Pressure due to ver cal load = (DL+SDL)/(LxW)
= (0.39+8)/(0.8x0.8)
= 13.1kPa <100kPa Hence SAFE
Straining Post: 76 OD, 3.65 Thk
Dead Load:
Self Weight of post = 5.1kg/mx(2.5m) = 0.16 kN
2
weight of mesh = 3.5kg/m x2.5x3.0 0.26 kN
Total 0.43 kN
Wind Load:
Basic Wind Speed V = 45 m/sec
Factors Kz = 0.57 (Upto 4.6m height & Exposure B)
Kd = 0.85
Kzt = 1
I = 0.87 (Importance factor)
2
q = 0.613.Kd.Kz.Kzt.V .I
2
= 0.613X0.85X0.57X1X45 X0.87
= 0.52 kPa
Shape Factor Cf = 1.2
Wind Load WL = 1.1xqxCfx{(mesh blockagexSpacing)+OD}
= 1.1x0.52x1.2x{(0.19*3)+0.06}
= 0.43 kN/m
Considered 10% extra for straining Effect.
Design Loads:
Ul mate Loads:
Wind Load = 1.6xWL = 1.6x0.43= 0.69 kN/m
Dead Load = 0.9DL = 0.9x0.43= 0.39 kN
= 1.2DL = 1.2x0.43= 0.52 kN
2 2
Moment from wind Mu= 1.6WL*h /2 = 0.69*2.5 /2= 2.15 kNm
Shear from wind Vu= 1.6WL*h = 0.69*2.5= 1.72 kN
Service Loads:
Wind Load = WL = 0.43= 0.43 kN/m
Dead Load = DL = 0.43= 0.43 kN
2 2
Moment from wind ML= WL*h /2 = 0.43*2.5 /2= 1.34 kNm
Shear from wind SF= WL*h = 0.43*2.5= 1.08 kN
Capacity Of Sec on:
Fy(S275) = 275 Mpa
ႴMn = 0.9xFyxZ
= 0.9x275x14321.5/10^6
= 3.54 kNm
Mu = 2.15 kNm
Utilization = Mu/ႴMn
= 0.61 Less Than 1 Hence SAFE
Fv = 0.6xFyxA/2
= 0.6x275x829/2/1000
= 68.3925 kN
Vu = 1.72
Utilization = Vu/Fv
= 0.025149 Less Than 1 Hence SAFE
Founda on design
Fence height h = 2.5m
Founda on depth H = 0.5m
Founda on Size L = 0.8m
W = 0.8m
Moment ML = 1.34kNm
Shear Force SF = 1.08kN
Weight of fence DL = 0.43kN
Weight of Founda on SDL = 25kN/m3x0.8mx0.8mx0.5m
= 8kN
Counter moment Mr = (DL+SDL)*L/2
= (0.43+8)*0.8/2
= 3.37kNm
FOS Mr/ML = 3.37/1.34 = 2.51 Hence SAFE against overturning
Shear resistance Hr = (DL+SDL)* Coefficient of fric on
= (0.43+8)*0.4
= 3.37kN
FOS Hr/SF = 3.37/1.08 = 3.1 Hence SAFE against Sliding
Base Pressure due to ver cal load = (DL+SDL)/(LxW)
= (0.43+8)/(0.8x0.8)
= 13.17kPa <100kPa Hence SAFE
Diagonal Bracing Stay Post: 48 OD, 3 Thk (Consider influence of half bay length)
Dead Load:
Self Weight of post = 3.3kg/mx(2.3m) = 0.08 kN
2
weight of mesh = 3.5kg/m x2.5x3.0/2 0.13 kN
Total 0.21 kN
Wind Load:
Basic Wind Speed V = 45 m/sec
Factors Kz = 0.57 (Upto 4.6m height & Exposure B)
Kd = 0.85
Kzt = 1
I = 0.87 (Importance factor)
2
q = 0.613.Kd.Kz.Kzt.V .I
2
= 0.613X0.85X0.57X1X45 X0.87
= 0.52 kPa
Shape Factor Cf = 1.2
Wind Load WL = qxCfx{(mesh blockagexSpacing)+OD}
= 0.52x1.2x{(0.19*3/2)+0.06}
= 0.22 kN/m
Design Loads:
Ul mate Loads:
Wind Load = 1.6xWL = 1.6*0.22= 0.35 kN/m
Dead Load = 0.9DL = 0.9x0.21= 0.19 kN
= 1.2DL = 1.2x0.21= 0.25 kN
2 2
Moment from wind Mu= 1.6WL*h /2 = 0.35*2.3 /2= 0.93 kNm
Shear from wind Vu= 1.6WL*h = 0.35*2.3= 0.81 kN
Service Loads:
Wind Load = WL = 0.22= 0.22 kN/m
Dead Load = DL = 0.21= 0.21 kN
2 2
Moment from wind ML= WL*h /2 = 0.22*2.3 /2= 0.58 kNm
Shear from wind SF= WL*h = 0.22*2.3= 0.51 kN
Capacity Of Sec on:
Fy(S275) = 275 Mpa
ႴMn = 0.9xFyxZ
= 0.9x275x4493/10^6
= 1.11 kNm
Mu = 0.93 kNm
Utilization = Mu/ႴMn
= 0.84 Less Than 1 Hence SAFE
Fv = 0.6xFyxA/2
= 0.6x275x424/2/1000
= 34.98 kN
Vu = 1.56
Utilization = Vu/Fv
= 0.044597 Less Than 1 Hence SAFE
Founda on design
Fence height h = 2.3m
Founda on depth H = 0.5m
Founda on Size L = 0.5m
W = 0.5m
Moment ML = 0.58kNm
Shear Force SF = 0.51kN
Weight of fence DL = 0.21kN
Weight of Founda on SDL = 25kN/m3x0.5mx0.5mx0.5m
= 3.12kN
Counter moment Mr = (DL+SDL)*L/2
= (0.21+3.12)*0.5/2
= 0.83kNm
FOS Mr/ML = 0.83/0.58 = 1.43 Hence SAFE against overturning
Shear resistance Hr = (DL+SDL)* Coefficient of fric on
= (0.21+3.12)*0.4
= 1.33kN
FOS Hr/SF = 1.33/0.51 = 2.60 Hence SAFE against Sliding
Base Pressure due to ver cal load = (DL+SDL)/(LxW)
= (0.21+3.12)/(0.5x0.5)
= 13.32kPa <100kPa Hence SAFE
