8/13/2019 Base Connection Design (With Moment)

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File Last update Description

1 18-Jul-02 Same as File 1, except the moment arm is based on the analysis where compression &

tension zone occur. ONLY part of the bolting system are subject to tension.

2 27-Feb-03 The entire base plate is subject to compression.

8/13/2019 Base Connection Design (With Moment)

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Project: UTP Date: 27-Nov-13

Description: Tribune - Retractable Seating Storage

Design loads

Ultimate axial force, F = 300 kN

Ultimate moment, M = 2.5 kNm

Material Characteristic

fcu= 30 N/mm2

fy= 450 N/mm2

Cl. 4.13.1 Bearing strength, pc= 12 N/mm2

Table 32 pt = 195 N/mm2

Adopt 800 mm X 500 mm base plate

Elastic modulus, Z = 5.3E+07 mm3

pmax= 0.80 N/mm2

pmin= 0.70 N/mm2

100

Base Plate Design 0.79

Steel plate Grade = 43 N/mm2 0.80

Base pressure at X-X = 0.79 N/mm2 33.33 N/mm2

Mx = 4.0E+03 N/mm 66.67

Design Strength = 265 N/mm2

Cl. 4.13.2.3 treq'd= 8.65 mm

tpro'd= 30 mm OK

Bolting Design

Line of bolts in tension = 1 (assume)

Bolt Diameter = 24 mm grade 4.6 bolts

Tensile area = 353 mm2

Bolt row ni ni*Ai di ni*Ai*di

1 2 706 250 176500

Total = 706 Total = 176500

Distance from the centreline of the bolts in tension to the edge of the base plate in compression

d = 250.00 mm

Distance from the neutral axis to the edge of the base plate in compressionx = 120.00 mm OK, the minimum di is large than x.

Lever arm

z = 210.00 mm

Compressive force in the concrete

C = 190.48 kN

By moment rotating about neutral axis

M = -14238.10 kNmm

M

F

CL

x

z

d

TC

8/13/2019 Base Connection Design (With Moment)

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Project: UTP Date: 27-Nov-13

Description: Tribune - Retractable Seating Storage

Force in tensile bolts, kN Distance from n.a. to tensile bolts (ri), mm

T1 130.00

Moment equilibrium

-14238.10 = r1*T1

Elastic analysis, assuming a linear distribution of tensile force

Redefine moment equilibrium

-14238.10 = r1*T1

= T1/r1*(r1^2)

T1 = -109.52 kN T1/bolt = -54.76 kN

M24 Grade 4.6 bolts

Tensile area, At = 353 mm2

Tensile strength, pt = 195 N/mm2

Bolt tensile capacity = At*pt/1000 kN

M24 capacity = 68.84 kN OK

Adopt 800 mm x 500 mm x 30 mm thk MS plate

Adopt 3M24 grade 4.6 bolts

8/13/2019 Base Connection Design (With Moment)

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Project: UTP Date: 27-Nov-13

Description: Cabin - Base connection design design

Design loads

Ultimate axial force, F = 300 kN

Ultimate moment, M = 40 kNm

Material Characteristic

fcu= 20 N/mm2

fy= 450 N/mm2

0.4fcu Bearing strength, pc= 8 N/mm2

Table 32 pt = 450 N/mm2

Adopt 560 mm X 200 mm base plate

Elastic modulus, Z = 1.0E+07 mm3

pmax= 6.51 N/mm2

pmin= -1.15 N/mm2

75

Base Plate Design 5.48

Steel plate Grade = 43 N/mm2 6.51

Base pressure at X-X = 5.48 N/mm2 25.00 N/mm2

Mx = 1.7E+04 N/mm 50.00

Design Strength = 275 N/mm2

Cl. 4.13.2.3 treq'd= 17.75 mm

tpro'd= 12 mm NG

Bolting Design

Line of bolts in tension = 1 (assume)

Bolt Diameter = 8 mm grade 8.8 bolts

Tensile area = 33 mm2

Bolt row ni ni*Ai di ni*Ai*di

1 2 66 210 13860

Total = 66 Total = 13860

Distance from the centreline of the bolts in tension to the edge of the base plate in compression

d = 210.00 mm

Distance from the neutral axis to the edge of the base plate in compressionx = 44.21 mm OK, the minimum di is large than x.

Lever arm

z = 195.26 mm

Compressive force in the concrete

C = 366.17 kN

By moment rotating about neutral axis

M = 10970.71 kNmm

M

F

CL

8/13/2019 Base Connection Design (With Moment)

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Project: UTP Date: 27-Nov-13

Description: Cabin - Base connection design design

Force in tensile bolts, kN Distance from n.a. to tensile bolts (ri), mm

T1 165.79

Moment equilibrium

10970.71 = r1*T1

Elastic analysis, assuming a linear distribution of tensile force

Redefine moment equilibrium

10970.71 = r1*T1

= T1/r1*(r1^2)

T1 = 66.17 kN T1/bolt = 33.09 kN

M8 Grade 8.8 bolts

Tensile area, At = 33 mm2

Tensile strength, pt = 450 N/mm2

Bolt tensile capacity = At*pt/1000 kN

M8 capacity = 14.85 kN NG