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<p>Subject:</p><p>Bolted Gusset Plate Connection for Truss</p><p>Design Code: Designed By: Date:</p><p>B.S. 5950 Part 1 engr_wbl 28-Sep-17</p><p>Code Ref. CALCULATIONS & SCKETCHES Output</p><p>Design a Bolted gusset plate connection for the members and factored loads shown below:</p><p>P1=246 kN</p><p>P5=0 kN P2=984 kN</p><p>P4=870 kN P3=522 kN</p><p>Section Properties:</p><p>Top Chord: 150 x 150 x 12 mm = 2 angle bar</p><p>150 x 150 x 12 mm = 2 angle bar</p><p>100 x 65 x 8 mm = 2 angle bar</p><p>Bolts:</p><p>Use M20, 8.8 bolts: n = 2 shear</p><p>20 mm</p><p>6.3.2 375 N/mm²</p><p>Table 32 460 N/mm²</p><p>195 N/mm²</p><p>245 mm²</p><p>183.75 kN</p><p>Bearing Capacity:</p><p>6.3.3 Gr. 43 Steel plate = 460 N/mm²</p><p>Table 33</p><p>Min. Plate thickness in Bearing, t = 20 mm use 20 mm thk.</p><p>gusset plate</p><p>6.3.3.3 Minimum end distance for Gusset Plate:</p><p>Table 33</p><p>40 mm</p><p>no. of legs = 2</p><p>Combined thickness of attached legs of the tesion diagonal = 16 mm < 20 mm</p><p>147.00 kN i.e.:</p><p>4.73 i.e.:</p><p>try 7 nos.</p><p>Structural Steelwork</p><p>Connections</p><p>Diagonal Brace</p><p>1</p><p>:</p><p>Diagonal Brace</p><p>2</p><p>:</p><p>d</p><p>b</p><p>=</p><p>Shear Capacity: r</p><p>v</p><p>=</p><p>Bearing Capacity : r</p><p>b</p><p>=</p><p>Tension Strength: r</p><p>t</p><p>=</p><p>tensile stress Area, A</p><p>t</p><p>=</p><p>shear capacity, P</p><p>v</p><p>= i.e.: P</p><p>v</p><p>= n*r</p><p>v</p><p>*A</p><p>t</p><p>i.e.: t = P</p><p>bv</p><p>/(d</p><p>b</p><p>*r</p><p>b</p><p>)</p><p>end dist. d</p><p>e</p><p>=</p><p>Capacity per bolt for tension diagonal,P</p><p>t</p><p>= P</p><p>t</p><p>= 2 * t</p><p>Compression Diagonal Brace</p><p>1</p><p>, no. of bolts, n</p><p>b</p><p>= n</p><p>b</p><p>= P</p><p>4</p><p>/P</p><p>v</p><p>a</p><p>a</p><p>b</p><p>b</p><p>c</p><p>c</p><p>q</p><p>Subject:</p><p>Bolted Gusset Plate Connection for Truss</p><p>Design Code: Designed By: Date:</p><p>B.S. 5950 Part 1 engr_wbl 28-Sep-17</p><p>Code Ref. CALCULATIONS & SCKETCHES Output</p><p>Structural Steelwork</p><p>Connections</p><p>Compression Member 2 - 150x150x12:</p><p>870 kN</p><p>60.00 mm</p><p>55.00 mm</p><p>41.40 mm</p><p>x = 23.57 mm</p><p>ŷ = 77.14 mm</p><p>32358.37 mm</p><p>180 mm</p><p>Moment, M = 32339.14 N-m</p><p>use 7 M20 Bolts</p><p>180.16 kN use 7 bolts grade 8.8</p><p>Tension Diagonal Member 2 - 100x65x8:</p><p>thickness, t = 8 mm</p><p>depth, D = 100 mm</p><p>base, B = 65 mm</p><p>A = 1270 mm²</p><p>22 mm</p><p>522 kN</p><p>3.55 nos. try 4 nos. of bolts use 4 M20 Bolts</p><p>4.6.3.3 Check Tension Capacity</p><p>2188 mm²</p><p>Table 33 550 N/mm²</p><p>269.50 kN</p><p>589.67 kN safe!</p><p>P</p><p>4c</p><p>=</p><p>spacing of bolts, s</p><p>bx</p><p>=</p><p>spacing of bolts, s</p><p>by</p><p>=</p><p>c</p><p>y =</p><p>c</p><p>x</p><p>=</p><p>S(x²+y²) =</p><p>s</p><p>x</p><p>= i.e., s</p><p>x</p><p>=3*s</p><p>bx</p><p>S</p><p>Rmax</p><p>= sqrt((P</p><p>4c</p><p>/n</p><p>b</p><p>+ M *x /(S(x²+y²))² + (M *(s</p><p>x</p><p>-ŷ)/(S(x²+y²))²</p><p>Max. Resultant Shear on Bolt, S</p><p>Rmax</p><p>=</p><p>bolt hole dia, d</p><p>h</p><p>= i.e.: d</p><p>bh</p><p>=d</p><p>b</p><p>+2</p><p>P</p><p>t3</p><p>=</p><p>n</p><p>bt</p><p>= i.e.: n</p><p>bt</p><p>= P</p><p>3t</p><p>/T</p><p>b</p><p>effective area, A</p><p>e</p><p>= i.e.: A</p><p>e</p><p>= 2(A-d</p><p>h</p><p>*t)</p><p>r</p><p>t</p><p>=</p><p>double shear, 2*P</p><p>t</p><p>= P</p><p>t</p><p>=r</p><p>t</p><p>* A</p><p>t</p><p>tension capacity, P</p><p>t</p><p>= i.e.: P</p><p>t</p><p>= A</p><p>e*</p><p>r</p><p>v</p><p>y</p><p>x</p><p>Sx =3 @ 60mm</p><p>55mm</p><p>55mm</p><p>C</p><p>x</p><p>=41.4mm</p><p>a</p><p>a</p><p>f</p><p>Subject:</p><p>Bolted Gusset Plate Connection for Truss</p><p>Design Code: Designed By: Date:</p><p>B.S. 5950 Part 1 engr_wbl 28-Sep-17</p><p>Code Ref. CALCULATIONS & SCKETCHES Output</p><p>Structural Steelwork</p><p>Connections</p><p>Top Chord 2-150 x 150 x 12</p><p>thickness, t = 12 mm</p><p>depth, D = 150 mm</p><p>base, B = 150 mm</p><p>A = 3500 mm²</p><p>Number of bolts required ignoring eccentricity:</p><p>5.36 nos. use : 7 no. of bolts use 7 M20 Bolts</p><p>Gusset Plate:</p><p>Check section a - a:</p><p>30</p><p>184.2 mm</p><p>265 N/mm²</p><p>974.96 kN Safe!</p><p>Section b - b in ok by inspection:</p><p>Check section c - c:</p><p>Gusset Plate Size = 400 mm x 200 mm x 20 mm</p><p>984 kN</p><p>F=123.18 kN</p><p>41.4 mm</p><p>400 mm</p><p>R = 615.18 kN</p><p>4.2.3 1144.80 kN safe! i.e.:</p><p>533333 mm</p><p>8000 mm</p><p>4.8.2 Tension and Moment = 0.196 < 1, safe! i.e.:</p><p>n</p><p>b</p><p>=</p><p>grade 8.8 on</p><p>top chord</p><p>spread andge from extreme bolts, f =</p><p>i.e.: w</p><p>e</p><p>= 3s</p><p>bx</p><p>*tan f + s</p><p>by</p><p>+2*s</p><p>bx</p><p>*tan f-2*d</p><p>h</p><p>effective width, w</p><p>e</p><p>=</p><p>plate tensile stress, r</p><p>y</p><p>=</p><p>tension capacity, P</p><p>t</p><p>= i.e.: P</p><p>t</p><p>= w</p><p>e</p><p>*t*r</p><p>y</p><p>P</p><p>2</p><p>=</p><p>i.e.: F = P</p><p>4c</p><p>*cosq -P</p><p>2</p><p>/2</p><p>i.e.: R = P</p><p>4c</p><p>*sin q</p><p>shear capacity, P</p><p>V</p><p>= P</p><p>v</p><p>= 0.6*r</p><p>y</p><p>*A</p><p>v</p><p>section modulus, z</p><p>x</p><p>= z</p><p>x</p><p>= bh³/6</p><p>A</p><p>e</p><p>=</p><p>F/(A</p><p>e</p><p>*r</p><p>y</p><p>) + M</p><p>y</p><p>/(r</p><p>y</p><p>*z</p><p>x</p><p>)</p><p>n.a.</p><p>Subject:</p><p>Bolted Gusset Plate Connection for Truss</p><p>Design Code: Designed By: Date:</p><p>B.S. 5950 Part 1 engr_wbl 28-Sep-17</p><p>Code Ref. CALCULATIONS & SCKETCHES Output</p><p>Structural Steelwork</p><p>Connections</p><p>gusset</p>