REF Output and checks
MEMBER GEOMETRY (BEAM TO FLANGE CONNECTION) Column data
Column size (Select from list) W12X58 Column material specification (Select from list)
Flange width 254.3 mm Flange thickness 16.3 mm Section depth 309.6 mm Web thickness 9.1 mm Fillet radius 15.2 mm Straight web distance available 246.6 mm Beam data
Beam size (Select from list) W14X53 Beam material specification (select from list)
Flange width 204.7 mm Flange thickness 16.8 mm Section depth 353.6 mm Web thickness 9.4 mm Plate data
Proposed weld size (min. 3mm, max 10mm) 10 mm Fitting allowance to edge of plate (min 5mm, max 10mm) 10 mm
Minimum plate width (recommended) 245 mm OK on beam-col compatability Clause
reference to BS5950:2000
OK on dimensional check Description and Calculations
A572 Gr 42
A572 Gr 50
p ( ) p y
Maximum plate width (recommended) 254 mm OK on beam-col compatability Proposed depth of connection plate, pd (mm) 500 OK on plate depth
Proposed width of connection plate, pb (mm) 250 OK on plate width Proposed thickness of connection plate, pt (mm) 20
Plate material specification (select from list)
Plate design strength, py plate 245.0 N/mm2 Cross-sectional area 5,000 mm2
Clause 6.2.3 Net shear Area 4,040 mm2
Use 500x 250x20tk plate to ASTM A36 from plate geometry A36 254.3 250 204.7
REF Description and Calculations Output and checks LOAD DATA
Shear load, FV 200.0 kN Moment, M 75.0 kNm Cluase 4.7.7 (3) Imputed eccentric moment due to eccentricity of reaction 51.0 kNm
Proposed bolt configuration (total number of bolts...) 10 Proposed bolt diameter 24 mm
Bolt holeØ 26 Clause 6.2.2.1 Required EDGE clearance, ed (min 1.4 x bolt holeØ) 50 mm
Bolt material specification A325 Bolt type (threaded or smooth)unthreaded
Minimum bolt spacing (horizontally) 105 mm Maximum bolt spacing (horizontally) 150 mm Bolt spacing horizontally (user-specified) 150 mm
Bolt shear strength, ps 332.0 N/mm2
min max
Distance from top of plate to top of beam, d1 90 76 137 Distance from top of plate to ¢ top-most bolt, en 50 37 51 Distance between top-most bolt and second bolt, n2 100 96 384 Distance between second and third bolt, n3 75 60 241 Distance between third and fourth bolt, n4 75 60 166 Distance between fourth and fifth bolt, n5 75 60 91 User defined
bolt and plate geometry From STAAD output
Use 10 Nr. 24mm unthreaded bolts to A325
OK in horizontal bolt spacing
,
Distance from bottom of plate to bottom of beam, d2 56 Bolt spacing on width, bsw 150 mm Anchor bolt gross x-sectional area, As 452.4 mm2
Shear capacity per bolt, PS 150.2 kN
Actual shear per bolt, FS 20.0 kN OK in shear [ratio 0.14] Tensile capacity per bolt, PNOM 262.8 kN OK in tension [ratio 0.14] Actual tensile load per bolt (uppermost bolt, worst case), FT 36.3 kN
Total compressive force on beam bottom flange, FC = 233.0 kN Clause 6.3.4.4 Check on combined shear and tension
[(FS/PS)+(FT/PNOM)]<1.4
FS/PS = 0.13 [unitless] FT/PNOM = 0.14 [unitless] 0.27 [unitless] Clause 6.2.3 Effect of bolt holes on shear capacity
Net shear area after deducting for bolt holes, Av.net Av.net>=0.85AV/Ke
Clause 4.2.3 Av = Shear area [0.9A] 4,500 mm2
Clause 3.4.3 Ke = effective net area coefficient 1.361 [unitless] 0.85AV/Ke 5,204 mm2 0.7pyKeAv.net 942.7 kN
OK in combined shear & tension [ratio 0.2]
REF Description and Calculations Output and checks Clause 6.2.4 Check on Block shear
Block shear capacity Pr Pr = 0.6pyt[Lv+Ke(Lt-kDt)]
hole size from tension face (generally the hole diameter), Dt 26.0 mm bolt coefficient, k1 2.50 [unitless] length of tension face, LT 450.0 mm
length of shear face, LV 200.0 mm plate thickness, pt 20.0 mm Pr 2,128.0 kN Clause 6.3.3 CHECK ON BEARING CAPACITIES
OK in block shear [ratio 0.1]
Clause 6.3.3.2 Check for bearing capacity of bolt, Pbb
Bearing capacity of bolt, Pbb = dtppbb
d, nominal diameter of bolt (mm) 24 mm
Table 31 pbb, bearing strength of bolt (N/mm2) 1,017 N/mm2
tp, thickness of plate (mm) 20 mm Pbb (kN) 488.0 kN Actual bearing load per bolt = 20.0 kN Clause 6.3.3.3 Check for bearing capacity of plate, Pbs
Bearing capacity of plate, Pbs = kbsdtppbs
d, nominal diameter of bolt (mm) 24 mm
Type of hole Standard clearance holes kbs (unitless) 1.00
Table 32 pbs, bearing strength of plate (N/mm2) 432.2 N/mm2
tp, thickness of plate (mm) 20 mm kbsdtppbs (kN) = 207.4 kN
REF Description and Calculations Output and checks Clause 6.3.3.3 Check for bearing capacity of column flange, Pbs
Bearing capacity of flange, Pbs = kbsdtppbs
d, nominal diameter of bolt = 24 mm
Type of hole Standard clearance holes kbs = 1.00 [unitless] Table 32 pbs col, bearing strength of column flange = 472 N/mm2
tp col, thickness of column flange = 16 mm PBS = kbsdtppbs_col = 184.3 kN Check on maximum PBS
PBS < 0.5kbsentppbs_col 192.0 kN therefore use Pbs as 184.3 kN Actual bearing load on col. flange at each bolt location = 20.0 kN Clause 6.3.2.2 CHECK FOR PACKING
Maximum recommended thickness of packing, tpa 32.0 mm Actual plate thickness used 20.0 mm Modified shear capacity 0 kN Prying Forces
OK in packing thickness [ratio 0.63]
OK in column flange bearing [ratio 0.11]
Clause 6.3.4.3 Check capacity of column flange in bending
Root radius of column 15.2 mm Distance from centreline of bolt to centreline of root radius, b 62.8 mm Distance from centreline of bolt to prying force, n 32.5 mm Effective length of flange per bolt, w 173.6 mm Check moment capacity of column flange
Actual Moment = FTb/2 1.14 kNm Moment capacity = py col (wT2/4) 3.33 kNm Prying Force 35.1 kN Tension load (from above calculations), FT = 36.3 kN Bolt prying tension load = Tension load + Prying Force 71.4 kN Check against the tension capacity of the bolt [Pnom] 262.8 kN
OK for bolt prying capacity [ratio 0.28]
OK for moment capacity of flange [ratio 0.35]
REF Description and Calculations Output and checks Maximum allowable prying force [Q1]
Q1 = PNOM-FT 226.5 kN Serviceability check for minimum prying force
Minimum proof stress of bolt, po 0.600 kN/mm2 Limit state design factor, 1.50
Bolt type factor, 2.00 minimum prying force, Q 29.0 kN Moment at root of flange, with reduced prying force
Moment = [FTb]-[Q1n] 1.3 kN Check requirement for column stiffeners to the web
Column web at the top
Tension capacity of length of web (as calculated using w)
Tension capacity = py_colwtw 460.4 kN Check against the tension from the two uppermost bolts [2FT] 72.6 kN Column web at the bottom of the connection
Bearing capacity of the unstiffened web, PBW
PBW = (b1+nk)tpyw
Clause 4.5.1.3 Stiff bearing length, b1 [t+1.6r+2T] = 66.0 mm
Clause 4.5.2.1 n = 5 [unitless]
k = T+r [flange thickness + root radius] 31.5 mm Design strength of the web, pyw = 290 N/mm2
PBW = 592.7 kN
OK for root moment [ratio 0.41]
OK for minimum prying force [ratio 0.13]
OK in web tension capacity [ratio 0.16]
2 427
2
nb
wT
p
F
n
b
Q
o T
Compressive force (Calculated above), FC = 233.0 kN No web stiffeners required Stiffener Design (if necessary)
Buckling resistance of stiffener, PX
Clause 4.5.3.3 PX = Aspc
Assuming symmetrical stiffeners:
Assumed stiffener thickness 16 mm Assumed stiffener width from face of web (maximum 122mm) 75 mm
Area of (paired) stiffeners 2,400 mm2 Clause 4.5.3.3 Area of web zone using 15 times web thickness 2,508 mm2 AS = 4,908 mm2 Moment of inertia of stiffeners 5,374,147 mm4 Radius of gyration of stiffeners 33.09 mm
L/
r = 5.86 [unitless] pc = 290 N/mm2 Buckling resistance of stiffener, PX = 1423.4 kN Check Shear in column web
Maximum shear applied to web (Use FC) 233.0 kN Clause 4.2.3 Shear capacity, PV = 0.6py_colAV
AV = tD 2,831 mm2 Tensile strength of column web = 290 N/mm2
OK in stiffener capacity [ratio 0.17]
The area AS is defined as the area of the stiffeners plus a length of
web equal to 15 times the web thickness either side of the centerline of the stiffeners.
REF Description and Calculations Output and checks END PLATE WELD
Weld size (beam flange to plate) 10 mm Distance from top-most bolt centreline to toe of fillet weld, bplate 30.0 mm Distance from bolt centreline to prying force, nplate 40.0 mm Effective length of plate per bolt (1/
2 plate width), wplate 125.0 mm Moment of topmost bolt force (F1) about weld toe [bend plate x F1/2] 0.545 kNm
Moment capacity of plate, Mplate
Mplate = [py platewendplateT2/4] 3.063 kNm Prying force [M/nplate] 13.6 kN Maximum allowable prying force [Q1] 226.5 kN Serviceability check for minimum prying force on plate
Minimum plate prying force, Q1plate 0.0 kN OK for minimum plate prying force [ratio 0.01] Moment at root of flange, with reduced prying force on plate