Beam-Column Connection to BS5950

CLIENT

**

Date

4-Jul-15

PROJECT

Office Building

By

***

Location

***

Project: 223-001

Sub-Location

W14x53 Beam connection to W12x58 column (Flange)

Page :

Description and Calculations

REF

Clause reference to BS5950:2000

Output and checks

MEMBER GEOMETRY (BEAM TO FLANGE CONNECTION) Column data Column size (Select from list) W12X58 Column material specification (Select from list) A572 Gr 42 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 OK on dimensional check

254.3

p y OK on beam-col compatability OK on beam-col compatability OK on plate depth OK on plate width Use 500x 250x20tk plate to ASTM A36

250

204.7

Beam size (Select from list) W14X53 Beam material specification (select from list) A572 Gr 50 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 plate width ((recommended)) 245 mm Minimum p Maximum plate width (recommended) 254 mm Proposed depth of connection plate, pd (mm) 500 Proposed width of connection plate, pb (mm) 250 Proposed thickness of connection plate, pt (mm) 20 Plate material specification (select from list) A36

from plate geometry Clause 6.2.3

Plate design strength, py plate Cross-sectional area Net shear Area

245.0 N/mm2 5,000 mm2 4,040 mm2

Page 1 of 6

CLIENT

**

Date

4-Jul-15

PROJECT

Office Building

By

***

Location

***

Project: 223-001

Sub-Location

W14x53 Beam connection to W12x58 column (Flange)

Page :

Description and Calculations

REF

Output and checks

LOAD DATA From STAAD output Cluase 4.7.7 (3)

Clause 6.2.2.1

User defined bolt and plate geometry

Shear load, FV Moment, M Imputed eccentric moment due to eccentricity of reaction

Proposed bolt configuration (total number of bolts...) 10 Proposed bolt diameter 24 mm Bolt holeØ 26 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 Distance from top of plate to top of beam, d1 90 76 Distance from top of plate to ¢ top-most bolt, en 50 37 Distance between top-most bolt and second bolt, n2 100 96 Distance between second and third bolt, n3 75 60 Distance between third and fourth bolt, n4 75 60 75 60 Distance between fourth and fifth bolt,, n5 Distance from bottom of plate to bottom of beam, d2 56 Bolt spacing on width, bsw Anchor bolt gross x-sectional area, As Shear capacity per bolt, PS Actual shear per bolt, FS Tensile capacity per bolt, PNOM Actual tensile load per bolt (uppermost bolt, worst case), FT Total compressive force on beam bottom flange, FC =

Clause 6.3.4.4



Clause 4.2.3 Clause 3.4.3

150 452.4 150.2 20.0 262.8 36.3 233.0

Use 10 Nr. 24mm unthreaded bolts to A325 OK in horizontal bolt spacing

max 137 51 384 241 166 91

mm mm2 kN kN kN kN kN

OK in shear [ratio 0.14] OK in tension [ratio 0.14]

Check on combined shear and tension [(FS/PS)+(FT/PNOM)]=0.85AV/Ke Av = Shear area [0.9A] Ke = effective net area coefficient 0.85AV/Ke 0.7pyKeAv.net

0.13 [unitless] 0.14 [unitless] 0.27 [unitless]

4,500 1.361 5,204 942.7

OK in combined shear & tension [ratio 0.2]

mm2 [unitless] mm2 kN

Page 2 of 6

CLIENT

**

Date

4-Jul-15

PROJECT

Office Building

By

***

Location

***

Project: 223-001

Sub-Location

W14x53 Beam connection to W12x58 column (Flange)

Page :

Description and Calculations

REF Clause 6.2.4

Block shear capacity Pr Pr = 0.6pyt[Lv+Ke(Lt-kDt)] hole size from tension face (generally the hole diameter), Dt bolt coefficient, k1 length of tension face, LT length of shear face, LV plate thickness, pt Pr Clause 6.3.3

CHECK ON BEARING CAPACITIES

Clause 6.3.3.2

Check for bearing capacity of bolt, Pbb Bearing capacity of bolt, Pbb = dtppbb d, nominal diameter of bolt (mm)

Table 31

Clause 6.3.3.3

Table 32

Output and checks

Check on Block shear

pbb, bearing strength of bolt (N/mm2) tp, thickness of plate (mm) Pbb (kN) Actual bearing load per bolt =

26.0 2.50 450.0 200.0 20.0 2,128.0

24 1,017 20 488.0 20.0

mm [unitless] mm mm mm kN

OK in block shear [ratio 0.1]

mm N/mm2 mm kN kN

Check for bearing capacity of plate, Pbs Bearing capacity of plate, P bs = k bs dt p p bs d, nominal diameter of bolt (mm) 24 mm Type of hole Standard clearance holes kbs (unitless) 1.00 432.2 N/mm2 pbs, bearing strength of plate (N/mm2) tp, thickness of plate (mm) 20 mm kbsdtppbs (kN) = 207.4 kN Check on maximum P bs Pbs < 0.5kbsentppbs 216.1 kN therefore use Pbs as (kN) 207.4 kN Actual bearing load on plate at each bolt location = 20.0 kN

OK in bolt bearing [ratio 0.05]

OK in plate bearing [ratio 0.1]

Page 3 of 6

CLIENT

**

Date

4-Jul-15

PROJECT

Office Building

By

***

Location

***

Project: 223-001

Sub-Location

W14x53 Beam connection to W12x58 column (Flange)

Page :

Description and Calculations

REF Clause 6.3.3.3

Table 32

Clause 6.3.2.2

Output and checks

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] 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 P BS 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 CHECK FOR PACKING Maximum recommended thickness of packing, tpa Actual plate thickness used Modified shear capacity

32.0 mm 20.0 mm 0 kN

OK in column flange bearing [ratio 0.11]

OK in packing thickness [ratio 0.63]

Prying Forces

Clause 6.3.4.3

Check capacity of column flange in bending Root radius of column Distance from centreline of bolt to centreline of root radius, b Distance from centreline of bolt to prying force, n Effective length of flange per bolt, w

15.2 62.8 32.5 173.6

mm mm mm mm

1.14 3.33 35.1 36.3 71.4 262.8

kNm kNm kN kN kN kN

OK for the effect of bolt holes

Check moment capacity of column flange Actual Moment = FTb/2 Moment capacity = py col (wT2/4) Prying Force Tension load (from above calculations), FT = Bolt prying tension load = Tension load + Prying Force Check against the tension capacity of the bolt [Pnom]

OK for moment capacity of flange [ratio 0.35]

OK for bolt prying capacity [ratio 0.28]

Page 4 of 6

CLIENT

**

Date

4-Jul-15

PROJECT

Office Building

By

***

Location

***

Project: 223-001

Sub-Location

W14x53 Beam connection to W12x58 column (Flange)

Page :

Description and Calculations

REF

Output and checks

Maximum allowable prying force [Q1] Q1 = PNOM-FT Serviceability check for minimum prying force Minimum proof stress of bolt, po 4

po wT  b  Q  FT   2n  27nb 2 

Limit state design factor,  Bolt type factor,  minimum prying force, Q Moment at root of flange, with reduced prying force Moment = [FTb]-[Q1n]

226.5 kN 0.600 kN/mm2 1.50 2.00 29.0 kN 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

OK for minimum prying force [ratio 0.13] OK for root moment [ratio 0.41]

OK in web tension capacity [ratio 0.16]

Column web at the bottom of the connection Bearing capacity of the unstiffened web, P BW P BW = (b 1 +nk)tp yw Clause 4.5.1.3 Clause 4.5.2.1

Stiff bearing length, b1 [t+1.6r+2T] = n= k = T+r [flange thickness + root radius] Design strength of the web, pyw = PBW = Compressive force (Calculated above), FC =

66.0 5 31.5 290

mm [unitless] mm N/mm2 592.7 kN 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 Assumed stiffener width from face of web (maximum 122mm)

16 mm 75 mm

The area A S 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. Clause 4.5.3.3

Area of (paired) stiffeners Area of web zone using 15 times web thickness AS =

2,400 2,508 4,908 Moment of inertia of stiffeners 5,374,147 33.09 Radius of gyration of stiffeners L 5.86 /r = pc = 290

Buckling resistance of stiffener, PX = Check Shear in column web Maximum shear applied to web (Use FC) Clause 4.2.3

mm2 mm2 mm2 mm4 mm [unitless]

N/mm2 1423.4 kN

OK in stiffener capacity [ratio 0.17]

233.0 kN

Shear capacity, P V = 0.6p y_col A V AV = tD Tensile strength of column web = PV = Excess shear load across web = Area of shear stiffener required = Stiffener specification Tensile strength of stiffener = Stiffener thickness Length of stiffener from web =

2,831 mm2 290 N/mm2 492.6 kN kN mm2 A36 245 N/mm2 16.0 mm mm

No shear stiffeners required

Page 5 of 6

CLIENT

**

Date

4-Jul-15

PROJECT

Office Building

By

***

Location

***

Project: 223-001

Sub-Location

W14x53 Beam connection to W12x58 column (Flange)

Page :

Description and Calculations

REF

Output and checks

END PLATE WELD Weld size (beam flange to plate) Distance from top-most bolt centreline to toe of fillet weld, bplate

10 mm 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 Moment of topmost bolt force (F1) about weld toe [bend plate x F1/2]

125.0 mm 0.545 kNm

Moment capacity of plate, M plate Mplate = [py platewendplateT2/4] Prying force [M/nplate]

3.063 kNm 13.6 kN

Maximum allowable prying force [Q1] Serviceability check for minimum prying force on plate

226.5 kN

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 Moment = [FTbplate]-[Q1platenplate]

1.089 kNm

OK for plate root moment [ratio 0.36]

Page 6 of 6