final binder - connection design briefs-compressed

PART-1-GENERAL TYPES

CONNECTION DESIGN BRIEFS CONFORMING TO BS-5950-1:2000

REVISION DATE MADE BY CHECKED BY APPROVED BY 0 JAN-05 MS SM MY

1

Client : Project : Estimate no : Contract no : Sheet no : TEMPLATE INDEX / 2

Date : DEC-05Calc'd by : MSChecked by : MY

---- 85C05/C2 - Conventional splice connection using flange and web plates

---- 81C05/C1 - Cap and base type connection

COLUMN SPLICE CONNECTIONS

---- 74C04/C2 - Base plate connection-Free stand analysis using MS-Excel and design using Master Series & Ms-Excel.

---- 69C04/C1 - Base plate connection design using mathcad

BASE PLATE CONNECTIONS

---- 62C03/C2 - Beam to beam end plate connection with UC plan brace

---- 53C03/C1 - RSA brace connecting with incoming beams using dragon-tie detail

HORIZONTAL BRACING CONNECTIONS

---- 42C02/C7 - Combined beam & vertical bracing connection - Gussets connected only with beam

---- 34C02/C6 - Combined beam & vertical bracing connection using wing plates

---- 27C02/C5 - Combined beam & vertical bracing connection

---- 22C02/C4 - UC Bracing bar with plates

---- 17C02/C3 - UC Bracing bar, flanges stripped and lapped on

---- 12C02/C2 - CHS/SHS Bracing bar with spade plate slotted into section - Cover plate detail

---- 7C02/C1 - CHS/SHS Bracing bar with spade plate slotted into section - Lapped on detail

REFERENCE PAGE NO.

VERTICAL BRACING CONNECTIONS

TEMPLATES FOR DESIGN / DESIGN BRIEF CONFORMING TO BS 5950-1:2000

Variation no: Rev date Description

2



(MS-output Link)

---- 171C06/C11-Apex beam connection with horizontal bracings together with incoming beams

(PROKON output link)

---- 163C06/C10-Beam to column web moment connection using toe plate

---- 156C06/C9 - Beam to beam moment connection (Mz & My) with toe plate considering local eccentricities

---- 149C06/C8 - Moment connection with a haunch analysed using a couple force. Column stiffened

(MS-output link)

---- 134C06/C7 - Moment connection with a haunch analysed using rotation about centre line of flange. Column stiffened

---- 127C06/C6 - Moment connection without a haunch analysed using couple force. Column stiffened

---- 119C06/C5 - Moment connection without a haunch analysed using rotation about centre line of flange. Column stiffened

---- 112C06/C4 - Moment connection with a haunch analysed using a couple force. column unstiffened

(MS-output link)

---- 103C06/C3 - Moment connection with a haunch analysed using rotation about centre line of flange. Column unstiffened

---- 98C06/C2 - Moment connection without a haunch analysed using couple force. column unstiffened

(MS-output link)

---- 91C06/C1 - Moment connection without a haunch analysed using rotation about centre line of flange. Column unstiffened

REFERENCE PAGE NO.

MOMENT CONNECTIONS


3



---- 227C09/C1 - Beam to RHS connection using PFC / welded plates

MISCELLANEOUS CONNECTIONS

---- 221C08/C6 - Beam to beam connection using toe plate with glut stiffener

---- 215C08/C5 - Beam to beam connection using toe plate

(PROKON output Link)

---- 208C08/C4 - Beam to beam connection using fin plate (Single sided)

---- 202C08/C3 - Beam to beam connection using end plate (Single sided & double sided)

---- 196C08/C2 - Beam to stiffened column web connection using fin plate (Single sided)

---- 189C08/C1 - Beam to stiffened column web connection using end plate (Single sided)

REFERENCE PAGE NO.SIMPLE CONNECTIONS USING e JOINT

C07/C1 - Beam to column flange connection using end plate ---- 182

C07/C2 - Beam to beam connection using end plate ---- 183

C07/C3 - Beam to column flange connection using fin plate ---- 184

C07/C4 - Beam to column web connection using fin plate ---- 185

C07/C5 - Beam to CHS column connection using fin plate ---- 186

C07/C6 - Beam to beam connection using fin plate ---- 187

C07/C7 - Beam to beam connection using welded tee plates ---- 188

SIMPLE CONNECTIONS USING MATHCAD


4



C02-C1 C02-C2 C02-C3 C02-C4

C02-C5 C02-C6 C02-C7 C03-C1

C03-C2 C04-C1 C04-C2 C05-C1

C05-C2 C06-C1 C06-C2 C06-C3

C06-C7C06-C6C06-C5C06-C4

CONNECTION REFERENCE DETAILS


5



C06-C8 C06-C9 C06-C10 C06-C11

C07-C1 C07-C2 C07-C3 C07-C4

C07-C5 C07-C6 C07-C7 C08-C1

C08-C2 C08-C3 C08-C4 C08-C5

C09-C1C08-C6

CONNECTION REFERENCE DETAILS


6

MSELVAN

Text Box

MSELVAN

Text Box

MSELVAN

Text Box

Client : Project : Estimate no : Contract no : Sheet no : C02-C1/1

Date : DEC-05Calc'd by : MSChecked by : KP

CONNECTION -C02-C1 ( CHS/SHS Bracing bar with spade plate slotted into section - Lapped on detail )

BRACE CHS 219.1x8.0 F 200kN:=

219.1x8.0 CHS

250x15 THK SPADE PLATE

200kN

31°103kN

171.4kN15 THK

GUSSET PLATE

110

4070

40

350(MAX)

220

10

290(

MIN

)

UB

914

x305

x253

140(MIN)

NOTES:-

All bolts are M20, grade 8.8,

All welds are 6 mm CFW

All beams & fittings are grade S275


7



Material Properties

Design strength of S275 materialup to & including 16 mm thk

py275 275N

mm2⋅:=

Design strength of S275 materialbeyond 16 mm thk and up to and including 40mm thk

py265 265N

mm2⋅:=

Design strength of weld pw 220N

mm2⋅:=

Bracing

Diameter of brace bar Db 219.1 mm⋅:=

Thickness of brace bar tb 8 mm⋅:=

Diameter of bolt d 20mm:=

Diameter of hole Dh 22 mm=

No.of bolt rows nr 2:=

No of bolt columns nc 2:=

Total no. of bolts n 4=

Thickness of spade plate ts 15mm:=

Width of the spade plate ws 250mm:=

End distance local to free end ofspade plate

e1 40mm:=

Pitch p 70mm:=

Gauge g 110mm:=

Length of slot ls 220mm:=

Net area coefficient Ke 1.2:=

Check for Bolts

Check for shear capacity

Shear capacity of bolt Ps 91.9kN:=

Shear per bolt FsFn

:= Fs 50.00 kN=

Ps (91.9 kN) > Fs (50 kN): Therefore O.k


8



CHECK FOR SPADE PLATE

Check for bearing capacity of spade / gusset plate

Bearing strength pbs 460N

mm2⋅:=

Bearing Capacity per bolt hole Pbs d ts⋅ pbs⋅:= Pbs 138.00 kN=

Pbs (138 kN) > FS (50 kN): Therefore O.K.

Check for Block shear of spade plate

Lt

Lv 110

Minimum thickness of connected part ts 15 mm= k 0.5:=

Shear length Lv nr 1−( ) p⋅ e1+⎡⎣ ⎤⎦:= Lv 110 mm=

Tensile length Lt 70mm:= Lt 70 mm=

Block shear capacity Pv 2 0.6 py275⋅ ts⋅ Lv Ke Lt k Dh⋅−( )⋅+⎡⎣ ⎤⎦⋅⎡⎣ ⎤⎦⋅:= Pv 894.96 kN=

Pv (894.96 kN) > F (200 kN): Therefore O.K.

Check for Tension capacity of spade plate

Effective area Ae min Ke ws ts⋅ nc Dh⋅ ts⋅−( )⋅ ws ts⋅,⎡⎣ ⎤⎦:= Ae 3708 mm2=

Tension capacity Pt Ae py275⋅:= Pt 1019.70 kN=

Pt (1019.7 kN) > F (200 kN): Therefore O.K.

Check for weld between spade plate & CHS

Length of weld. lw 4 ls⋅:= lw 880 mm=

Shear per mm on weld FLFlw

:= FL 0.227kNmm

=

Size of weld required sreqFL

pw 0.7⋅:= sreq 1.48mm=

Adopt 6mm CFW


9



Check for shear capacity of CHS Bracing Wall

Shear area of CHS brace Av 0.9 ls⋅ tb⋅ 4⋅:= Av 6336 mm2=

Shear capacity of CHS brace Fsw 0.6 py275⋅ Av⋅:= Fsw 1045.44 kN=

Fsw (1045.44 kN) > F (200 kN): Therefore O.K.

Checks for Gusset Plate

Check for compression capacity of gusset plate

Thickness of gusset plate tg 15mm:=

Max Effective length for Buckling Leff 350mm:=

Min radius of gyration ryytg

2

12:= ryy 4.33mm=

Slenderness ratio λ 1.5Leffryy

⋅:= λ 121.2=

Alllowable compressive strength pc 106N

mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)

Max available dispersion length within gusset

wd2p

3g+

⎛⎜⎝

⎞⎠

:= wd 191 mm=

Compression capacity of the plate Pc wd tg⋅ pc⋅:= Pc 303.78 kN=

Pc (303.8 kN) > F (200 kN): Therefore O.K.

Weld between gusset and column web

Max Vertical component of brace force Fv F sin 31 deg⋅( )⋅:=

Length available for welding Leff 290 25−( ) mm⋅:= Leff 265 mm=

Shear on weld FLFv

2 Leff×:= FL 0.19

kNmm

=

Size of weld required sFL

pw 0.7⋅:= s 1.26mm=

Adopt 6mm CFW


10



Weld between gusset plate and baseplate

Max Horizontal component of brace force

Fh F cos 31 deg⋅( )⋅:= Fh 171.43 kN=

Length available for welding Leff 140mm 25mm−:= Leff 115 mm=

Shear on weld FLFh

2 Leff×:= FL 0.745

kNmm

=


pw 0.7⋅:= s 4.84mm=

Adopt 6mm CFW


11



CONNECTION -C02-C2 ( CHS/SHS Bracing bar with spade plate slotted into section - Using cover plates )

BRACE CHS 219.1x8.0 F 200kN:=

10

250x15 THK SPADE PLATE

15 THK GUSSET PLATE

40 40

4040

110

31°

200kN

171.4kN

103kN

2 NOS 250 X 10 THK COVER PLATE

CHS 219.1 X 8

250(

MIN

)

UB

914

x305

x253

300(MAX)

10

140(MIN)

220

NOTES:-

All bolts are M20, grade 8.8,

All welds are 6 mm CFW

All beams & fittings are grade S275


12



Material Properties

Design strength of S275 materialup to & including 16 mm thk

py275 275N

mm2⋅:=

Design strength of S275 materialbeyond 16 mm thk and up to and including 40mm thk

py265 265N

mm2⋅:=


mm2⋅:=

Bracing

Diameter of brace bar Db 219.1 mm⋅:=

Thickness of brace bar tb 8 mm⋅:=



No.of bolt rows nr 1:=



Width of the spade / cover plate ws 250mm:=

Thickness of spade plate ts 15mm:=

Thickness of cover plate tc 10mm:=

End distance local to free end ofspade plate

e1 40mm:=

Gauge g 110mm:=

Length of slot ls 220mm:=

Net area coefficient Ke 1.2:=

Check for Bolts


Shear capacity of bolt Ps 91.9kN:= Ps 91.90 kN=

Shear per bolt on double plane FsF

2 n⋅:= Fs 50 kN=

Ps (91.9 kN) > Fs (50 kN): Therefore O.k


13



Check for bearing capacity of spade / gusset / cover plate


mm2⋅:=

Bearing Capacity per bolt hole Pbs d ts⋅ pbs⋅:= Pbs 138.00 kN=

Pbs (138 kN) > FS (50 kN): Therefore O.K.

Check for Tension capacity of spade plate

Effective area Ae min Ke ws ts⋅ nc Dh⋅ ts⋅−( )⋅ ws ts⋅,⎡⎣ ⎤⎦:= Ae 3708 mm2=

Tension capacity Pt Ae py275⋅:= Pt 1019.70 kN=

Pt (1019.7 kN) > F (200 kN): Therefore O.K.

Check for weld between spade plate & CHS

Length of weld. lw 4 ls⋅:= lw 880 mm=

Shear per mm on weld FLFlw

:= FL 0.227kNmm

=

Size of weld required sreqFL

pw 0.7⋅:= sreq 1.48mm=

Adopt 6mm CFW

Check for compression capacity of cover plate

110

40 40 40 40

10

90

Thickness of cover plate tc 10 mm=


Min radius of gyration ryytc

2

12:= ryy 2.89mm=


⋅:= λ 46.8=


mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)

Max available dispersion length wd 110mm:=

Compression capacity of cover plates Pc 2wd tc⋅ pc⋅:= Pc 530.62 kN=


Therefore adopt 2Nos 10 thk cover plate


14



Check for shear capacity of CHS Bracing Wall

Shear area of CHS brace Av 0.9 ls⋅ tb⋅ 4⋅:= Av 6336 mm2=

Shear capacity of CHS brace Fsw 0.6 py275⋅ Av⋅:= Fsw 1045.44 kN=

Fsw (1045.44 kN) > F (200 kN): Therefore O.K.

Checks for Gusset Plate





2

12:= ryy 4.33mm=


⋅:= λ 103.9=


mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)

Max available dispersion length within gusset

wd 110mm:=



Weld between gusset and column web

Max Vertical component of brace force Fv F sin 31 deg⋅( )⋅:= Fv 103.01 kN=


Shear on weld FLFv

2 Leff×:= FL 0.23

kNmm

=


pw 0.7⋅:= s 1.49mm=

Adopt 6mm CFW


15





Fh F cos 31 deg⋅( )⋅:= Fh 171.43 kN=


Shear on weld FLFh

2 Leff×:= FL 0.745

kNmm

=


pw 0.7⋅:= s 4.84mm=

Adopt 6mm CFW


16

Client : Project : Estimate no : Contract no : Sheet no : C02-C3 / 1

Date : DEC-05Calc'd by : SSKChecked by : KP

CONNECTION - C02-C3 (UC bracing bar,flanges stripped and lapped on)

Axial force in brace member F 286kN:=

(TYP

)

320(

MAX

)

115

(TYP

)

(TYP

)

W.P

10

40

(MIN

)20

20 THK. GUSSET PLATE

HE24

0A(T

YP.)

HE 240 A

OF HE240A(TYP.)STRIP FLANGES N/S

7070

40

600(MIN)

90(TYP)

ANGLE B/W 38 ° 225 kN(MAX)

(TYP)

(TYP)AND 62 °

253 kN(MAX)

286 kN (TYP)

NOTES:-

All bolts are M20. Grade 8.8.

All welds are 6mm CFW

All main steel & fittings are S275


17



Sectional Properties

Bracing HE 240A w 240 mm⋅:= tf 12mm:= tw 7.5 mm⋅:= D 230mm:= rb 21mm:= Abr 7680mm2:=

Material Properties

Design strength of S275 materialup to and including 16 thk

py275 275N

mm2⋅:=

Design strength of S275 materialbeyond 16thk, up to and including 40mm thk

py265 265N

mm2⋅:=


mm2⋅:=

Diameter of bolt db 20mm:=



End distance et 40mm:=

Pitch p 70mm:=

Gauge g 90mm:=

No of bolt rows nr 3:=


Total no of bolts n 6=

Check for bolts

Shear load on each Bolt FsFn

:= Fs 47.7kN=

Ps (91.9 kN) > Fs (47.67 kN): Therefore O.K.

Check for bearing

Minimum thickness of connected ply tw 7.5 mm=


mm2⋅:=

Bearing Capacity Pbs db tw⋅ pbs⋅ n⋅:= Pbs 414 kN=

Pbs (414 kN) > F (286 kN): Therefore O.K.


18



Check for brace bar

et

p

p

g

Block shear capacity of brace bar

Net area coefficient for S275

ke 1.2:= k 1:=

Lv et nr 1−( ) p⋅+:= Lv 180 mm=Shear length

Lt g:= Lt 90 mm=Tensile length

Block Shear capacity Pr 0.6 py275⋅ tw⋅ 2Lv ke Lt k Dh⋅−( )⋅+⎡⎣ ⎤⎦⋅:= Pr 546.5 kN=

Pr (546.5 kN) > F (286 kN): Therefore O.K.

Reduced tension capacity of brace bar

Area - root radius Ar2.rb( )2 π rb

2⋅−

4:= Ar 94.6mm2

=

Reduced gross area Ag Abr 2 w tw−( ) 0.5⋅⎡⎣ ⎤⎦⋅ tf⋅− 2Ar−:= Ag 4700.7 mm2=

Net area An Ag 2 Dh⋅ tw⋅−( ) ke⋅:= An 5244.9 mm2=

Effective area Ae min Ag An,( ):= Ae 4700.7 mm2=

a2 Ag D tw⋅−:= a2 2975.7 mm2=

Tension capacity PT py275 Ae 0.5 a2⋅−( )⋅:= PT 883.5 kN=

PT (883.5 kN) > F (286 kN): Therefore O.K.

Check for gusset





2

12:= ryy 5.8 mm=


19



λ 1.5Leffryy

⋅:= λ 83.1=Slenderness ratio

pc 170.8N

mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)

Bolt pitch

p 70mm:=Bolt gauge

g 90mm:=

Max available dispersed length within gusset wd 22p

3⋅

⎛⎜⎝

⎞⎠

g+:= wd 251.7 mm=



HE24

0A(T

YP.)

146.41

90.00

191.

78

Check for gusset plate against minor axis bending

Minimum width considered for minor axis moment

w 146.41 90+ 191.78+( )mm:=

w 428.2 mm=

Moment due to eccentricity Mtg2

tw2

+⎛⎜⎝

⎞

⎠F⋅:= M 3.93kN m⋅=

Moment capacity of gusset plate

Mcapw tg

2⋅

61.2⋅ py265⋅:= Mcap 9.08kN m⋅=

Check for combined axial and moment RF

Pc

MMcap

+:= R 0.77= < 1

Adopt 20 thk gusset plate

Weld between gusset plate and beam flange

Max Horizontal component of brace force Fh 2 F× cos 38deg( )⋅:= Fh 450.7 kN=

Length available for welding L 600 mm⋅:=

Shear force on weld FLFh

2 L×:= FL 0.376

kNmm

=

Worst case eccentricity of weld from w.p e 115 mm⋅:=


20



Moment due to eccentricity M Fh e⋅:= M 51.8kN m⋅=

FTM 6⋅

2 L2⋅

:= FT 0.432kNmm

=Tensile force on weld

Resultant force on weld RFT

1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 0.51kNmm

=

Size of weld required sR

pw 0.7⋅:= s 3.314 mm=

Adopt 6mm CFW


21



4070

7090

7040

70

60

10

UC 152X

152X

30

167.4 kN

230.

4 kN

266 k

N

ANGLE VARIES FROM 51 TO 60

OO

(MAX

)

(MAX)

UC 2

54X2

54X7

3

GUSSET 15 THK

(PACK PLATES TO SUIT)2 Nos. 120 X 10 THK COVER PLATES

W.P.

250(M

AX)

400(

MIN

)

SNIPES 10X10

20(MIN)

140(MIN)

A

A

CONNECTION -C02-C4 ( UC bracing bar,with cover plates )

Axial force in brace member F 266kN:=

PACKS TO SUIT

SECTION A-A

152 UC 30 WEB

GUSSET

NOTES:-


All welds are 6 CFW.

All main steel & fittings are S275.


22




Bracing UC 152 X 152 X 30

Dbr 157.6mm:= Wbr 152.9 mm⋅:= tbr 6.5mm:= Tbr 9.4 mm⋅:= rbr 7.6 mm⋅:= Abr 3830mm2:=

Material Properties

Design strength of S275 materialup to and including 16 thk

py275 275N

mm2⋅:=

Design strength of S275 materialbeyond 16thk, up to and including 40mm thk

py265 265N

mm2⋅:=

Bearing Strength of S275 material pbs 460

N

mm2:=


mm2⋅:=

Bolt properties in brace bar

Bolt Diameter d 20 mm⋅:=

Diameter of hole Dh 22mm:=





Edge distance e2 30mm:=

Gauge g 60mm:=

Pitch p 70mm:=

Shear capacity of M20 bolt Ps 91.9kN:=

Tension capacity of M20 bolt Pnom 110kN:=


23



Check for gusset

30°30°221.66





2

12:= ryy 4.3 mm=


⋅:= λ 86.6=

Allowable compressive strength pc 167.5N

mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)

Max available dispersed length within gusset wd 2 2 p⋅ tan 30deg( )⋅( )⋅ g+[ ]:= wd 221.66 mm=

Compression capacity of the plate Pc wd tg⋅ pc⋅:= Pc 557 kN=

Pc (557 kN) > F (266 kN): Therefore O.K.

Weld b/w gusset plate to column flange

Max Vertical component of brace force Fv F sin 60 deg⋅( )⋅:= Fv 230.4 kN=


Shear on weld FLFv

2 Leff×:= FL 0.3

kNmm

=


pw 0.7⋅:= s 2 mm=

Adopt 6mm CFW



Fh F cos 51 deg⋅( )⋅:= Fh 167.40 kN=


Shear on weld FLFh

2 Leff×:= FL 0.728

kNmm

=


pw 0.7⋅:= s 4.73mm=

Adopt 6mm CFW


24



Check for brace bar (UC 152x152x30)

Check for bolts between brace and gusset

Shear load on each bolt per shear plane FsF2n

:= Fs 22.2kN=Ps (91.9 kN) > Fs (22.17 kN): Therefore O.K.

Check for bolts in bearing

Minimum thickness of connected part tbr 6.5 mm=

Bearing Capacity Pbs d tbr⋅ pbs⋅ n⋅:= Pbs 358.8 kN=Pbs (358.8 kN) > F (266 kN): Therefore O.K.

et

p

p

e2gBlock shear capacity of web cover plate/brace bar

Pattern 1:


ke 1.2:= k 2.5:=

Web cover plate thickness twp 10mm:=

Shear length Lv et nr 1−( ) p⋅+:= Lv 180 mm=

Lt g e2+:= Lt 90 mm=Tensile length

Block Shear capacity Pr 2 0.6 py275⋅ twp⋅⋅ Lv ke Lt k Dh⋅−( )⋅+⎡⎣ ⎤⎦⋅:= Pr 732.6 kN=


et

p

p

gPattern 2:


ke 1.2:= k 1:=

Lv 2 et nr 1−( ) p⋅+⎡⎣ ⎤⎦⋅:= Lv 360 mm=Shear length

Lt g:= Lt 60 mm=Tensile length

Block Shear capacity Pr 0.6 py275⋅ tbr⋅ Lv ke Lt k Dh⋅−( )⋅+⎡⎣ ⎤⎦⋅:= Pr 435 kN=

Pr (435 kN) > F (266 kN): Therefore O.K.


25



Check for cover plates

90

Check for compression capacity of cover plates

Thickness of cover plate tc 10mm:=


Min radius of gyration ryytc

2

12:= ryy 2.9 mm=


⋅:= λ 31.2=


mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)

Cover plate width(Max available dispersion) wc 120mm:=

Compression capacity of the plate Pc 2wc tc⋅ pc⋅:= Pc 624.9 kN=


Check for tension capacity of cover plates

Tension capacity of the cover plates

PTc min 2 ke wc 2 Dh⋅−( )⋅ tc⋅⋅ py275⋅ 2 wc 2 Dh⋅−( ) tc⋅⋅ py275⋅,⎡⎣ ⎤⎦:= PTc 418 kN=

PTc (418 kN) > F (266 kN): Therefore O.K.


26



CONNECTION - C02-C5 ( Combined beam & vertical bracing connection )

LOADING

Vertical Shear for L.H.S beam Fv1 12kN:= Vertical Shear for R.H.S beam Fv2 12kN:=

Axial force on L.H.S beam Fx1 473kN:= Axial force on R.H.S beam Fx2 473kN:=

Axial brace force F1 286kN:=

W.P

10

HE240A

286 k

N


160 x 20 THK. END PLATEBOLTS @ 90 X/CRS(TYP.)

HE 400AHE 400A

4050

40

70

70

40

7070

7090

140

HE1000MCOL WEB

(MIN

)20

150

STRIP FLANGES N/SOF HE 240A

450(MIN)

320(M

AX)

ANGLE VARIES B/W 38° AND 45°

202 kN(MAX)

225 kN(MAX)

90

NOTES:-





27




Column HE 1000M

Dc 1008 mm⋅:= Wc 302 mm⋅:= Tc 30 mm⋅:= tc 21 mm⋅:= rc 30 mm⋅:=

Beam HE 400A

Db1 390 mm⋅:= Wb1 300 mm⋅:= Tb1 19 mm⋅:= tb1 11 mm⋅:= rb1 27 mm⋅:=

Material Properties

Design strength of S275 materialUp to & including 16 thk

py275 275N

mm2⋅:=

Design strength of S275 materialbeyond 16thk , up to and including 40mm thk

py265 265N

mm2⋅:=


mm2⋅:=

Check for Bolts b/w Endplate & Column web


Total no. of bolts n 12:=

Shear capacity of M20 bolt Ps 91.9kN=

Tension capacity of M20 bolt Pnom 110 kN=

Max Vertical component of brace force Fvb1 F1 sin 45deg( )⋅:= Fvb1 202.23 kN=

Total vertical shear per bolt FsvFv2 Fvb1+

n:= Fsv 17.85 kN=

Tension per bolt FtFx18

:= Ft 59.13 kN=

Check for combined shear and tension RatioFsvPs

FtPnom

+:= Ratio 0.73=

Ratio(0.73 ) < 1.4 : Therefore O.K.

Weld between beam web and end plate

Depth b/w fillets of HE400 A db 298mm:=

Bolt Pitch p 70mm:=


28



Effective length of weld Lw 2 db⋅:= Lw 596 mm=

Shear per mm FLFv1Lw

:= FL 0.020kNmm

=

Tension per mm FTFtp

:= FT 0.845kNmm

=

Resultant force per mm RFT

1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 0.676kNmm

=


pw 0.7⋅:= s 4.39mm=

Adopt 6 mm CFW

Check for bending capacity of end plate

Thickness of beam web tw 11 mm⋅:=

Bolt gauge g 90mm:=

Weld between beam web and end plate s 6mm:=

Moment MeFt2

g2

tw2

− 0.8s−⎛⎜⎝

⎞

⎠⋅:= Me 1.03kN m⋅=

Thickness of end plate required treqMe 6⋅

py265 p⋅:= treq 18.22 mm=

Adopt 20mm thick end plate

Check for bearing

Minimum thickness of connected ply tp 20 mm⋅:=


mm2⋅:=

Bearing Capacity (per bolt) Pbs d tp⋅ pbs⋅:= Pbs 184 kN=

Applied load (per bolt) Fs FsvFv18

+:= Fs 19.35 kN=

Pbs (184 kN) > Fs (19.35 kN): Therefore O.K.


29




Max Horizontal component of brace force Fhb1 F1 cos 38deg( )⋅:= Fhb1 225.37 kN=

Length available for welding l 450 mm⋅:= Leff l 25 mm⋅−:= Leff 425 mm=

Shear on weld FLFhb1

2 Leff×:= FL 0.265

kNmm

=

Eccentricity of weld from w.p e 150 mm⋅:=

Moment due to eccentricity M Fhb1 e⋅:= M 33.81 kN m⋅=

Tension on weld FTM 6⋅

2 Leff2

⋅:= FT 0.561

kNmm

=

Resultant per mm on weld RFT

1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 0.522kNmm

=


pw 0.7⋅:= s 3.39mm=

Adopt 6mm CFW

Weld between gusset plate and end plate

Max Vertical component of brace force Fvb1 202.23 kN=


Shear on weld FLFvb1Leff 2⋅

:= FL 0.493kNmm

=


0.7 pw⋅:= s 3.2 mm=

Adopt 6mm CFW


30







2

12:= ryy 5.77mm=


⋅:= λ 83.14=


mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)

Bolt pitch in brace bar p 70mm:=

Bolt gauge in brace barg 90mm:=

Max available dispersed length within gusset wd 22p

3⋅

⎛⎜⎝

⎞⎠

g+:= wd 251.66 mm=

Compressive strength of the plate Pc wd tg⋅ pc⋅:= Pc 859.57 kN=

Pc (859.57 kN) > F1 (286 kN): Therefore O.K.

139.47

90.00

177.75

Check for gusset plate against minor axis bending

Minimum width considered forminor axis moment

w 139.47 90+ 177.75+( )mm:=

w 407.22 mm=

Minimum thickness of connected ply tw 7.5mm:=

( Web thickness of HE 240A )


tw2

+⎛⎜⎝

⎞

⎠F1⋅:=

M 3.93kN m⋅=


Mcapw tg

2⋅

61.2⋅ py265⋅:= Mcap 8.63kN m⋅=

Check for combined axial and moment RF1Pc

MMcap

+:= R 0.79= < 1



31



Check for brace bar


Bracing HE 240A w 240 mm⋅:= tf 12mm:= tw 7.5 mm⋅:= D 230mm:= rb 21mm:= Abr 7680mm2:=

Diameter of bolt db 20mm:=




Total no of bolts n 6:=


Check for bolts

Shear load on each Bolt FsF1n

:= Fs 47.67 kN=


Check for bearing

Minimum thickness of connected ply tw 7.5 mm=


mm2⋅:=

Bearing Capacity Pbs db tw⋅ pbs⋅ n⋅:= Pbs 414 kN=

et

p

p

gPbs (414 kN) > F1 (286 kN): Therefore O.K.


Net area coefficient for S275 ke 1.2:= k 1:=

Lv et nr 1−( ) p⋅+:= Lv 180 mm=Shear length

Tensile length Lt g:= Lt 90 mm=

Block Shear capacity Pr 0.6 py275⋅ tw⋅ 2Lv ke Lt k Dh⋅−( )⋅+⎡⎣ ⎤⎦⋅:= Pr 526.61 kN=

Pr (526.6 kN) > F1 (286 kN): Therefore O.K.


32




Area - root radius Ar2.rb( )2 π rb

2⋅−

4:= Ar 94.64 mm2

=

Reduced gross area Ag Abr 2 w tw−( ) 0.5⋅⎡⎣ ⎤⎦⋅ tf⋅− 2Ar−:= Ag 4700.72 mm2=

Net area An Ag 2 Dh⋅ tw⋅−( ) ke⋅:= An 5244.87 mm2=

Ae min Ag An,( ):= Ae 4700.72 mm2=

a2 Ag D tw⋅−:= a2 2975.72 mm2=


PT (851.4 kN) > F1 (286 kN): Therefore O.K.


33

Client : Project : Estimate no : Contract no : Sheet no :C02-C6/ 1

Date : DEC-05Calc'd by : MRChecked by : SM

15 THK GUSSET PLATE

W.P

254UC73

254UC89COL WEB

EL 6.600EL 6.575

END PLATE 160x15THKBOLTS @ 90x/CRS

(TYP)

203UC46

4070

5090

90

152UC30

NOTCH FLANGES TO SUIT

60°

118.5kN

205.

2kN 237kN

20(MIN)

240(MIN)

40

4070

4010

7040

4 NOS 60x10 THKFLANGE COVER PLATE(TYP)

2 NOS 150x10 THKWING PLATE

SLOTTED INTO GUSSET(TYP)

250(MAX)

A

A

B

B

65

30

SECTION A-A

15

SECTION B-B

60 60

909030

(MIN)(MIN)

CONNECTION NO - C02-C6

LOADS:

Brace 152UC30 F 237 kN⋅:=

LHS Beam 203UC46 Fx1 72 kN⋅:= Fv1 11kN:= Fh1 2kN:=

RHS Beam 254UC73 Fx2 127 kN⋅:= Fv2 96kN:= Fh2 25kN:=

Notes

All bolts are M20 ,Gr.8.8

All weld sizes are 6mm CFW



34




Column 254UC89

Dc 260.3 mm⋅:= wc 256.3 mm⋅:= Tc 17.3 mm⋅:= tc 10.3 mm⋅:= rc 12.7 mm⋅:=

LHS Beam 203UC46

Db1 203.2 mm⋅:= wb1 203.6mm:= Tb1 11 mm⋅:= tb1 7.2 mm⋅:= rb1 10.2 mm⋅:=

RHS Beam 254UC73

Db2 254.1 mm⋅:= wb2 254.6mm:= Tb2 14.2 mm⋅:= tb2 8.6 mm⋅:= rb2 12.7 mm⋅:=

Bracing152UC30

Dbr 157.6mm:= wbr 152.9 mm⋅:= Tbr 9.4mm:= tbr 6.5 mm⋅:= rbr 7.6mm:=

Material PropertiesAbr 3830mm2

:=


py275 275N

mm2⋅:=


py265 265N

mm2⋅:=

Design strength of fillet weld pw 220N

mm2⋅:=

Checks for bolts for 203UC46 beam to column web (worst case)


Total no. of bolts n 8:=

Bolt pitch p 90mm:=

Bolt gauge g 90mm:=

Shear Capacity of bolt Ps 91.9kN:=

Tension Capacity of bolt Pnom 110kN:=

Vertical component of brace force Fvb1 F sin 60deg( )⋅:= Fvb1 205.2 kN=

Horizontal component of brace force Fhb1 F cos 60deg( )⋅:= Fhb1 118.5 kN=

Total vertical shear per bolt FsvFv1 Fvb1+

n:= Fsv 27.03 kN=

Hor. shear per bolt FshFh1

4:= Fsh 0.5 kN=


35



Resultant shear per bolt Fs Fsv2 Fsh

2+:= Fs 27.04 kN=

Tension per bolt(conservatively)

Ftmin max Fx1 Fhb1,( )( ) Fx2,⎡⎣ ⎤⎦

4:= Ft 29.63 kN=

Check for combined shear and tension RatioFsPs

FtPnom

+:= Ratio 0.56=


63

108.

1092

.2

Check for weld between beam web and end plate

Tension per bolt Ft 29.63 kN=

Dispersion length on weld( for bottom bolt)

Ld 92.2 63+( )mm:= Ld 155.2 mm=

Dispersion on web Lw 92.2mm:=

Tension on web FtwFt Lw⋅

Ld:= Ftw 17.60 kN=

Tension per mm on web weld FTFtwLw

:= FT 0.191kNmm

=

Vertical shear per mm FLFv2

2 Db2 2 Tb2⋅− 2 rb2⋅−( )⋅:= FL 0.240

kNmm

=

Resultant force per mm R1FT

1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R1 0.284kNmm

=

Size of fillet weld required sreqR1

0.7 pw⋅:=

63

108.

1092

.2

sreq 1.85mm=

Adopt 6mm CFW

Check for end plate

Weld b/w beam web & endplate s 6 mm⋅:=

Moment due to bolt force MFt2

g2

tb22

− 0.8 s⋅−⎛⎜⎝

⎞

⎠⋅:= M 0.532 kN m⋅=

Dispersion length Ld 155.2 mm= (worst case)

Thickness of plate required treqdM 6⋅

py275 Ld⋅:= treqd 8.65mm=

Adopt 15mm thk end plate


36



Check for bearing

Minimum thickness of connected ply tc 10.3mm=


mm2⋅:=

Bearing Capacity (per bolt) Pbs d tc⋅ pbs⋅:= Pbs 94.76 kN=

Applied load (per bolt) FsbFv24

Fsv+⎛⎜⎝

⎞

⎠

2 Fh24

Fsh+⎛⎜⎝

⎞

⎠

2

+:= Fsb 51.48 kN=

Pbs (94.76 kN) > Fsb (51.48 kN): Therefore O.K.

Check for brace bar (152UC30)

Bolt properties in brace bar ( Each flange plate)

Bolt Diameter d2 20 mm⋅:=

Diameter of hole Dh2 22mm:=

No of bolt rows on each side nr2 2:=

No of bolt columns nc2 1:=

Total no. of bolts n2 2=

End distance et2 40mm:=

Pitch p2 70mm:=

Check for bolts in shear

FfpF4

:= Ffp 59.25 kN=Force on each flange plate

Shear capacity of bolt Fs2Ffpn2

:= Fs2 29.63 kN=

Ps (91.9 kN) > Fs2(29.62 kN): Therefore O.K.


Minimum thickness of connected part Tbr 9.4 mm=

Bearing Capacity Pbs2 d2 Tbr⋅ pbs⋅ n2⋅( ):= Pbs2 172.96 kN=

Pbs2 (172.96 kN) > Ffp(59.25 kN): Therefore O.K.


37




9031

.45

31.4

5

110Net area coefficient for S275

ke 1.2:= k 0.5:=

Shear length Lv1 et2 p2+:= Lv1 110 mm=

Tensile length Lt1 31.45mm:=

Block Shear capacity Pr1 2 0.6 py275⋅ Tbr⋅ Lv1 ke Lt1 k Dh2⋅−( )⋅+⎡⎣ ⎤⎦⋅⎡⎣ ⎤⎦⋅:= Pr1 417.343 kN=

Tension acting on each flange of brace bar

FfbF2

:= Ffb 118.5 kN=

Pr1 (417.3 kN) > Ffb (118.5 kN): Therefore O.K.

Check for cover plates

Check for compression capacity of cover plates

Thickness of cover plate tcp 10mm:=


Min radius of gyration ryytcp

2

12:= ryy 2.887 mm=


⋅:= λ 31.177=

pc 260.39N

mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)

Cover plate width Wcp 60mm:=

Compression capacity of the plate Pc Wcp tcp⋅ pc⋅:= Pc 156.24 kN=

Pc (156.2 kN) > Ffp (59.2 kN): Therefore O.K.


38



Check for tension capacity of cover plates

Width of cover plate Wcp 60 mm=

Tension capacity of the cover plates PTc Wcp Dh2−( ) ke⋅ tcp⋅ py275⋅:= PTc 125.4 kN=

PTc (125.4 kN) > Ffp (59.2 kN): Therefore O.K.

Check for wing plates

15

60

9030

(MIN)Eccentricity between force from bolts to C/L of gusset

ef 45mm:=

Moment induced on wing plate M Ffp ef⋅:= M 2666.25 kN mm⋅=

Thickness of wing plate twp 10mm:=

Depth of wing plate reqd. Dwp6 M⋅

1.2 twp⋅ py275⋅:= Dwp 69.626 mm=

Adopt 150 mm depth wing plate For practical reasons( )

Shear capacity of wing plate

Shear area of wing plate As 2 0.9⋅ Dwp twp⋅( )⋅:= As 1253.261 mm2=

Shear capacity of wing plate Fwp 0.6 As⋅ py275⋅:= Fwp 206.788 kN=

Force on wing plate Pwp 2 Ffp⋅:= Pwp 118.5 kN=

Fwp (206.8 kN) > Pwp (118.5 kN): Therefore O.K.

Weld between wing plate and gusset

Length available for weld Lw 2 p2 2 et2⋅+( )⋅:= Lw 300 mm=

Longitudinal force acting on weld per mm FvwFfpLw

:= Fvw 0.197kNmm

=

Size of fillet weld sFvw

0.7 pw⋅:= s 1.28mm=

Adopt 6 mm CFW


39



Check for Compression Capacity of Gusset Plate


Dispersed width(Conservatively)

weff Dbr:= weff 157.6 mm=

Maximum effective length for buckling Leff 250mm:=

Minimum radius of gyration of gusset ryytg

2

12:= ryy 4.33mm=

Slenderness ratio λ1.5Leff

ryy:= λ 86.603=


mm2=

Compression capacity Pc weff tg⋅ pc⋅:= Pc 387.51 kN=



Horizontal component of brace force Fhb1 118.5 kN=


e=10

1.6Shear per mm on weld FL

Fhb12 Leff×

:= FL 0.276kNmm

=

Eccentricity of weld from w.p e 101.6 mm⋅:=

M Fhb1 e⋅:= M 12.04 kN m⋅=Moment due to eccentricity

Tension per mm on weld FTM 6⋅

2 Leff2

⋅:= FT 0.781

kNmm

=

Resultant force per mm on weld RFT

1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 0.683kNmm

=

Size of fillet weld required sR

pw 0.7⋅:= s 4.44mm=

Adopt 6mm CFW


40



Weld between gusset plate and end plate

Vertical component of brace force Fvb1 205.2 kN=


Shear per mm on weld FLFvb1

Leff 2⋅:= FL 0.641

kNmm

=

Size of fillet weld required sFL

0.7 pw⋅:= s 4.16mm=

Adopt 6mm CFW


41


Date : DEC-05Calc'd by : MSChecked by : SM

CONNECTION - C02-C7BEAM LOADING

S - LOADING W - LOADING

Vertical Shear for L.H.S beam Fv1 150kN:= Vertical Shear for R.H.S beam Fv2 250kN:=

Axial Tensile force on L.H.S beam Fx1 250kN:= Axial Tensile force on R.H.S beam Fx2 475kN:=

Horizontal shear on L.H.S. beam Fh1 25kN:= Horizontal shear on R.H.S. beam Fh2 10kN:=

BRACE LOADING

L1 - LOADING

Axial brace force F1 300kN:=

8080

8080

100

55135 (MAX)

20(M

IN)

350(MAX)

500(MIN)

150

HE40

0A

HE600AHE500A

42°

222.9kN

200.

7kN

300kN

7040

4070

70

CAP PLATE 300 X 15 THK

W.P.

10

50

(TYP) (MAX

)(T

YP)

10

HE200A

END PLATE 200 X 15 THK BOLTS @ 120 X/CRS (TYP)


W.P.

42°

222.9kN

200.

7kN

300kN

70

HE200A

150 400(MIN)

200

(MAX

)

(TYP)

(TYP)

20(M

IN)

1010


NOTES:-


All welds are 6mm CFW UNO.



42




Column HE400A

wc 300 mm⋅:= Tc 19mm:= tc 11 mm⋅:= Dc 390mm:= rc 27mm:= dc 298mm:=

L.H.S Beam HE500A

wb1 300 mm⋅:= Tb1 23mm:= tb1 12 mm⋅:= Db1 490mm:= rb1 27mm:= db1 390mm:=

R.H.S Beam HE600A

wb2 300 mm⋅:= Tb2 25mm:= tb2 13 mm⋅:= Db2 590mm:= rb2 27mm:= db2 486mm:=

Brace bar HE 200 A

wbr 200 mm⋅:= Tbr 10 mm⋅:= tbr 6.5mm:= Dbr 190mm:= rbr 18 mm⋅:= dbr 134mm:=

Abr 5380mm2:=

Material Properties


py275 275N

mm2⋅:=

Design strength of S275 materialbeyond 16thk , up to and including 40 thk

py265 265N

mm2⋅:=


mm2⋅:=

Bolt properties in end plate Bolt properties in end plate

Bolt Diameter d 20 mm⋅:= dbr 20 mm⋅:=

Diameter of hole Dh 22mm:= Dhb 22mm:=

No of bolt rows nr 6:= nrb 4:=

No of bolt columns nc 2:= ncb 2:=

Total no. of bolts n 12= nb 8=

End distance e1 50mm:= e1b 40mm:=

Gauge g 120mm:= gb 70mm:=

Pitch p1 80mm:= pb 70mm:=

p2 100mm:=


43



Check for brace bar (HE200A)Check for bolts in shear


Shear per bolt Fs1F1nb

:= Fs1 37.5kN=

Ps (91.9 kN) > Fs1(37.5 kN): Therefore O.K.


Minimum thickness of connected ply tbr 6.5 mm=


mm2⋅:=

Bearing Capacity Pbs1 dbr tbr⋅ pbs⋅ nb⋅:= Pbs1 478.4 kN=

Pbs1 (478.4 kN) > F1(300 kN): Therefore O.K.


70

70 70 7040Net area coefficient for S275

ke 1.2:= k 1:=

Brace bar web thickness tbr 6.5 mm=

End distance e1b 40 mm=

Shear length Lv 2 e1b nrb 1−( ) pb⋅+⎡⎣ ⎤⎦⋅:= Lv 500 mm=

Lt gb:= Lt 70 mm=Tensile length

Block Shear capacity Pr 0.6 py275⋅ tbr⋅ Lv ke Lt k Dhb⋅−( )⋅+⎡⎣ ⎤⎦⋅:= Pr 598 kN=

Pr (598 kN) > F1 (300 kN): Therefore O.K.


44




Root radius rbr 18 mm=

Area of root radius Ar rbr2 π rbr

2⋅

4−:= Ar 69.5mm2

=

Reduced area A Abr wbr tbr−( ) Tbr⋅− 2 Ar⋅−:= A 3305.9 mm2=

Net area An A 2 Dhb⋅ tbr⋅−( ) ke⋅:= An 3623.9 mm2=

Effective area Ae min A An,( ):= Ae 3305.9 mm2=

a2 A Dbr tbr⋅−:= a2 2070.9 mm2=


PT (624.4 kN) > F1 (300 kN): Therefore O.K.

Checks for beam to column web connectionCheck for Bolts b/w Endplate & Column web (RHS beam)


Tension capacity of M20 bolt Pnom 110 kN=



Max Vertical component of brace force Fvb F1 sin 42 deg⋅( )⋅:= Fvb 200.7 kN=

Max Horizontal component of brace force Fhb F1 cos 42 deg⋅( )⋅:= Fhb 222.9 kN=

Total vertical shear per bolt FsvFvb Fv2+

n:= Fsv 37.6kN=

Horizontal shear per bolt FshFh2

2:= Fsh 5kN=

Resultant shear on each bolt Fs1 Fsv2 Fsh

2+:= Fs1 37.9kN=

Minimum pass through tension on bolts Ftmin Fx1 Fhb−( ) Fx2 Fhb−( ),⎡⎣ ⎤⎦

10:= Ft 2.7 kN=

Check for combined shear and tension RatioFs1Ps

FtPnom

+:= Ratio 0.44=



45




(Worst case - RHS beam)

Depth b/w fillets of HE600A db2 486 mm=

Dispersion length for tension Ldw p1:= Ldw 80 mm=

Effective length of weld Lw 2 db2⋅:= Lw 972 mm=

Shear per mm FLFv2 Fvb+

Lw:= FL 0.464

kNmm

=

Tension per mm FTFt

Ldw:= FT 0.034

kNmm

=

Resultant force per mm RwFT

1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= Rw 0.465kNmm

=

Size of weld required sRw

pw 0.7⋅:= s 3.02mm=

Adopt 6 mm CFW.

Bending capacity of end plates 8mm:=(Worst case : LHS beam)

Dispersion length for tension Ld Ldw:= Ld 80 mm=

Moment induced on end plate MFt2

g2

tb12

− 0.8s−⎛⎜⎝

⎞

⎠⋅:= M 64.4kN mm⋅=

Thickness of end plate reqd. treqM 6⋅

py265 Ld⋅:= treq 4.27mm=

Adopt 15 thk end plate

Check for bearing capacity of end plate / column web

Vertical shear per bolt on L.H.S. beam Fsv2Fv110

:= Fsv2 15 kN=

Horizontal shear per bolt on L.H.S. beam Fsh2Fh1

2:= Fsh2 12.5kN=


46



Resultant shear on each bolt Fsb Fsv Fsv2+( )2 Fsh Fsh2+( )2+:= Fsb 55.4kN=

Minimum thickness of connected ply tc 11 mm=


mm2⋅:=

Bearing Capacity of connected ply Pbs d tc⋅ pbs⋅:= Pbs 101.2 kN=


Check for compression capacity of gusset plate (RHS)




2

12:= ryy 7.2 mm=


⋅:= λ 72.7=

pc 191.1N

mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)

Max available dispersed length within gusset wd Dbr:= wd 190 mm=

conservatively( )

Compressive strength of the plate Pc wd tg⋅ pc⋅:= Pc 907.7 kN=

70

60

225.4Pc (907.7 kN) > F1 (300 kN): Therefore O.K.

Check for gusset plate against minor axis bending (RHS)


w 225.4 70+ 60+( )mm:=

w 355.4 mm=


47




tbr2

+⎛⎜⎝

⎞

⎠F1⋅:= M 4.7 kN m⋅=


Mcapw tg

2⋅

61.2⋅ py265⋅:= Mcap 11.8kN m⋅=

Check for combined axial and moment RF1Pc

MMcap

+:= R 0.73= < 1


Weld between gusset plate and beam bottom flange (RHS)

Max Horizontal component of brace force Fhb F1 cos 42deg( )⋅:= Fhb 222.9 kN=


Shear force per mm on weld FLFhb2 L×

:= FL 0.223kNmm

=

C.G.

W.P.

ev=4

40

eh=175

Max vertical component of brace force Fvb 200.7 kN=

Eccentricity b/w W.P & C.G. of weld ev 440mm:=

Eccentricity b/w Line of action & C.G. of weld eh 175mm:=

Moment due to vertical component Mv Fvb eh⋅:= Mv 35.1kN m⋅=

Moment due to horizontal component Mh Fhb ev⋅:= Mh 98.1kN m⋅=

Total moment due to components M Mh Mv+:= M 133.2 kN m⋅=Conservatively( )

FTM 6⋅

2 L2⋅

Fvb2 L⋅

+:= FT 1.799kNmm

=Tensile force on weld


1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 1.457kNmm

=


48




pw 0.7⋅:= s 9.46mm=

tb1

dn=(

Db1-

dcn-

Tb1)

Tb1

Wb1

Adopt 10mm CFW

Check for Shear & Bending interaction at the Notch for L.H.S. beam

Depth of notch dcn 55mm:=

Length of notch c 135mm:=

Thickness of end plate tp 15mm:=

Depth of web of notched section Dn1 Db1 dcn− Tb1−:= Dn1 412 mm=

C.G. of notched section from top end of notch

yt1

tb1 Dn1⋅Dn1

2⋅

⎛⎜⎝

⎞

⎠wb1 Tb1⋅ Dn1

Tb12

+⎛⎜⎝

⎞

⎠⋅

⎡⎢⎣

⎤⎥⎦

+

tb1 Dn1⋅ wb1 Tb1⋅+:= yt1 332.7 mm=

Ymax1 max Db1 dcn− yt1− yt1,( ):= Ymax1 332.7 mm=

Taking second moment of area about N.A of notched beam

Ixx1tb1 Dn1

3⋅

12tb1 Dn1⋅ yt1

Dn12

−⎛⎜⎝

⎞

⎠

2

⋅

⎡⎢⎢⎣

⎤⎥⎥⎦

+

⎡⎢⎢⎣

⎤⎥⎥⎦

wb1 Tb13

⋅

12

⎛⎜⎜⎝

⎞

⎠wb1 Tb1⋅ Dn1

Tb12

+ yt1−⎛⎜⎝

⎞

⎠

2

⋅+

⎡⎢⎢⎣

⎤⎥⎥⎦

+:=

Ixx1 206492206.04 mm4=

Iyy1Tb1 wb1

3⋅

12

Dn1 tb13

⋅

12+:= Iyy1 51809328 mm4

=

Section modulus of reduced section about xx axis

Zxx1Ixx1

Ymax1:= Zxx1 620637.7 mm3

=

Major axis bending capacity Mcx1 Zxx1 py265⋅:= Mcx1 164.5 kN m⋅=

Moment due to vertical shear Mx1 Fv1 c tp+( )⋅:= Mx1 22.5kN m⋅=

Section modulus of reduced section about yy axis

Zyy1Iyy1wb1

2

:= Zyy1 345395.5 mm3=

Minor axis bending capacity Mcy1 Zyy1 py265⋅:= Mcy1 91.5kN m⋅=


49



Moment due to horizontal shear My1 Fh1 c tp+( )⋅:= My1 3.8 kN m⋅=

Axial capacity of notched beam Pt1 Dn1 tb1⋅ wb1 Tb1⋅+( ) py265⋅:= Pt1 3138.7 kN=

Interaction ratio RMx1Mcx1

My1Mcy1

+Fx1Pt1

+:= R 0.26=

1.0 > R (0.26 ): Therefore O.K.

Check for Shear & Bending interaction at the Notch for R.H.S. beam

Depth of notched section Dn2 Db2 dcn− Tb2−:= Dn2 510 mm=

C.G. of notched section from top

yt2

tb2 Dn2⋅Dn2

2⋅

⎛⎜⎝

⎞

⎠wb2 Tb2⋅ Dn2

Tb22

+⎛⎜⎝

⎞

⎠⋅

⎡⎢⎣

⎤⎥⎦

+

tb2 Dn2⋅ wb2 Tb2⋅+:= yt2 397 mm=

Ymax2 max Db2 dcn− yt2− yt2,( ):= Ymax2 397 mm=

Taking second moment of area about top of notched beam

Ixx2tb2 Dn2

3⋅

12tb2 Dn2⋅ yt2

Dn22

−⎛⎜⎝

⎞

⎠

2

⋅

⎡⎢⎢⎣

⎤⎥⎥⎦

+

⎡⎢⎢⎣

⎤⎥⎥⎦

wb2 Tb23

⋅

12

⎛⎜⎜⎝

⎞

⎠wb2 Tb2⋅ Dn2

Tb22

+ yt2−⎛⎜⎝

⎞

⎠

2

⋅+

⎡⎢⎢⎣

⎤⎥⎥⎦

+:=

Ixx2 395910066.88 mm4=

Iyy2Tb2 wb2

3⋅

12

Dn2 tb23

⋅

12+:= Iyy2 56343372.5 mm4

=


Zxx2Ixx2

Ymax2:= Zxx2 997291.9 mm3

=


Moment due to vertical shear Mx2 Fv2 c tp+( )⋅:= Mx2 37.5kN m⋅=


Zyy2Iyy2wb2

2

:= Zyy2 375622.5 mm3=

Minor axis bending capacity Mcy2 Zyy2 py265⋅:= Mcy2 99.5kN m⋅=

Moment due to horizontal shear My2 Fh2 c tp+( )⋅:= My2 1.5 kN m⋅=


50



Axial capacity of notched beam Pt2 Dn2 tb2⋅ wb2 Tb2⋅+( ) py265⋅:= Pt2 3744.5 kN=


My2Mcy2

+Fx2Pt2

+:= R 0.28=

1.0 > R (0.28 ): Therefore O.K.

200

(MAX

)

170.18 170.18

Check for compression capacity of gusset plate (LHS)




2

12:= ryy 5.8 mm=


⋅:= λ 52=

pc 226N

mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)

Max available dispersed width within gusset(conservatively)

wd 2 170.18mm( )⋅:= wd 340.4 mm=

Compressive strength of the plate Pc wd tg⋅ pc⋅:=

Pc 1538.1 kN=

Pc1 (1538.11 kN) > Fvb (200.74 kN): Therefore O.K.

Check for gusset plate for combined axial & moment (LHS)

200

(MAX

)

400(MIN)

243.19

130


w 243.19mm 130mm+( ):=

(Conservatively)w 373.2 mm=

Minor axis moment due to vertical component eccentricity

Mytg2

tbr2

+⎛⎜⎝

⎞

⎠Fvb⋅:=

My 2.7 kN m⋅=

Minor axis moment capacity of gusset plate

Mcapyw tg

2⋅

61.2⋅ py265⋅:= Mcapy 7.9 kN m⋅=


51



Major axis moment due to horizontal component eccentricity

Mx Fhb 200⋅ mm:= Mx 44.6kN m⋅=

Minimum width considered formajor axis moment

w1 400mm:=

Major axis moment capacity of gusset plate

Mcapxw1

2 tg⋅

61.2⋅ py265⋅:= Mcapy 7.9 kN m⋅=

Check for combined axial and moments RFvbPc

MyMcapy

+Mx

Mcapx+:= R 0.7= < 1


Weld between gusset plate and beam bottom flange (LHS)

200

(MAX

)

400(MIN)

253.26150


Shear force per mm on weld FLFhb2 L×

:= FL 0.279kNmm

=

Eccentricity from beam C/L e1 150mm:=

Eccentricity from weld C.G. e2 253.26mm:=

Moment due to eccentricity (e1) M1 Fhb e1⋅:= M1 33.4kN m⋅=

Moment due to eccentricity (e2) M2 Fvb e2⋅:= M2 50.8kN m⋅=

Tensile force on weld FTM1 M2+( ) 6⋅

2 L2⋅

Fvb2 L⋅

+:= FT 1.831kNmm

=


1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 1.491kNmm

=


pw 0.7⋅:= s 9.68mm=

Adopt 10mm CFW


52

Client : Project : Estimate no: Contract no: Sheet no : C03-C1/ 1

Date : DEC - 05Calc'd by : JLChecked by : SM


Load on UC 152x152x30 Fy 10kN:= Fx 50kN:= Fh 5kN:=

Load on UB 203x133x25 Fy1 15 kN⋅:= Fx1 15 kN⋅:=

Load on Plan brace F 15 kN⋅:=

152x152x30UC

AA

SECTION A-A

(TYP

)

254x

254x

73UC

72(T

YP)

40

5070

254x254x73UC

40280(MAX)

33.69

°

40

50 7012.48 kN

15 kN

8.32 k

N

RSA 90x90x8

15 THK CONNECTIONPLATE (TYP)

B

110

40(M

IN)

152x

152x

30UC

6060

2870

28

203x133x25UB

130x15 THK END PLATE (TYP)

200x15 THK END PLATE

40 (TYP)50

203x133x25UBB

110


200x15 THK END PLATE

NOTES:-

All bolts are M20, Grade 8.8



Variation no : Rev date Description

53



Sectional propertiesColumn UC254x254x73

Dc 254.1mm:= wc 254.6mm:= Tc 14.2mm:= tc 8.6mm:= rc 12.7mm:= dc 200.3mm:= Ac 9310mm2:=

Beam UB203x133x25

Db1 203.2mm:= wb1 133.2mm:= Tb1 7.8mm:= tb1 5.7mm:= rb1 7.6mm:= db1 172.4mm:= Ab1 3200mm2:=

Beam UC152x152x30

Db2 157.6mm:= wb2 152.9mm:= Tb2 9.4mm:= tb2 6.5mm:= rb2 7.6mm:= db2 123.6mm:= Ab2 3830mm2:=

Bracing

RSA90x90x8 Dbr 90mm:= wbr 90 mm⋅:= tbr 8mm:= Abr 1390mm2:=

MATERIAL PROPERTIES

Design strength of S275 material - up to & including 16thk.

py275 275N

mm2⋅:= Design strength of fillet -

weld for S275 material pw 220

N

mm2⋅:=

Design strength of S275 material - beyond 16thk. and including 40thk.

py265 265N

mm2⋅:=

Bearing strength of S275 - material

pbs275 460N

mm2:=

Checks for brace memberCheck for bolts between brace and gusset



No .of bolt rows nr 2:=




Shear load on each Bolt FsFn

:= Fs 7.5 kN=


Check for bearing capacity of brace bar / gusset plate

Bearing Capacity of brace bar per bolt hole Pbs d tbr⋅ pbs275⋅:= Pbs 73.6kN=

Pbs (73.6 kN) > Fs (7.5 kN): Therefore O.K.


54




Net area coefficient for grade S275 ke275 1.2:=

Pitch p 70mm:=



Tensile length Lt 40mm:=

Block Shear capacity Pr 0.6 py275⋅ tbr⋅ Lv ke275 Lt 0.5 Dh⋅−( )⋅+⎡⎣ ⎤⎦⋅:= Pr 191.1 kN=


Tension capacity of brace bar

Net area An Abr 1 Dh⋅ tbr⋅−( ) ke275⋅:= An 1456.8 mm2=

Effective area As min An Abr,( ):= As 1390 mm2=

Tension capacity PT py275 As( )⋅:= PT 382.3 kN=

PT (382.2 kN) > F (15 kN): Therefore O.K.

Check for UB 203x133x25

Tensile capacity of M20 bolt Pnom 110kN:=

Total tension per bolt FtFx16

:= Ft 2.5 kN= < 110kN

Vertical Shear per bolt FsFy16

:= Fs 2.5 kN= < 91.9kN

Combined Ratio RatioFsPs

FtPnom

+:= Ratio 0.05=

Ratio (0.05 ) < 1.4 , Therefore O.K.

6054

.60

56.15Check for weld between beam web and end plate

Min Dispersion length on weld Ld2 110.75 mm⋅:=

Dispersion on web Lw 54.60 mm⋅:=

Tension on web(conservatively) FtwFt Lw⋅

Ld2:= Ftw 1.233 kN=


55




:= FT 0.023kNmm

=

Vertical shear per mm FLFy2dc

:= FL 0.025kNmm

=

Resultant force per mm RwFT

1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= Rw 0.031kNmm

=

Size of fillet weld required sreqRw

0.7 pw⋅:= sreq 0.20mm=

Adopt 6 mm CFW s 6mm:=

Check for tension capacity of incoming beam web

Tension capacity of beam web per bolt tension

PT py275 Lw⋅ tb1⋅:= PT 85.59 kN=

Tension in web Ftw2 Ft Lw⋅( )⋅

Ld2:= Ftw 2.47kN=

PT (85.59 kN) > Ftw (2.47 kN): Therefore O.K.

Check for end plate

Bolt gauge g 110mm:=

Lever arm distance ( considering bending local to beam web )

mdg2

tb12

− 0.8s−:= md 47.35 mm=


md( )⋅:= M 0.059 kN m⋅=

Dispersion length ( Worst case) Ld2 110.75 mm=


py275 Ld2⋅:= treqd 3.41mm=



56



Check for bolts & end plate for UC 152x152x30

Dia of bolt d 20mm:=







Tension per bolt Ft1Fx4

:= Ft1 12.5kN= < 110 kN

Total horizontal shear per bolt FhsFh4

:= Fhs 1.25kN=

Total vertical shear per bolt FsvFyn

:= Fsv 1.25kN= < 91.9kN

Resultant shear per Bolt Fs Fhs2 Fsv

2+:= Fs 1.77kN=

Combined shear and tension RatioFsPs

Ft1Pnom

+⎛⎜⎜⎝

⎞

⎠:= Ratio 0.13=

Ratio ( 0.13 ) < 1.4 : Therefore O.K.

11065.60

55.60


Depth b/w fillet db 123.6 mm⋅:=

Dispersion length Lt 121.20 mm⋅:=

Dispersion along web Lw 55.60mm:=

Tensile force on web Ftw Ft1LwLt

⋅:= Ftw 5.73kN=

Tension per mm FTFtwLw

:= FT 0.103kNmm

=


57



Shear per mm FLFy

2 db⋅:= FL 0.040

kNmm

=


1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 0.092kNmm

=


0.7 pw⋅:= s 0.60mm=

Adopt 6 mm CFW

Check for the End plate Thickness

Size of weld s 6mm:=

Distance md mdg2

tb22

− 0.8 s⋅−⎛⎜⎝

⎞

⎠:= md 46.95 mm=

Moment MeFt md⋅

2:= Me 0.06kN m⋅=

Thickness required treqMe 6⋅

py275 121.20⋅ mm:= treq 3.25mm=

Adopt 15Thk end plate

Check for Dragon tie connection

Check for bolt b/w connection plate & UC 152x152x30

Bracing component of RSA 90x90x8 Fvb F sin 33.69deg( )⋅:= Fvb 8.32kN=


Shear per bolt plane Fs1 Fvb:= Fs1 8.32kN=

Shear per bolt FsFs1n

:= Fs 2.08kN= < 91.9 kN Therefore OK

203x133x25UB

254x254x73UC

RSA 90x90x8

280(MAX)

152x

152x

30UC

180(

MAX)

12.48 kN

15 kN

8.32 k

N

33.69

°

Bending capacity of connection plate near UC 152x152x30

Considering pin point @ connection plate & end plate weld,

Thickness of connection plate tcp 15 mm⋅:=

Width of connection plate Wc 130 mm⋅:=

(Worst case)

Eccentricity e 280 mm⋅:=

Moment on connection plate Mc Fvb e⋅:=


58



Mc 2.33kN m⋅=

Moment capacity of plate MpWc

2 tcp⋅

6py275⋅ 1.2⋅:= Mp 13.94 kN m⋅=

Mc ( 2.33 kNm ) < Mp ( 13.94 kNm ): Therefore O.K.

Compression capacity of connnection plate (Worst case)

Effective length for compression Leff 280 mm⋅:=

Min radius of gyration ryytcp

2

12:= ryy 4.33mm=


⋅:= λ 96.99=

pc 146.52N

mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)

wd 130 mm⋅:= wd 130 mm=Max available dispersed length

Compressive strength of the plate Pc wd tcp⋅ pc⋅:= Pc 285.72 kN=

Pc (285.7 kN) > Fvb (8.3 kN): Therefore O.K.

Combined axial and tension RatioMcMp

FvbPc

+:= Ratio 0.2= < 1

(Worst case) Therefore OK Check bearing for UC 152x152x30 beam web

Minimum thickness of connected ply tb2 6.5 mm=

Total bearing force on web Fs1 Fvb:= Fs1 8.32kN=

Bearing capacity of beam web Pbs n d⋅ tb2⋅ pbs275⋅:= Pbs 239.2 kN=

Fs1 ( 8.32 kN ) < Pbs ( 239.2 kN ): Therefore O.K.

Check for weld b/w connection plate

Effective length for weld Lw 130 mm⋅:=

Shear per mm FLFvb2 Lw⋅

:= FL 0.032kNmm

=

Size of weld reqd sFL

0.7 pw⋅:= s 0.21mm=

Adopt 6mm CFW


59



Check for bolt b/w connection plate & UB 203x133x25

Bracing component of RSA 90x90x8 Fhb F cos 33.69deg( )⋅:= Fhb 12.48 kN=


Shear per bolt plane Fs2 Fhb:= Fs2 12.48 kN=

Shear per bolt Fs3Fs2n

:= Fs3 3.12kN= < 91.9 kN

Bending capacity of connection plate near UB 203x133x25 Therefore OK

203x133x25UB

254x254x73UC

RSA 90x90x8

280(MAX)

152x

152x

30UC

180(

MAX)

12.48 kN

15 kN

8.32 k

N

33.69

°Considering pin point @ connection plate & end plate weld,

Eccentricity e1 180 mm⋅:=

Moment on connection plate Mc1 Fhb e1⋅:=

Mc1 2.25kN m⋅=

Mc1 ( 2.25 kNm ) < Mp ( 13.94 kNm ): Therefore O.K.

Compression capacity of connnection plate

Effective length for compression Leff1 e1:=

Slenderness ratio λ1 1.5Leffryy

⋅:= λ1 96.99=

pc1 146.52N

mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)

Compressive strength of the plate Pc1 wd tcp⋅ pc⋅:= Pc1 285.72 kN=

Pc (285.7 kN) > Fvb (8.3 kN): Therefore O.K.

Combined axial and tension RatioMc1Mp

FhbPc1

+:= Ratio 0.2= < 1

(Worst case) Therefore OK

Check bearing for UB 203x133x25 beam web

Minimum thickness of connected ply tb1 5.7 mm=

Total bearing force on web Fs1 Fhb:= Fs1 12.48 kN=

Bearing capacity of beam web Pbs n d⋅ tb1⋅ pbs275⋅:= Pbs 209.76 kN=

Fs1 ( 12.48 kN ) < Pbs ( 209.76 kN ): Therefore O.K.


60



Check for weld b/w connection plate

Shear per mm FL1Fhb2 Lw⋅

:= FL1 0.048kNmm

=

Size of weld reqd s1FL1

0.7 pw⋅:= s1 0.31mm=

Adopt 6mm CFW


61



CONNECTION - C03-C2

Vertical shear in UC 203X203X46 Fv1 105kN:= Vertical shear in UC 152X152X30 Fv2 2kN:=

Horizontal shear in UC 203X203X46 Fh1 37kN:= Axial force in UC 152X152X30 Fx2 71kN:=

Axial force in UC 203X203X46 Fx1 119kN:= Axial force in brace member F 89kN:=

(TYP)

62kN44

64kN

89kN

°

90

115 70

°89kN

64kN

44 62kN

°

89kN

64kN

4462kN

90(TY

P)GUSSET 15 THK.

350(MAX)(TYP)

200(MIN)

UC 152X152X30 UC 203X203X46

UC 305X305X118

4040(TYP)

20(M

IN)

(TYP

)

A A

SECTION A-A

GUSSET 15 THK.

160(MAX)(TYP) 35

(MAX

)(T

YP)

BOTTOM FLANGE TRIMMED TO MISS BOLTS

END PLATE 250 X 15 THK BOLTS @ 120 X/CRS

W.P.

UC 152X152X30(TYP)

100

UC 203X203X46

UC 152X152X30

20(M

IN)

(TYP)

BRACE BAR NOT SHOWN FOR CLARITY

NOTES:-


All welds are 6 CFW.



62




Brace bar UC 152 X 152 X 30

Dbr 157.6mm:= Wbr 152.9 mm⋅:= tbr 6.5mm:= Tbr 9.4 mm⋅:= rbr 7.6 mm⋅:= Abr 3830mm2:= dbr 123.6mm:=

L.H.S. Beam UC 152 X 152 X 30

Db1 157.6mm:= Wb1 152.9 mm⋅:= tb1 6.5mm:= Tb1 9.4 mm⋅:= rb1 7.6 mm⋅:= Ab1 3830mm2:= db1 123.6mm:=

R.H.S. Beam UC 203 X 203 X 46

Db2 203.2mm:= Wb2 203.6 mm⋅:= tb2 7.2mm:= Tb2 11 mm⋅:= rb2 10.2 mm⋅:= Ab2 5870mm2:= db2 160.8mm:=

Material Properties

Design strength of S275 materialUp to and including 16 thk

py275 275N

mm2⋅:=

Design strength of S275 materialbeyond 16thk, Up to and including 40mm thk

py265 265N

mm2⋅:=

Bearing Strength of S275 material pbs 460

N

mm2:=


mm2⋅:=

Bolt properties in brace bar Bolt properties in end plate

Bolt Diameter d 20 mm⋅:= d 20 mm⋅:=

Diameter of bolt hole Dh 22mm:= Dh 22mm:=

No of bolt rows nrb 1:= nr 2:=

No of bolt columns ncb 2:= nc 2:=

Total no. of bolts nb 2= n 4=

End distance etb 40mm:= et 35mm:=

Gauge gb 90mm:= g 120mm:=

Shear capacity of M20 bolt Ps 91.9kN:= Pitch p 90mm:=



63



Check for brace bar (UC 152X152X30)

Check for bolts between brace and gusset

Shear force on each bolt FsFnb

:= Fs 44.5kN=



Minimum thickness of connected part Tbr 9.4 mm=

Bearing Capacity Pbs d Tbr⋅ pbs⋅ nb⋅:= Pbs 172.96 kN=

Pbs (172.96 kN) > F (89 kN): Therefore O.K.


40

31.45


ke 1.2:= k 0.5:=

Thickness of flange of brace bar Tbr 9.4 mm=

Shear length Lv etb:= Lv 40 mm=

LtWbr gb−

2:= Lt 31.45 mm=Tensile length

Block Shear capacityPr 2 0.6 py275⋅ Tbr⋅ Lv ke Lt k Dh⋅−( )⋅+⎡⎣ ⎤⎦⋅⎡⎣ ⎤⎦⋅:= Pr 200.20 kN=


Check for gussetCheck for compression capacity of gusset plate




2

12:= ryy 4.33mm=


⋅:= λ 121.24=

pc 106.13N

mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)


64



Max available dispersed length within gusset wd gb:= wd 90 mm=



Check for weld between end plate and gusset

(Worst case)

Length of the weld b/w end plate and gusset Lw

250mm tb2−

2

⎛⎜⎝

⎞

⎠25mm−:= Lw 96.4mm=

Shear force per mm on weldFLe

F sin 44deg( )⋅

2 Lw⋅:= FLe 0.321

kNmm

=

Size of weld required for gusset and end plate s

FLe0.7 pw⋅

:= s 2.08mm=

Adopt 6mm CFW

7011

515

e=7.

50

Checks for beam to beam connection

Check for bolts

Eccentricity between C.G of thebolt group to C/L of Gusset plate ec 70mm

p2

+⎛⎜⎝

⎞⎠

115mmtg2

−⎛⎜⎝

⎞

⎠−:= ec 7.5 mm=

Torsional moment due to component of brace

Mt 2 F⋅ sin 44deg( )⋅ ec⋅:= Mt 0.93kN m⋅=(Worst case)

Inertia of the bolt group Ibg np2

⎛⎜⎝

⎞⎠

2⋅ n

g2

⎛⎜⎝

⎞⎠

2⋅+:= Ibg 22500 mm2

=

Vertical shear on the outermost boltdue to torsion Fvt

Mtg2

⎛⎜⎝

⎞⎠

⋅

Ibg:= Fvt 2.47kN=

Total vertical shear force on outermost bolt

FsvFv1n

Fvt+:= Fsv 28.72 kN=(Worst case)

Horizontal shear on the outermostbolt due to torsion Fht

Mtp2

⎛⎜⎝

⎞⎠

⋅

Ibg:= Fht 1.85kN=

Total horizontal shear force on outermost bolt

FshFh1

2Fht+:= Fsh 20.35 kN=(Worst case)


65



Resultant shear on outermost bolt Fs Fsv2 Fsh

2+:= Fs 35.20 kN=

Minimum pass through Tension per bolt FtFx24

:= Ft 17.75 kN=

RatioFsPs

FtPnom

+:= Ratio 0.54=

Ratio (0.54 ) < 1.4 : Therefore O.K.

Check for weld between end plate and beam web (Worst case)

88

6780


Dispersion length Lw 80 mm⋅:=

(Conservatively)

Tension per mm on web weld FTFtLw

:= FT 0.222kNmm

=

Vertical shear per mm FLFv1

Db2 35mm− Tb2− rb2− 15mm−( ) 2⋅:= FL 0.398

kNmm

=


1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R1 0.436kNmm

=


0.7 pw⋅:= sreq 2.83mm=

Adopt 6mm CFW s 6mm:=

Check for weld between end plate and beam flange

Lw1 Wb2 tb2− 2 rb2⋅−:= Lw1 176 mm=Length of weld available for shear

Horizontal shear per mm on flange weld FL1Fh1Lw1

:= FL1 0.210kNmm

=

Tension per mm on flange weld FT1

Ft86

86 67+⋅

86mm:= FT1 0.116

kNmm

=

Resultant force per mm R2FT11.25

⎛⎜⎝

⎞

⎠

2

FL12

+:= R2 0.23kNmm

=

Size of fillet weld required sreq1R2

0.7 pw⋅:= sreq1 1.49mm=

Adopt 6mm CFW


66




Bolt tension per bolt Ft 17.75 kN=

Moment due to boltforce(worst case)

MFt2

g2

tb12

− 0.8 s⋅−⎛⎜⎝

⎞

⎠⋅:= M 0.46kN m⋅=

Dispersion length Ld 80mm:=


py275 Ld⋅:= treqd 11.21 mm=


Check for bearing capacity of end plate / beam web

Total vertical shear per bolt FsvFv1n

Fv2n

+ 1.5 Fvt⋅+:= Fsv 30.46 kN=

Total horizontal shear per bolt FshFh1

21.5 Fht⋅+:= Fsh 21.28 kN=

(Conservatively)

Resultant shear acting on supporting beam web Fsb Fsv

2 Fsh2

+:= Fsb 37.16 kN=

Minimum thickness of connected ply tb 12mm:=


mm2⋅:=

Bearing Capacity of supporting beam web Pbs d tb⋅ pbs⋅:= Pbs 110.4 kN=


Check for Shear & Bending interaction at the Notch for R.H.S. beam

tb2

Dn2=

(Db2

-dcn

-Tb2

)Tb

2Wb2

tg

Lg=121.4

Considering the gusset as a stiffener,

Depth of notch dcn 35mm:=

Length of notch c 160mm:=


Depth of notched section Dn2 Db2 dcn− Tb2−:=

Dn2 157.2 mm=

Length of gussetLg 121.4mm:=

(Conservatively)


67



Depth of web above gusset Dwa 115mm tg− dcn−:= Dwa 65 mm=

Depth of web below gusset Dwb Dn2 Dwa− tg−:= Dwb 77.2mm=


yt2

tb2 Dn2⋅Dn2

2⋅

⎛⎜⎝

⎞

⎠2 Lg tg⋅ Dwa

tg2

+⎛⎜⎝

⎞

⎠⋅

⎡⎢⎣

⎤⎥⎦

⋅+ Wb2 Tb2⋅ Dn2Tb2

2+

⎛⎜⎝

⎞

⎠⋅

⎡⎢⎣

⎤⎥⎦

+

tb2 Dn2⋅ Wb2 Tb2⋅+ 2 Lg⋅ tg⋅+:=

yt2 102.29 mm=

Ymax2 max Db2 dcn− yt2− yt2,( ):= Ymax2 102.29 mm=

Taking second moment of area about N.A. of notched beam

Ixx2tb2 Dn2

3⋅

12tb2 Dn2⋅ Ymax2

Dn22

−⎛⎜⎝

⎞

⎠

2

⋅

⎡⎢⎢⎣

⎤⎥⎥⎦

+

⎡⎢⎢⎣

⎤⎥⎥⎦

Wb2 Tb23

⋅

12

⎛⎜⎜⎝

⎞

⎠Wb2 Tb2⋅ Dn2

Tb22

+ Ymax2−⎛⎜⎝

⎞

⎠

2

⋅+ 2Lg tg

3⋅

12

⎛⎜⎜⎝

⎞

⎠Lg tg⋅ Ymax2 Dwa

tg2

+⎛⎜⎝

⎞

⎠−

⎡⎢⎣

⎤⎥⎦

2

⋅+

⎡⎢⎢⎣

⎤⎥⎥⎦

⋅++

...:=

Ixx2 14462093.89 mm4=

Iyy2Tb2 Wb2

3⋅

12

Dn2 tb23

⋅

12+ 2

tg Lg3

⋅

12

⎛⎜⎜⎝

⎞

⎠tg Lg⋅

Lg2

tb22

+⎛⎜⎝

⎞

⎠

2

⋅+

⎡⎢⎢⎣

⎤⎥⎥⎦

⋅+:= Iyy2 27272177.09 mm4=


Zxx2Ixx2

Ymax2:= Zxx2 141386.07 mm3

=


Moment due to vertical shear Mx2 Fv1 c⋅:= Mx2 16.8kN m⋅=


Zyy2Iyy2

Lgtb22

+

:= Zyy2 218177.42 mm3=

Minor axis bending capacity Mcy2 Zyy2 py275⋅:= Mcy2 60 kN m⋅=

Moment due to horizontal shear My2 Fh1 c⋅:= My2 5.92kN m⋅=

Axial capacity of notched beam(Conservatively)

Pt2 Dwa tb2⋅ Dwb tb2⋅+ Wb2 Tb2⋅+( ) py275⋅:= Pt2 897.45 kN=


My2Mcy2

+Fx2Pt2

+:= R 0.61=

1.0 > R (0.61 ): Therefore O.K.


68


Date : DEC-05 Calc'd by : MS Checked by : SM


LOADS:

305X305X118 UC

Compression Fc 900 kN⋅:=

Major axis moment Mz 300 kN⋅ m⋅:=

650

550 7575 305X

305X

118

UC

150

200

150

300

BASE PLATE 700X650X60 THK30 THK NON-CEMENTITIOUS

NON-SHRINK GROUT

GROUT HOLES 50 DIA (TYP)

6A A

SECTION A-A

WASHER PLATE 120X120X20THK120

(TYP)(TYP)

(TYP

)

NOTES:-

All bolts are M24 grade 8.8 holding down bolts in 30mm dia holes.

All main steels & fittings are S355.

Variation no:

Rev date

Description

69



SECTIONAL PROPERTIES

Column : 305X305X118 UC

Dc 314.5mm:= wc 307.4mm:= Tc 18.7mm:= tc 12mm:= rc 15.2mm:= dc 246.7mm:= Ac 15000 mm2=

MATERIAL PROPERTIES

Design strength of S355 material up to & including 16 mm thk. py355 355N

mm2⋅:=

Design strength of S355 material beyond 16 mm thk and upto and including 40 mm thk. py345 345N

mm2⋅:=

Design strength of S355 material beyond 40 mm thk and upto and including 63 mm thk. py335 335N

mm2⋅:=


mm2⋅:=

Check for bolted splice connection


Total no of bolts per side nc 4:=


Enhanced tension capacity of Holding Down bolt

Pte 198 kN=

Cube strength of concrete (C25) fcu 25N

mm2:=

Design bearing strength of concrete fcud 0.4 fcu⋅:= fcud 10N

mm2=

Check for base plate connection

Width of base plate provided wbp 700mm:=

Depth of base plate provided Dbp 650mm:=

tbp 60mm:=Thickness of base plate provided

Variation no:

Rev date

Description

70



Finding the dimension 'X',

0.6

fcu

C

T

Fc

h=625mmwp=700mm

X

Distance between C/L of tensile bolt from outer edge of compressive stress block

h 625mm:=

Let k0.6 fcu⋅ Dbp⋅

2:= k 4.9

kNmm

=

l 0.6 fcu⋅ Dbp⋅ h⋅:= l 6093.8 kN=

q Fc h⋅ Fcwbp

2⋅− Mz+:= q 547.5 kN m⋅=

X1l− l2 4 k q⋅( )⋅−+

2− k⋅:= X1 97.44 mm=

0.6

fcu

C

T

FcL1

X2l− l2 4 k q⋅( )⋅−−

2− k⋅:= X2 1152.56 mm=

Adopt reasonable length of compresiive stress block X 97.44mm:=

Check for base plate thickness

Compression side bending

Assume column flange weld sw 6mm:=

Effective length of projected portionin compression side

ewbp Dc−

20.8 sw⋅−:= e 188 mm=

Moment per mm width applied to plate from stress block

mC 0.6 fcu⋅e2

2⋅:= mC 264.9 kN=

Thickness of base plate reqdon compression side

tbpreqd14 mC⋅

py335:= tbpreqd1 56.2mm=

Tension side bending

Tension per side T 0.6 fcu⋅ Dbp⋅ X⋅( ) Fc−:= T 50 kN=

Effective length of projected portionin tension side

e1wbp Dc−

20.8 sw⋅−:= e 188 mm=

Moment induced on base plate due to tension mT T e1⋅:= mT 9.4 kN m⋅=

Thickness of base plate reqdon tension side tbpreqd2

4 mT⋅

py335 Dbp⋅:= tbpreqd2 13.1mm=

Thickness of base plate reqd tbpreqd max tbpreqd1 tbpreqd2,( ):= tbpreqd 56.2mm=

Adopt 60mm thk base plate.

Variation no:

Rev date

Description

71



Check for holding down bolts

Tension acting each bolt FtTnc

:= Ft 12.5kN=

Ft (12.51 kN) < Pte (198 kN): Therefore O.K.

Check for conical pull out of tension bolts

(From steel designer's manual, P.No.796, Table 27.2)Surface area of conical pull-out Acp 525800mm2

:=

Surface stress due to conical pull-out vcpFt

Acp:= vcp 0.02

N

mm2=

(From BS8110-1:1997,P.No.32,table 3.8)vc 0.34

N

mm2:=Design shear stress of concrete

vcp (0.02 N/mm^2) < vc (0.34 N/mm^2): Therefore O.K.

Check for punching shear of concrete section

Anchorage length of holding down bolts provided L 300mm:=

Washer plate width bap 120mm:=

Washer plate length lap 120mm:=

Washer plate thickness tap 20mm:=

Washer plate perimeters overlap.

Perimeter around the anchor plate Lp 2 120mm bap+( )⋅ 2 3 L⋅( )⋅+ 2 3 L⋅( )⋅+:= Lp 4080 mm=

Average shear stress over effective depth

fvT

Lp L⋅:= fv 0.04

N

mm2=

fv (0.04 N/mm^2) < vc (0.34 N/mm^2): Therefore O.K.

Check for washer plate bearing on concrete

ø of tube=50

ø of bolt=24B

72.85

120

120

60

Awp bap lap⋅:= Awp 14400 mm2=Area of washer plate

Diameter of tube Dtb 50mm:=

Area of tube Atbπ Dtb

2⋅

4:= Atb 1963.5 mm2

=

Bearing area of concrete @ washer plate location

Abcw Awp Atb−:= Abcw 12436.5 mm2=

Variation no:

Rev date

Description

72



Bearing stress on concrete @ washer plate location fcbw

FtAbcw

:= fcbw 1.01N

mm2=

fcbw (1.01 N/mm^2) < fcud (10 N/mm^2): Therefore O.K.

ø of tube=50

ø of bolt=24B

72.85

120

120

60

Check for washer plate bending

Max length of bending lbw 60mm( )2bap2

⎛⎜⎝

⎞

⎠

2

+d2

−:= lbw 72.85 mm=

Length of loading llw lbwDtb d−

2

⎛⎜⎝

⎞

⎠−:= llw 59.9mm=

Moment acting @ B per mm Mwp fcbw llw⋅ lbw llw−( )llw2

+⎡⎢⎣

⎤⎥⎦

⋅:= Mwp 2.6kN mm⋅

mm=

Moment capacity of washer plate per mm

Mcwptap

2

6py345⋅:= Mcwp 23

kN mm⋅

mm=

Mwp (2.58 kNmm/mm) < Mcwp(23 kNmm/mm): Therefore O.K.

Weld between column flange and base plate

Length available for weld Lweld 2 wc⋅ tc− 2 rc⋅−:= Lweld 572.4 mm=

Net force acting in the column flange FwMz

Dc Tc−Fc

wc Tc⋅

Ac⋅−:= Fw 669.3 kN=

Fcf wc Tc⋅ py345⋅:= Fcf 1983.2 kN=Capacity of column flange

Force acting on the flange weld per mm

FTmin Fw Fcf,( )

Lweld:= FT 1.2

kNmm

=

Size of weld required swFT

1.25 0.7⋅ pw⋅:= sw 5.35mm=

Adopt 6mm CFW allround.

Variation no:

Rev date

Description

73

© MasterKey Joints - Project Title C:\Documents and Settings\SENTHIL\Desktop\C04-2005

25125William Hare LimitedBrandlesholme House, Brandlesholme RoadBury, Manchester BL8 1JJwww.williamhare.comTel: 0161 6090000 Fax: 0161 6090409

Job RefSheetMade byDateCheckedApproved

: : C04-C2 / 001: SSK: December, 2005 / Ver. 2004.10: SM:

© Civil and Structural Computer Services Limited, 1 Circular Road, Newtownabbey, Co. Antrim BT37 0RA, Tel: 028 9036 5950 Fax: 028 9036 5102

C04 - C2 - BASE PLATE CONNECTIONBase-Plate Connection

8fw8fw

600

200

200

200

200

600

75 75

Base-Plate 600 x 600 x 50 mm (141 kg)With 6 No. 36 mm holesFor 30 mm Grade 8.8 Bolts.

25 grout

700

203x203 UC 52 [S 275]

Washers 120 x 120 x 25 mm thick with 50 mm VoidAll Plates S 275. All Welds Grade 42 (direct bearing assumed.)

Loading Case 01Basic Data

Applied Forces at Interface - - Case 01Resultant Forces M, Fv, F Moment +40.0 kNm, Shear +0.0 kN, Axial +0.0 kN

(Left side in tension, Axial Compression)

Basic DimensionsColumn: 203x203 UC 52 [28] D=206.2, B=204.3, T=12.5, t=7.9, r=10.2, py=275Data grout, Fcu, Fcv, Py, Slope 25 N/mm², 25 N/mm², 0.35 N/mm², 255 N/mm², 45 deg to verticalDesign to BS 5950-1: 2000 and the SCI Green Book:

Joints in Steel Construction : Moment Connections: SCI-P-207/95Column Capacities Mc, Fvc, Fc 156.0 kN.m, 268.8 kN, 1822.7 kN Mc = 156.0 kN.m OK

Summary of Results (Unity Ratios)Concrete Pressure (under axial only) 0.00 OKBase-Plate thickness in Compression (under axial only) 0.00 OKBolt Tension 0.10 OKBase-Plate thickness in Compression 0.48 OKPlate Tension Bending 0.31 0.31 OKConcrete Embedment 0.13 OKWasher Bending & Shear 0.00, 0.04 0.04 OKPullout Cones 0.03, 0.07 0.07 OKFlange & Web Welds 0.36 0.36 OK

74




: : C04/C2 / 002: SSK: December, 2005 / Ver. 2004.10: SM:



Applied Forces at Interface - - Case 02Resultant Forces M, Fv, F Moment +0.0 kNm, Shear +268.0 kN, Axial +1425.0 kN

(Axial Compression)Column Capacities Mc, Fvc, Fc 156.0 kN.m, 268.8 kN, 1822.7 kN Fvc = 268.8 kN OK

Summary of Results (Unity Ratios)Concrete Pressure 0.40 OKBase-Plate thickness in Compression 0.85 OKHorizontal Shear 0.22 OKFlange & Web Welds 0.66 0.66 OK

75




: : C04/C2 / 003: SSK: December, 2005 / Ver. 2004.10: SM:



Applied Forces at Interface - - Case 03Resultant Forces M, Fv, F Moment +0.0 kNm, Shear +0.0 kN, Axial -1225.0 kN

(Axial Up-Lift)Column Capacities Mc, Fvc, Fc 156.0 kN.m, 268.8 kN, 1822.7 kN Fc = 1822.7 kN OK

Summary of Results (Unity Ratios)Bolt Tension 0.81 OKPlate Tension Bending 0.89 0.89 OKConcrete Embedment 0.76 OKWasher Bending & Shear 0.00, 0.36 0.36 OKPullout Cones 0.23, 0.54, 0.85 0.85 OKFlange & Web Welds 0.83, 0.53 0.83 OK

76

CALC BY SSKCHECKED SMDATE DEC-05PAGE C04-C2/004

SITE LOCATION SHERBURN

SITE ALTITUDE 100 m

MONTH OF YEAR ERECTION WILL TAKE PLACE

CHOOSE TYPE OF SITE (LEFT CLICK ON FIGURE TO RIGHT OF SITE TYPE)

INLAND 24 m/s

COASTAL 24 m/s

Vb (Basic wind speed)

Vs = Vb x Sa x Sd x Ss x Ss

Vb = 24 m/sSa = 1.15Sd = 1Ss = 1Sp = 0.749

Vs = 20.67 m/s APPROXIMATES TO 46.24 MPH

Sb = 1.86 Based on 15m column

Ve = 38.45 m/sqs = 0.91 kN/m2

APPLY FACTORS

Cp SHARP EDGED SECTION 2CIRCULAR SECTION 1.2

Cp = 2

qs factored = 2.54 kN/m2

LENGTH OF COLUMN = 12 mGREATEST WIDTH OF SECTION = 0.206 m

MOMENT @BASE = 37.64 kNm

BRITISH GYPSUM - DSG BUILDING

DESIGN OF BASE PLATE

YEAR ROUND

77

MSELVAN

Text Box

CALC BY SSKCHECKED SMDATE DEC'05PAGE C04-C2/005



BASE DIMENSIONS

TENSION/BOLT X-X = 27.88 kN=

TENSION/BOLT Y-Y 47.05 kN

HOLDING DOWN BOLT DIAMETER = 30 mm=

HOLDING DOWN BOLT GRADE 8.8

TENSILE CAPACITY = 314 kN/ BOLT

X-X AXIS BOLTS OK

Y-Y AXIS BOLTS OK

BEARING OF WEDGES ON CONCRETE

WIDTH OF WEDGE = 100 mm Note: Wedge minimum 100mm

BEARING LENGTH = 100 mm

COMPRESSIVE FORCE ACTING ON WEDGE/PACK ( X-X AXIS) = 83.64 kN

COMPRESSIVE FORCE ACTING ON WEDGE/PACK (Y-Y AXIS) = 94.10 kN

BEARING ON CONCRETE X-X = 8.36 N/mm2

BEARING ON CONCRETE Y-Y = 9.41 N/mm2

CONCRETE GRADE = 25 N/mm2

600

200

200

200

200

600

75 75450

78

MSELVAN

Text Box




ALLOWABLE STRESS TO CONCRETE = 10 N/mm2

X-X AXIS BEARING TO CONCRETE OK

Y-Y AXIS BEARING TO CONCRETE OK

BASE PLATE BENDING

X-X AXIS

la = 67.10 mm

DISPERSAL LENGTH = 102.15 mm

THICKNESS OF BASE PLATE = 50 mm

THICKNESS OF BASE PLATE REQUIRED = 15.18 mm

BASEPLATE OK

WASHER PLATE BEARING ON CONCRETE

THICKNESS OF WASHER PLATE= 25 mmMINIMUM RECOMMENDED THICKNESS = 25

GRADE OF WASHER PLATE = 265 N/mm2

WIDTH OF WASHER PLATE = 120

LENGTH OF WASHER PLATE = 120 mm

AREA OF WASHER PLATE = 14400 mm2

DIAMETER OF CONE/TUBE = 50 mm AT INTERFACE WITH WASHER PACK

AREA OF CONE/TUBE = 1963.50 mm2

AREA BEARING ON CONCRETE = 12436.50 mm2

ALLOWABLE STRESS TO CONCRETE = 10 N/mm2

BEARING ON CONCRETE X-X = 2.24 N/mm2

BEARING ON CONCRETE Y-Y = 3.78 N/mm2

X-X AXIS BEARING TO CONCRETE OK

Y-Y AXIS BEARING TO CONCRETE OK

79

MSELVAN

Text Box




WASHER PLATE BENDING

WORST CASE CANTILEVER = 63.64 mm

LOADED LENGTH = 53.64 mm

MAXIMUM MOMENT = 7471.85 Nmm

MOMENT CAPACITY OF PLATE = 27604.17 Nmm OK

CONCRETE PULLOUT

CONICAL SURFACE AREA = 24297 cm2 FROM STEEL DESIGNERS MANUALFIFTH EDITION PAGE 796 TABLE 27.2

NOTE; IF VALUE IS TO THE RIGHT OF HEAVY ZIG-ZAG LINE, DOUBLE EFFECTIVE CONICAL SURFACE AREA

SURFACE STRESS = 0.15 N/mm2

ALLOWABLE CONCRETE SHEAR STRESS = 0.34 N/mm2 OK

PUNCHING SHEAR

EMBEDMENT LENGTH = = 700 mm

P = (12 X L) + Pap

Pap = 480 mm

P = 8880 mm

AVERAGE SHEAR STRESS = 0.008 N/mm2 OK

80

MSELVAN

Text Box

Client : Project : Estimate no : Contract no : Sheet no : C05-C1/ 1


CONNECTION NO. C05-C1 ( Column splice detail using cap & base plates )

LOADS

Axial force Fa 350kN:=

Major axis Moment Mz1 100kN m⋅:=

M24 BOLTSGrade 8.8

SECTION A-A

100 10065 6565

6060

30 THK BASE PLATE & CAP PLATEAA

UC

356

X 3

68 X

129

= =

400

(TYP)1010 WEB

ONLY

UC

356

X 3

68 X

129

66

FLANGE ONLY

(TYP)

Notes

All main steels and fittings are S355

Variation no: Rev date

Description

81



Sectional properties

ColumnUC 356 x 368 x 129 Dc1 355.6mm:= Wc1 368.6mm:= Tc1 17.5mm:= tc1 10.4mm:= rc1 15.2mm:=

Ac1 16400mm2:=

Material Properties


py355 355N

mm2⋅:=

Design strength of S345 materialbeyond 16thk and up to & including40mm thk

py345 345N

mm2⋅:=

Bearing Strength of S355 material pbs355 550N

mm2:=

Design strength of fillet weld for S355 material

pw 250N

mm2⋅:=

Check for bolts

Bolt diameter d 24mm:=


Total number of bolts n 8:=

Shear Capacity of bolt Ps 132kN:=

Tensile Capacity of bolt Pnom 158kN:=

Bolt lever arm distance( Taking rotation about c/l of column flanges )

Rr 71.55 136.55 201.55 266.55( ) mm⋅:=

Sectional modulus of bolt group Zbg1 20

3

n

Rr0 n,⎛⎝

⎞⎠

2∑=

Rr0 3,

⋅:= Zbg1 1016.22 mm=

Tension per bolt due to major axis moment

Ftm1Mz1Zbg1

:= Ftm1 98.40 kN=


Description

82



Tension per bolt due to moment Ftt Ftm1:= Ftt 98.40 kN=

Tension per bolt due to axial FatFan

:= Fat 43.75 kN=

Total tension per bolt due to moment & axial

Ft Ftt Fat+:= Ft 142.15 kN= > Pnom 158kN:=

Therefore OK

80.10

146.

37

Check for weld b/w column flanges to base plate

Check for tension

Maximum tension on bolt Ft 142.15 kN=

Tension on column flange FtfFt 146.37⋅ mm⋅

146.37 80.10+( ) mm⋅:= Ftf 91.88 kN=

Tension per mm on weld FTFtf

146.37 mm⋅:= FT 0.628

kNmm

=

Size of fillet weld required sreqdFT

0.7 pw⋅ 1.25⋅:= sreqd 2.87mm=

Check for compression

Compressive force on columnflange due to axial

FcaWc1 Tc1⋅

Ac1Fa⋅:= Fca 137.7 kN=

Max. compression in flangeof column due to moment and axial

Fc

2 Ftt⋅

0

3

n

Rr0 n,∑=

⎛⎜⎜⎝

⎞

⎠

⋅

Rr0 3,

Fca+:= Fc 636.9 kN=

Compression per mm FTcFc

2 Wc1⋅ 2 rc1⋅− tc1−:= FTc 0.91

kNmm

=

Size of fillet weld required sreqdFTc

0.7 pw⋅ 1.25⋅:= sreqd 4.18mm=

Adopt 6mm CFW


Description

83



Weld b/w column web to base plate

Dispersion length Lweld 65 mm⋅:=

Tension acting on 2nd bolt row Ft2 Ftm1

Rr0 2,

Rr0 3,

⋅ Fat+:= Ft2 118.16 kN=

Tension per mm on weld FTFt2

Lweld:= FT 1.818

kNmm

=

Size of weld required sreqdFT

0.7 pw⋅ 1.25⋅:= sreqd 8.31mm=

Adopt 10mm CFW

Check for base/cap plate

65

46.8


46.8 mm⋅( )⋅:= M 3.326 kN m⋅=




Adopt 30mm thk base/cap plate


Description

84


Date : DEC-05Calc'd by : MMChecked by : KP

6014

014

0

120

120

WEB PLATE600x20THK(2 NOS)

SECTION A-A

INTERNAL COVER PLATE

120

60

100x40THK (2 NOS) (TYP)

140

60

50

120

120

120

120

60

HE1000M

A

120 120 120 120 6060

EXTERNAL COVER PLATE300x40THK (1 NO) (TYP)

180

C/L OF SPLICE

CONNECTION NO.C05-C2 ( Splice connection with flange & web plates )

LOADS

Column ( HE 1000M )

Capacity of single Flange Ff 3201.2 kN⋅:= 50% Capacity of Web Fw 2681.8 kN⋅:=

NOTES:-




85



Material Properties Design Values


py275 275N

mm2⋅:= For S 275 Steel Ke275 1.2:=

Design strength of S275 materialbeyond 16thk and up to & including40mm thk

py265 265N

mm2⋅:= For Double line bolts k2 2.5:=

Bearing Strength of S275 Material pbs275 460N

mm2:= For Single line bolts k1 0.5:=

Sectional properties Column 1HE1000M

Column 2HE1000M

Depth Dc1 1008mm:= Dc2 1008mm:=

Width Wc1 302mm:= Wc2 302mm:=

Thickness of flange Tc1 40mm:= Tc2 40mm:=

Thickness of web tc1 21mm:= tc2 21mm:=

Root radius rc1 30mm:= rc2 30mm:=

Cross sectional area, Ac1 44400.mm2:= Ac2 44400mm2

:=

Bolts Flange Web

Bolt diameter d1 30mm:= d2 30mm:=

Diameter of hole Dh1 33mm:= Dh2 33mm:=

Number of bolt rows nr1 4:= nr2 2:=

Number of bolt columns nc1 2:= nc2 5:=

Total number of bolts n1 8= n2 10=

Shear Capacity of bolt Ps1 210 kN= Ps2 210 kN=


86



Flangeplate(Ext) Flangeplate(Int) Webplate

Length Lf 960mm:= Lfi 960mm:= Lw 540mm:=

Width Wf 300mm:= Wfi 100mm:= Ww 600mm:=

Thickness tfp 40mm:= tfpi 40mm:= twp 20mm:=

Pitch Distance pf 120mm:= pfi 120mm:= pw 140mm:=

Gauge Distance gf1 180mm:= gfw 120mm:=

End Distance(top) eft 60mm:= efti 60mm:= ewt 60mm:=

End Distance(bottom) efb 60mm:= efbi 60mm:= ewb 60mm:=

Edge Distance ef 60mm:= efi 50mm:= ew 60mm:=

End Distance column ecf 60mm:= ecw 70mm:=

Design loads

The force acting / flange Ff Wc1 Tc1⋅ py265⋅:= Ff 3201.2 kN=

The force acting in the web Fw Ac1 py265⋅ 2Ff−( ) 50100⋅:= Fw 2681.8 kN=

For flange connection

Check for flange boltBearing capacity in flange Pb n1 d1⋅ Tc1⋅ pbs275⋅:= Pb 4416 kN=

Shear force per bolt/ shear face FsFf

2n1:= Fs 200.1 kN=

Ps1 (210.38 kN) > Fs (200.08 kN): Therefore O.K.

Pb (4416 kN) > Ff (3201.2 kN): Therefore O.K.

Block shear in outer column flange plate

Tensile length Lt 60mm:= Shear length LvLf2

eft−:= Lv 420 mm=

Block shear Pr 2 0.6⋅ Tc1⋅ Lv Ke275 Lt k1 Dh1⋅−( )⋅+⎡⎣ ⎤⎦⋅ py265⋅:= Pr 6006.4 kN=

Pr (6006.38 kN) > Ff (3201.2 kN): Therefore O.K.


87



Tension on outer flange plateAxial Tensile / Compressive force in outer flange

Fo 0.5Ff:= (Assume 50% taken by outer plate) Fo 1600.6 kN=

Gross area of plate Ag Wf tfp⋅:= Ag 12000 mm2=

Net area of plate An Ag 2 Dh1⋅ tfp⋅−:= An 9360 mm2=

Effective net area Ae Ke275 An⋅:= Ae 11232 mm2=

Tension capacity of outer flange plate Pt min Ag Ae,( ) py265⋅:= Pt 2976.48 kN=

Pt (2976.48 kN) > Fo (1600.6 kN): Therefore O.K.

Compression on outer flange plate(1 No)

Effective Length for Buckling Leff 2 eft⋅:= Leff 120 mm=

Min radius of gyration ryytfp

2

12:= ryy 11.547 mm=

Slenderness ratio λ1.0 Leff⋅

ryy:= λ 10.39=

pc 265N

mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)

Compressive Capacity Pc Ag pc⋅:= Pc 3180 kN=

Pc (3180 kN) > Fo (1600.6 kN): Therefore O.K.

Tension on inner flange plate

Axial Tensile / Compressive force in inner flange

Fi Ff 0.5⋅:= (Assume 50% taken by inner plate) Fi 1600.6 kN=

Gross area of plates(2 Nos) Ag 2 Wfi⋅ tfpi⋅:= Ag 8000 mm2=

Net area of plate(2 Nos) An Ag 2Dh1 tfpi⋅−:= An 5360 mm2=


Tension capacity of inner flange plate(2 No)

Pt min Ag Ae,( ) py265⋅:= Pt 1704.5 kN=

Pt (1704.48 kN) > Fi (1600.6 kN): Therefore O.K.


88



Compression on inner flange plate

Effective Length for Buckling Leff 2 efti⋅:= Leff 120 mm=

Min radius of gyration (ryy) ryytfpi

2

12:= ryy 11.547 mm=

Slenderness ratio ( λ) λ1.0 Leff⋅

ryy:= λ 10.39=

pc 265N

mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)

Compressive Capacity ( Pc) Pc Ag pc⋅:= Pc 2120 kN=

Pc (2120 kN) > Fi (1600.6 kN): Therefore O.K.

For web connection

Check for web bolt

Bearing capacity Pb n2 d2⋅ tc1⋅ pbs275⋅:= Pb 2898 kN=

Shear force per bolt/ shear face FsFw2n2

:= Fs 134.1 kN=

Pb (2898 kN) > Fw (2681.8 kN): Therefore O.K.

Ps2 (210.38 kN) > Fs (134.09 kN): Therefore O.K.

Block shear in column web

Shear length Lv 2 pw ecw+( ):= Lv 420 mm= k 4:=

Tensile length Lt nc2 1−( )gfw:= Lt 480 mm=

Block shear Pr 0.6 tc1⋅ Lv Ke275 Lt k Dh2⋅−( )⋅+⎡⎣ ⎤⎦⋅ py265⋅:= Pr 2796.75 kN=

Pr (2796.75 kN) > Fw (2681.8 kN): Therefore O.K.


89



Tension capacity of web plateAxial Tensile / Compressive force in web

Fw 2681.8 kN=

Gross area of plate Ag 2Ww twp⋅:= Ag 24000 mm2=

Net area of plate An Ag nc2 Dh2⋅ twp⋅−:= An 20700 mm2=


Tension capacity of web Pt min Ag Ae,( ) py265⋅:= Pt 6360 kN=

Pt (6360 kN) > Fw (2681.8 kN): Therefore O.K.

Compression capacity of web plate

Effective Length for Buckling Leff 2 70⋅ mm:= Leff 140 mm=

Min radius of gyration (ryy) ryytwp

2

12:= ryy 5.774 mm=

Slenderness ratio ( λ) λ1.0 Leff⋅

ryy:= λ 24.25=

pc 258.4N

mm2= ( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)

Compressive Capacity ( Pc) Pc Ag pc⋅:= Pc 6201.1 kN=

Pc (6201.07 kN) > Fw (2681.8 kN): Therefore O.K.


90

© MasterKey Joints



: : C06 -C1 / 001: SM: DEC-05: KP:


Connection-C06-C1Beam to Column Flange End-Plated Moment Connection

fpbw

8fw

6fw

110

110

110

110

140

110

110

200990

10

End-Plate 1000 x 300 x 25 mm (59 kg)14 No. M20 8.8 Bolts in 22 mm holes

120

Welds grd 42 Plates S 275Beam HE 1000 A 272.27 [S 275]Column HE 500 A 155.06 [S 275]Top 0 above top flange

Right Hand Side - Loading Case 01Basic Data

Applied Forces at Column/Right Rafter InterfaceResultant Forces M, Fv, F +400.0 kNm, +900.0 kN, +150.0 kNLoad directions Top of Joint in Tension, Rafter moving Down and in Compression.Design to BS 5950-1: 2000 and the SCI Green Book:

Joints in Steel Construction : Moment Connections: SCI-P-207/95

Basic DimensionsColumn-HE 500 A 155.06 [28] D=490, B=300, T=23, t=12, r=27.0, py=265Beam-HE 1000 A 272.27 [28] D=990, B=300, T=31, t=16.5, r=30.0, py=275Rafter Capacities Mc, Fvc, Fc 3526.7 kN.m, 2695.3 kN, 9538.1 kN Fvc = 2695.3 kN OK

Summary of Results (Unity Ratios)Moment Capacity 516.0 kNm (for 3 rows of bolts) 0.64 OKMoment Capacity 417.9 kNm (for the 2 rows of bolts required in the tension zone) 0.79 OKShear Capacity 0.87 OKFlange Welds 1.00, 0.63 1.00 OKWeb Welds 0.68, 0.80 0.80 OK

91

MURALI

Rectangle

MURALI

Rectangle

MURALI

Text Box

13 PREP PPBW

© MasterKey Joints


Job RefSheetMade byDate DEC-05CheckedApproved

: : C06 -C1 / 002: SM:: KP:



Applied Forces at Column/Right Rafter InterfaceResultant Forces M, Fv, F +400.0 kNm, +900.0 kN, -150.0 kNLoad directions Top of Joint in Tension, Rafter moving Down and in Tension.Design to BS 5950-1: 2000 and the SCI Green Book:

Joints in Steel Construction : Moment Connections: SCI-P-207/95Rafter Capacities Mc, Fvc, Fc 3526.7 kN.m, 2695.3 kN, 9538.1 kN Fvc = 2695.3 kN OK


92

© MasterKey Joints



: : C06 -C1 / 003: SM: DEC-05: KP:



Applied Forces at Column/Right Rafter InterfaceResultant Forces M, Fv, F -100.0 kNm, +900.0 kN, +150.0 kNLoad directions Bottom of Joint in Tension, Rafter moving Down and in Compression.Design to BS 5950-1: 2000 and the SCI Green Book:


Summary of Results (Unity Ratios)Moment Capacity 133.5 kNm (for 1 rows of bolts) 0.21 OKShear Capacity 0.79 OKFlange Welds 0.04, 1.00 1.00 OKWeb Welds 0.26, 0.70 0.70 OK

93

© MasterKey Joints



:: C06 -C1/ 004: SM: DEC-05:KP:



Applied Forces at Column/Right Rafter InterfaceResultant Forces M, Fv, F -100.0 kNm, +900.0 kN, -150.0 kNLoad directions Bottom of Joint in Tension, Rafter moving Down and in Tension.Design to BS 5950-1: 2000 and the SCI Green Book:



94


Date : DEC-05Calc'd by : SMChecked by : KP

LOADS

Moment Mz 400kN m⋅:= For reversal Mz1 100kN m⋅:=

Vertical shear Fv 900kN:= Axial force Fa 150kN:=

Check for compression welds between beam flanges and end plate


Column HE 500A


Beam HE 1000A

Db1 990 mm⋅:= Wb1 300 mm⋅:= Tb1 31 mm⋅:= tb1 16.5 mm⋅:= rb1 30 mm⋅:= Ab1 34700mm2:=

Bolts



Number of bolt rows nr 7:=

Number of bolt columns nc 2:=




Weld

Design Strength of Weld pw 220N

mm2:=

Distribution of loads for weld check

Taking rotation about centre of beam bottom flange

R 114.5 224.5 334.5 534.5 644.5 754.5 864.5( )mm:=

Section modulus of bolt group Zp

2

0

6

n

R0 n,( )2∑=

⋅⎡⎢⎢⎣

⎤⎥⎥⎦

R0 6,:= Zp 5074 mm=

Max.Tensile Force in topmost boltdue to moment

FttMzZp

:= Ftt 78.8kN=

Variation no:

Rev date Description

95



For reversal load

Taking rotation about centre of beam top flange

R1 94.5 204.5 314.5 424.5 624.5 734.5 844.5( )mm:=

Section modulus of bolt group Zn

2

0

6

n

R10 n,⎛⎝

⎞⎠

2∑=

⋅⎡⎢⎢⎣

⎤⎥⎥⎦

R10 6,

:= Zn 4671.5 mm=

Max.Tension in bottommost boltdue to moment

FtbMz1Zn

:= Ftb 21.4kN=

Thickness of end plate (From M.S output)

tp 25mm:=

Stiff bearing width at top & bottom flange b1 tc 1.6 rc⋅+ 2 Tc⋅+ 5 tp⋅+:= b1 226.2 mm=

Area of beam section within stiff bearing width

Ab Ab1 2Tb1 Wb1 b1−( )⋅⎡⎣ ⎤⎦−:= Ab 30124.4 mm2=

Compressive force on beam top flange due to axial in beam

Fcab1 Tb1⋅

AbFa⋅:= Fca 34.9kN=

Compressive force on beam bottomflange due to axial in beam

Fca1b1 Tb1⋅

AbFa⋅:= Fca1 34.9kN=

Max. compression in top flangeof beam due to moment and axial Fct

2 Ftb⋅

0

6

n

R10 n,∑=

⎛⎜⎜⎝

⎞

⎠

⋅

R10 6,

Fca+:= Fct 199.2 kN=

Max.compression in beam bottomflange due to moment and axial Fcb

2 Ftt⋅

0

6

n

R0 n,∑=

⎛⎜⎜⎝

⎞

⎠

⋅

R0 6,Fca1+:= Fcb 668.1 kN=

Variation no:


96



Check for compression welds

Weld between beam top flange to endplate

Design strength py265 265N

mm2:=

Effective length of weld Lw b1:= Lw 226.2 mm=

Compression per mm due to momentand axial

FTbwFctLw

:= FTbw 0.881kNmm

=

Size of PPBW weld required sreqd maxFTbwpy265

3mm+ 2 25 mm 3mm+,⎛⎜⎜⎝

⎞

⎠:= sreqd 13.00 mm=

Adopt 13prep PPBW

Weld between beam bottom flange to endplate

Effective length of weld Lw1 2b1:= Lw1 452.4 mm=


FTbw1FcbLw1

:= FTbw1 1.477kNmm

=

Size of weld required sreqdFTbw1

0.7 pw⋅ 1.25⋅:= sreqd 7.67mm=

Adopt 8mm CFW

Variation no:


97



140

220 x 20 THK END PLATEBOLTS @ 120 X/CRS

140

140

HE 1000AHE 500A

140

140

140

12mm PREP.PPBW

CONNECTION C06-C2 ( Moment connection analysed using a couple force)

LOADS

Moment Mz 275kN m⋅:=

Vertical shear Fv 900kN:=


NOTES:-


All welds are 6mm CFW,UNO


Variation no:


98




Column HE 500A


Beam HE 1000A

Db 990 mm⋅:= Wb 300 mm⋅:= Tb 31 mm⋅:= tb 16.5 mm⋅:= rb 30 mm⋅:= Ab 34700mm2:=

Material Properties


py275 275N

mm2⋅:=


py265 265N

mm2⋅:=


mm2:=

Bolts








Distribution of loads for bolt check

Max.Tension Force in top/bottom flange due to moment

TMz

Db Tb−:= T 286.8 kN=

Max.Tensile Force in top/bottommost bolts due to moment

FtmTnc

:= Ftm 143.4 kN=

Tension per bolt due to axial FtaFan

:= Fta 12.5kN=

Total tension per bolt due to moment& axial

Ft Ftm Fta+:= Ft 155.9 kN=

Variation no:


99



Vertical Shear per bolt FsFvn

:= Fs 75 kN=

Combined tension and shear RatioFsPs

FtPnom

+:= Ratio 0.98=



7970

111.8Available length of weld Lw 2 Db 2 Tb⋅− 2 rb⋅−( )⋅:= Lw 1736 mm=

Shear per mm FLFvLw

:= FL 0.518kNmm

=

Dispersion length Ld 260.8mm:=

Tension per mm FTFtLd

:= FT 0.598kNmm

=


1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 0.705kNmm

=


pw 0.7⋅:= s 4.58mm=

Adopt 6 mm CFW



Weld between beam web & end plate s 6mm:=

Moment MeFt2

g2

tb2

− 0.8s−⎛⎜⎝

⎞

⎠⋅:= Me 3.7 kN m⋅=




Variation no:


100



Check for bending capacity of column flange

112.

24

Moment Me1Ft2

g2

tc2

− 0.8rc−⎛⎜⎝

⎞

⎠⋅:= Me1 2.5 kN m⋅=

Dispersion length of bolt tension @ root radius of column flange

Ld1 2g2

tc2

− 0.8rc−⎛⎜⎝

⎞

⎠tan 60deg( )⋅

⎡⎢⎣

⎤⎥⎦

⋅:= Ld1 112.24 mm=

Thickness of column flange required treqMe1 6⋅

py265 Ld1⋅:= treq 22.6mm=

< tc (23mm)

Therefore O.K.

Check for compression welds


Stiff bearing width at top & bottom flange b1 tc 1.6 rc⋅+ 2 Tc⋅+ 5 tp⋅+:= b1 201.2 mm=


Abs Ab 2Tb Wb b1−( )⋅⎡⎣ ⎤⎦−:= Ab 34700 mm2=

Compressive force on beam top/bottomflange due to axial in beam

Fcab1 Tb⋅

AbsFa⋅:= Fca 32.7kN=

Max. compression in top/bottomflange of beam due to moment andaxial

Fc T Fca+:= Fc 319.5 kN=




FTbwFcLw

:= FTbw 1.588kNmm

=


3mm+ 2 20 mm 3mm+,⎛⎜⎜⎝

⎞

⎠:= sreqd 11.94 mm=

Adopt 12prep PPBW

Variation no:


101




Effective length of weld Lw1 2b1:= Lw1 402.4 mm=


FTbw1Fc

Lw1:= FTbw1 0.794

kNmm

=


0.7 pw⋅ 1.25⋅:= sreqd 4.12mm=

Adopt 6mm CFW

Checks on supporting columnPanel Shear capacity of the column web

Panel shear capacity Pw 0.6 py265⋅ tc⋅ Dc⋅:= Pw 934.9 kN=

Fc(319.5 kN) < Pw(934.92kN ) : Therefore O.K.

Compression capacity of column web

Distance to the nearer end of a member from the end of stiffbearing

be 0mm:=

k Tc rc+:= k 50 mm=

At the end of a member n 2 0.6bek

⋅+:= n 2= (BS 5950-1,2000,Cl-4.5.2.1)

Dispersion length b1 Tb 0.8 6⋅ mm+ tp+:= b1 55.8mm=

Bearing capacity of column web Pbw b1 n k⋅+( ) tc⋅ py275⋅:= Pbw 514.1 kN=

Distance b/w load to nearer end of the member

ae 15.5mm:=

Distance between fillets d Dc 2 Tc⋅− 2 rc⋅−:= d 390 mm=

ε275265

:= ε 1.019=

Buckling capacity of column web(BS 5950-1,2000,Cl-4.5.3.1)

Pxae 0.7 d⋅+

1.4 d⋅

25 ε⋅ tc⋅

b1 n k⋅+( ) d⋅⋅ Pbw⋅:= Px 336.8 kN=

Capacity of column web P min Pbw Px,( ):= P 336.8 kN=

Fc(319.5kN ) < P(336.81 kN) : Therefore O.K.

Variation no:


102

© MasterKey Joints



: : C06-C3/ 001: SM: DEC-05: KP:


Connection-C06-C3Beam to Column Flange Moment Connection with Haunch

6fw 6fw

11fw

pbw

6fw

6fw

507090

110

110

115

140

140

140 950

15

End-Plate 965 x 300 x 25 mm (57 kg)16 No. M20 8.8 Bolts in 22 mm holes

120

Welds grd 42 Plates S 275Beam HE 500 A 155.06 [S 275]Haunch HE 500 A 155.06 [S 275]Column HE 400 A 124.79 [S 275]Top 0 above top flange

800




Basic DimensionsColumn-HE 400 A 124.79 [28] D=390, B=300, T=19, t=11, r=27.0, py=265Beam-HE 500 A 155.06 [28] D=490, B=300, T=23, t=12, r=27.0, py=265Haunch-HE 500 A 155.06 [28] D=490, B=300, T=23, t=12, r=27.0, py=265Rafter Capacities Mc, Fvc, Fc 2418.7 kN.m, 1812.6 kN, 6697.3 kN Fvc = 1812.6 kN OK

Summary of Results (Unity Ratios)Moment Capacity 515.1 kNm (for 3 rows of bolts) 0.67 OKMoment Capacity 396.0 kNm (for the 2 rows of bolts required in the tension zone) 0.87 OKShear Capacity 0.33 OKFlange Welds 1.00, 0.47 1.00 OKWeb Welds 0.73, 0.32 0.73 OKHaunch Welds 0.19, 0.59, 0.58 0.59 OKEnd of Haunch Compression Zone 0.16, 0.18 0.18 OK

103

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Rectangle

MURALI

Text Box

13 prep PPBW

MURALI

Rectangle

MURALI

Rectangle

MURALI

Rectangle

MURALI

Line

MURALI

Line

© MasterKey Joints



: : C06-C3/ 002: SM: DEC-05: KP:





Summary of Results (Unity Ratios)Moment Capacity 555.8 kNm (for 4 rows of bolts) 1.00 OKShear Capacity 0.40 OKFlange Welds 1.00, 0.45 1.00 OKWeb Welds 0.59, 0.45 0.59 OKHaunch Welds 0.19, 0.59, 0.58 0.59 OKEnd of Haunch Compression Zone 0.16, 0.18 0.18 OK

104

© MasterKey Joints



: : C06-C3/ 003: SM: DEC-05: KP:





Summary of Results (Unity Ratios)Moment Capacity (for 1 rows of bolts) 0.00 OKShear Capacity 0.31 OKFlange Welds 0.00, 1.00 1.00 OKWeb Welds 0.21, 0.31 0.31 OKHaunch Welds 0.34 0.34 OK

105

© MasterKey Joints



: : C06-C3 / 004: SM: : KP:





Summary of Results (Unity Ratios)Moment Capacity 335.0 kNm (for 2 rows of bolts) 0.61 OKMoment Capacity 230.1 kNm (for the 1 rows of bolts required in the tension zone) 0.89 OKShear Capacity 0.31 OKFlange Welds 0.21, 1.00 1.00 OKWeb Welds 0.45, 0.31 0.45 OKHaunch Welds 0.74 0.74 OK

106

Client : Project : Estimate no : Contract no :Sheet no : C06-C3/ 5


HE 500A Mz 450kN m⋅:= For reversal Mz1 100kN m⋅:= Axial F 150kN:= Shear Fv 400kN:=


Column sectionHE 400A

Dc 390 mm⋅:= Bc 300 mm⋅:= Tc 19 mm⋅:= tc 11 mm⋅:= rc 27 mm⋅:=

Incoming beamHE 500A

Db 490 mm⋅:= B 300 mm⋅:= Tb 23 mm⋅:= tb 12 mm⋅:= rb 27 mm⋅:= Ab 19800 mm2⋅:=

Material Properties

Design strength of S275 materialup to & including 16 thk

py275 275N

mm2⋅:=

Design strength of S275 materialbeyond 16thk up to and including 40thk

py265 265N

mm2⋅:=


mm2⋅:=


Considering rotation about c/l of haunch flange

Bolt lever arm distances R 86.72 226.72 366.72 506.72 616.72 726.72 816.72 886.72( )mm:=

Section modulus of bolt group Zbg 20

7

n

R0 n,( )2∑=

R0 7,⋅:= Zbg 6342 mm=

Tension in the topmost bolt due to moment FttMzZbg

:= Ftt 71 kN= < 110kN

Considering rotation about c/l of beam top flange

Bolt lever arm distances R1 38.5 108.5 198.5 308.5 418.5 558.5 698.5 838.5( )mm:=

Variation no:


107



Section modulus of bolt group Zbg1 20

7

n

R10 n,⎛⎝

⎞⎠

2∑=

R10 7,

⋅:= Zbg1 4355 mm=

Tension in the bottom bolt due to moment FtbMz1Zbg1

:= Ftb 23 kN= < 110kN

Check for welds

Thickness of the endplate tp 25mm:=

(From M.S output)

Stiff bearing width b1 tc 1.6 rc⋅+ 2 Tc⋅+ 5 tp⋅+:= b1 217.2 mm=

Effective stiff bearing area for axial load Ab1 Ab 2 B b1−( ) Tb⋅⎡⎣ ⎤⎦−:= Ab1 15991.2 mm2=


Fcab1 Tb⋅

Ab1F⋅:= Fca 46.9kN=

Compressive force on beam bottom flange due to axial in beam

Fca1b1 Tb⋅

Ab1F⋅:= Fca1 46.9kN=

Total compression in top flange due to major axis moment and axial

Fct 2 Ftb⋅0

7

n

R10 n,∑=

R10 7,

⋅ Fca+:= Fct 220.4 kN=

Total compression in haunch flange due to major axis moment

Fcb 2 Ftt⋅0

7

n

R0 n,∑=

R0 7,⋅:= Fcb 677.5 kN=

Variation no:


108



Weld between top flange and end plate

Length available for weld Lweld b1:= Lweld 217.2 mm=

Max Compression per mm FTFct

Lweld:= FT 1.015

kNmm

=

Size of PPBW weld required s max 2 23⋅ 3+( )mmFT

py2653mm+

⎛⎜⎜⎝

⎞

⎠,

⎡⎢⎢⎣

⎤⎥⎥⎦

:= s 12.6mm=

Adopt 13mm prep PPBW

Weld between haunch flange to endplate

Haunch slope from horizontal θ 30deg:=

Max. compression CFcb

cos θ( ):= C 782.35 kN=

Stiff bearing width for weld b1 217.2 mm=

Effective length of the weld Lweld 2 b1⋅:= Lweld 434.4 mm=

Angle taken conservatively, betweenforce & throat of the welds θ1 90deg θ−( )

90deg θ−

2−:= θ1 30 deg=

K 1.251.5

1 cos θ1( )2+⋅:= K 1.16=

Compression per mm FThwC

Lweld:= FThw 1.801

kNmm

=

Size of weld required sFThw

0.7 pw⋅ K⋅:= s 10.11 mm=

Adopt 11mm CFW

Variation no:


109



433 320

Weld between haunch web to u/s of Beam

L1 320mm:= L2 433mm:=

Compression at haunch flange C 782.35 kN=

Shear on the web portion F2 C cos θ( )⋅:= F2 677.5 kN=

Compression at beam bottom flange Fw C sin θ( )⋅:= Fw 391.2 kN=

Size of weld b/w haunch flange to u/s of beam s1 6mm:= (Assumed)

Stiff bearing area Asb L1 tb⋅ tb 1.6 rb⋅+ 5 Tb⋅+( ) 0.8⋅ s1⋅+:= Asb 4656.96 mm2=

Compressive force per mm FT

L1 tb⋅

AsbFw⋅

2 L1⋅:= FT 0.504

kNmm

=

Shear force on weld FLF2

2 L2 L1+( )⋅:= FL 0.45

kNmm

=

Resultant force on weldR

FT1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 0.604kNmm

=

Size of fillet weld reqd sR

0.7 pw⋅:= s 3.92mm=

Adopt 6mm CFW

Weld between Haunch flange to U/s of Beam

Compressive force per mm FTc

0.8 s1⋅ tb 1.6 rb⋅+ 5 Tb⋅+( )⋅

AsbFw⋅

tb 1.6 rb⋅+ 5 Tb⋅+:= FTc 0.403

kNmm

=

Variation no:


110



30°

60°Angle of inclination of beam w.r.t horizontal α 0deg:=

Angle between force FTc & throat of the weld θ2 θ90 deg⋅ θ−

2+

α

2+:= θ2 60 deg=

K 1.251.5

1 cos θ2( )2+⋅:= K 1.37=

Size of fillet weld reqd sFTc

0.7 pw⋅ K⋅:= s 1.91mm=

Adopt 6mm CFW

Variation no:


111



CONNECTION C06-C4 ( Moment connection with haunch analysed using a couple force )

LOADS




HE 500A

HAUNCH O/O HE 500A

800


140

140

140

140

140

110

HE

500

A

950

12mm PREP.PPBW

NOTES:-



Variation no:


112




Column HE 500A


Beam HE 500A

Db 490 mm⋅:= Wb 300 mm⋅:= Tb 23 mm⋅:= tb 12 mm⋅:= rb 27 mm⋅:= Ab 19800mm2:=

Haunch o/oHE 500A

Dh 490 mm⋅:= Wh 300 mm⋅:= Th 23 mm⋅:= th 12 mm⋅:= rh 27 mm⋅:=

'

Material Properties


py275 275N

mm2⋅:=


py265 265N

mm2⋅:=


mm2:=

Bolts









Max.Tension Force in top/haunch flange due to moment

TMz

950mmTb2

−Th

2cos 30deg( )−

:= T 194.5 kN=


FtmTnc

:= Ftm 97.3kN=

Tension per bolt due to axial FtaFa6

:= Fta 25 kN=

Variation no:


113






:= Fs 75 kN=


FtPnom

+:= Ratio 1.34=



70

111.8

49

Available length of weld for shear Lw 2 820mm( )⋅:= Lw 1640 mm=

Shear per mm FLFvLw

:= FL 0.549kNmm

=



:= FT 0.53kNmm

=


1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 0.693kNmm

=


pw 0.7⋅:= s 4.50mm=

Adopt 6 mm CFW




Moment MeFt2

g2

tb2

− 0.8s−⎛⎜⎝

⎞

⎠⋅:= Me 3 kN m⋅=




Variation no:


114




Moment Me1Ft2

g2

tc2

− 0.8rc−⎛⎜⎝

⎞

⎠⋅:= Me1 2 kN m⋅=

Dispersion length of bolt tension @ root radius of column flange

Ld1 2g2

tc2

− 0.8rc−⎛⎜⎝

⎞

⎠tan 60deg( )⋅

⎡⎢⎣

⎤⎥⎦

⋅:= Ld1 112.24 mm=

112.

24

Thickness of column flange required treqMe1 6⋅

py265 Ld1⋅:= treq 20 mm=

< tc (23mm)

Therefore O.K.Check for compression weldsThickness of end plate tp 20mm:=

Stiff bearing width at top & bottom flange

b1 tc 1.6 rc⋅+ 2 Tc⋅+ 5 tp⋅+:= b1 201.2 mm=


Abs Ab 2Tb Wb b1−( )⋅⎡⎣ ⎤⎦−:= Ab 19800 mm2=

Compressive force on beam top/bottom flange due to axial inbeam

Fcab1 Tb⋅



Fc T Fca+:= Fc 240 kN=




FTbwFcLw

:= FTbw 1.193kNmm

=


3mm+ 2 20 mm 3mm+,⎛⎜⎜⎝

⎞

⎠:= sreqd 11.94 mm=

Adopt 12prep PPBW



Max. compression CFc

cos θ( ):= C 277.19 kN=

Stiff bearing width for weld b1 201.2 mm=

Effective length of the weld Lweld 2 b1⋅:= Lweld 402.4 mm=

Variation no:


115



Angle taken conservatively, betweenforce & throat of the welds

θ1 90deg θ−( )90deg θ−

2−:= θ1 30 deg=

K 1.251.5

1 cos θ1( )2+⋅:= K 1.16=


Lweld:= FThw 0.689

kNmm

=

Size of weld required sFThw

0.7 pw⋅ K⋅:= s 3.87mm=

Adopt 6mm CFW

431.1 315.6Weld between haunch web to u/s of Beam

L1 315.6mm:= L2 431.1mm:=


Shear on the web portion F2 C cos θ( )⋅:= F2 240 kN=


Size of weld b/w haunch flange & u/s of beam s1 6mm:= (Assumed)



L1 tb⋅

AsbFw⋅

2 L1⋅:= FT 0.181

kNmm

=


2 L2 L1+( )⋅:= FL 0.161

kNmm

=


FT1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 0.216kNmm

=


0.7 pw⋅:= s 1.4 mm=

Adopt 6mm CFW

Variation no:


116





0.8 s1⋅ tb 1.6 rb⋅+ 5 Tb⋅+( )⋅

AsbFw⋅

tb 1.6 rb⋅+ 5 Tb⋅+:= FTc 0.144

kNmm

=

30°

60°

Angle of inclination of beam w.r.t horizontal α 0deg:=

Angle between force & throat of the weld θ2 θ90 deg⋅ θ−

2+

α

2+:= θ2 60 deg=

K 1.251.5

1 cos θ2( )2+⋅:= K 1.37=


0.7 pw⋅ K⋅:= s 0.69mm=

431.1 315.6

158

863 A

A

Adopt 6mm CFW

Compression capacity of haunch

Dispersion length dp 158mm:=

Length of haunch Lh 863mm:=

Area of haunch @Section A-A A Wh Th⋅ dp th⋅+:= A 8796 mm2=

C.g of T-section about X-X axis Cx

Wh Th2

⋅

2dp th⋅ Th

dp2

+⎛⎜⎝

⎞

⎠⋅+

Wh Th⋅ dp th⋅+:= Cx 31.01 mm=

Moment of inertia about XX axis,

IxxWh Th

3⋅

12Wh Th⋅ Cx

Th2

−⎛⎜⎝

⎞

⎠

2

⋅+dp

3 th⋅

12+ dp th⋅ Cx Th−

dp2

−⎛⎜⎝

⎞

⎠

2

⋅+:= Ixx 16429947.5 mm4=

Moment of inertia IyyWh

3 Th⋅

12

dp th3

⋅

12+:= Iyy 51772752 mm4

=

Min. Radius of gyration rymin Iyy Ixx,( )

A:= ry 43.2mm=

Variation no:


117



Slenderness ratio λyyLhry

:= λyy 20=

Compressive Strength pc 262.6N

mm2= ( From table 24 , BS 5950-1-2000 )

Compression Capacity Pc pc A⋅:= Pc 2309.7 kN=

Pc (2309.69 kN) > C1 (277.19 kN), Therefore O.K.

Checks on supporting column

Panel Shear capacity of the column web


Fc(240.05 kN) < Pw(934.92 kN) : Therefore O.K.



be 0mm:=

k Tc rc+:= k 50 mm=


⋅+:= n 2= (BS 5950-1,2000,Cl-4.5.2.1)




aeTc2

:= ae 11.5mm=


ε275265

:= ε 1.019=


Pxae 0.7 d⋅+

1.4 d⋅

25 ε⋅ tc⋅

b1 n k⋅+( ) d⋅⋅ Pbw⋅:= Px 323.5 kN=


Fc(240.05kN ) < P (323.5kN ) : Therefore O.K.

Variation no:


118

Client : Project : Estimate no : Contract no : Sheet no : C06/C5/1

Date : Calc'd by : SMChecked by : KP

220 x 20 THK END PLATE

FULL PREP.PPBW

HE 1000A

HE

320A

2 Nos 15 THK FLANGE BACKING PLATE(TACK WELDED) (TYP)

220X15 THK WEB PLATE15CFW

(N/S ONLY)

150

6060

1010

1010

SECTION A-A

A A

35(T

YP)

120

140

140

140

140

140

140

300X20mm THK CAP PLATE

1010

2Nos 140x 20 THK STIFFENERS

CONNECTION C06-C5 ( Moment connection to stiffened column )

LOADS




NOTES:-




Variation no:


119




Column HE 320A

Dc 310 mm⋅:= Wc 300 mm⋅:= Tc 15.5 mm⋅:= tc 9mm:= dc 225mm:= rc 27 mm⋅:=

Beam HE 1000A


Material Properties


py275 275N

mm2⋅:=


py265 265N

mm2⋅:=


mm2:=

Bolts






Bolt pitch p 140mm:=






R 134.5 274.5 414.5 554.5 694.5 834.5( )mm:=


2

0

5

n

R0 n,( )2∑=

⋅⎡⎢⎢⎣

⎤⎥⎥⎦

R0 5,:= Zp 4198 mm=

Max.Tensile Force in topmost boltdue to moment

FttMzZp

:= Ftt 107.2 kN=

Variation no:


120



For reversal load


R1 124.5 264.5 404.5 544.5 684.5 824.5( )mm:=

Section modulus of bolt group Zn

2

0

5

n

R10 n,⎛⎝

⎞⎠

2∑=

⋅⎡⎢⎢⎣

⎤⎥⎥⎦

R10 5,

:= Zn 4108.9 mm=

Max.Tensile Force in bottommostbolt due to moment

FtbMzZn

:= Ftb 109.5 kN=

Max.Tensile Force on Singlebolt due to moment

Ftm max Ftt Ftb,( ):= Ftm 109.5 kN= < 158 kN


:= Fta 12.5kN=


Ft Ftm Fta+:= Ft 122 kN=


:= Fs 75 kN=


FtPnom

+:= Ratio 1.34=



Available length of weld Lw 2 Db 2 Tb⋅− 2 rb⋅−( )⋅:= Lw 1736 mm=

Shear per mm FLFvLw

:= FL 0.518kNmm

=

Tension in 5th bolt row from top Ft5Ftb

R10 5,

R10 4,⋅ Fta+:= Ft5 103.4 kN=

Dispersion length Ld 2g2

tb2

−⎛⎜⎝

⎞

⎠⋅ tan 60 deg⋅( )⋅:= Ld 179.3 mm=

Tension per mm FTFt5Ld

:= FT 0.577kNmm

=

Variation no:


121




1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 0.694kNmm

=


pw 0.7⋅:= s 4.507 mm=

Adopt 6 mm CFW




Moment MeFt2

g2

tb2

− 0.8s−⎛⎜⎝

⎞

⎠⋅:= Me 2.9 kN m⋅=


py265 Ld⋅:= treq 19 mm=



Stiffbearing width at top/bottom flangeb1 Wb:= b1 300 mm=


Abs Ab 2Tb Wb b1−( )⋅⎡⎣ ⎤⎦−:= Ab 34700 mm2=

Compressive force on top/bottomflange of beam due to axial in beam

Fcab1 Tb⋅


Maxcompression in top/bottom flangeof beam due to moment and axial(worst case)

Fct

2 Ftb⋅

0

5

n

R10 n,∑=

⎛⎜⎜⎝

⎞

⎠

⋅

R10 5,



Fc Fct Fca+:= Fc 836.7 kN=

Checks on supporting columnCheck for bending capacity of column flange

Moment Me1Ft2

g2

tc2

− rc−⎛⎜⎝

⎞

⎠⋅:= Me1 1.7 kN m⋅=

98.7

3

Dispersion length Ld1 2g2

tc2

− rc−⎛⎜⎝

⎞

⎠⋅ tan 60 deg⋅( )⋅:= Ld1 98.73 mm=

Thickness of end plate required treqMe1 6⋅

py265 Ld1⋅:= treq 19.97 mm=

Tc(19.97mm ) < treq(15.5mm ) : Therefore FAILS

Variation no:


122



Thickness of flange plate required Tfp treq2 Tc

2−:= Tfp 12.6mm=

Provide 15 thk flange backing plate



Pw(443.61kN ) < Fc(836.73kN ) : Therefore FAILS

Thickness pf web plate twp 15mm:=

Width of web plate bs 220mm:=

Panel shear capacity with 10 thksupplymentary web plate

Pw 0.6 py265⋅ tc⋅ Dc⋅( ) 0.6 py265⋅ bs⋅ twp⋅( )+:= Pw 968.3 kN=

Fc(836.73 kN) < Pw(968.31 kN) : Therefore O.K.

Hence adopt 15 thk web plate



be 0mm:=

k Tc rc+:= k 42.5mm=


⋅+:= n 2= (BS 5950-1,2000,Cl-4.5.2.1)




aeTb2

:= ae 15.5mm=


ε275265

:= ε 1.019=


Pxae 0.7 d⋅+

1.4 d⋅

25 ε⋅ tc⋅

b1 n k⋅+( ) d⋅⋅ Pbw⋅:= Px 246.5 kN=

Variation no:


123




P(246.46 kN)< Fc(836.73kN ) : Therefore FAILS

Provide 300 x 20 thk cap plate & 2Nos 140x20 thk stiffeners in column web in line with bottom flange

Check for column web buckling with cap plate

Thickness of cap plate ts 20mm:=

Width of cap plate Wcp 300mm:=

Length of column web resisting compression buckling

Lo 15 tc×:= Lo 135 mm=

Moment of inertia of the section

( 15t

c )

y

y

ts

tc

Wcp

IyyWcp ts

3×

12

Lo tc3

×

12+

⎛⎜⎜⎝

⎞

⎠:=

Iyy 208201.3 mm4=

A Wcp ts× Lo tc⋅+( ):=

A 7215 mm2=

Min radius of gyration ryyIyyA

:= ryy 5.4 mm=

λ0.7 dc( )⋅

ryy:=

λ 29.32=

pc 262.4N

mm2= From Table-24,Strut Curve c, B.S-5950-1(2000)

Buckling capacity Px A pc⋅:= Px 1893.4 kN=

Fc(836.73kN ) < Px(1893.4kN ) : Therefore cap plate thickness is O.K.

Check for compression weldsThickness of end plate tp 20mm:=

Stiffbearing width at top/bottom flange b1 220mm:= b1 220 mm=


Abs Ab 2Tb Wb b1−( )⋅⎡⎣ ⎤⎦−:= Ab 34700 mm2=

Compressive force on top/bottomflange of beam due to axial in beam

Fcab1 Tb⋅


Variation no:


124



Maxcompression in top flangeof beam due to moment and axial(worst case)

Fct

2 Ftb⋅

0

5

n

R10 n,∑=

⎛⎜⎜⎝

⎞

⎠

⋅

R10 5,


Maxcompression in bottom flangeof beam due to moment and axial(worst case)

Fcb

2 Ftt⋅

0

5

n

R0 n,∑=

⎛⎜⎜⎝

⎞

⎠

⋅

R0 5,Fca+:= Fcb 781.3 kN=


Effective length of weld for PPBW Lw b1:= Lw 220 mm=

Capacity of full prep.PPBW Fctp min Tc tp,( ) 3mm−( ) b1⋅ py265⋅:= Fctp 728.8 kN=

Compression acting on fillet weld Fctf Fct Fctp−:= Fctf 62 kN=

Effective length of weld for CFW Lwf b1 tb− 2 rb⋅−:= Lwf 143.5 mm=

Compression per mm on fillet welddue to moment and axial

FTbwFctfLwf

:= FTbw 0.432kNmm

=

Size of CFW required sreqdFTbw

0.7 pw⋅ 1.25⋅:= sreqd 2.24mm=

Adopt full prep., PPBW @ top side & 6mm CFW @ bottom side.


Effective length of weld Lw1 2b1:= Lw1 440 mm=


FTbw1FcbLw1

:= FTbw1 1.776kNmm

=


0.7 pw⋅ 1.25⋅:= sreqd 9.22mm=

Adopt 10mm CFW

Weld between cap plate and column flange

Compression resisted by stiffener Fcs Fc P−:= Fcs 590.3 kN=

Length of weld available Lweld 2 Wcp⋅ 2tc−:= Lweld 582 mm=

Variation no:


125



Compression per mm FTsFcs

Lweld:= FTs 1.014

kNmm

=

Size of weld required sreqdFTs

0.7 pw⋅ 1.25⋅:= sreqd 5.269 mm=

Adopt 6mm CFW

Weld between Stiffener and column flange

e

0.5xFcs

0.5xFcs

Width of stiffener Wst 140mm:=

Eccentricity b/w compression & face of col web

e 70mm:=

Moment due to compression eccentricity

Mcomp 0.5Fcs e⋅:= Mcomp 20.7kN m⋅=

Couple force on weld due to moment FcoMcomp

Dc 2 Tc⋅−:= Fco 74 kN=

Length of weld Lw 2 Wst⋅ 2 27⋅ mm−:= Lw 226 mm=

Shear per mm FLsFcoLw

:= FLs 0.328kNmm

=

Compression per mm FTc0.5 Fc⋅

Lw:= FTc 1.851

kNmm

=

Size of weld required sreqd

FLs2 FTc

1.25

⎛⎜⎝

⎞

⎠

2

+

0.7 pw⋅:= sreqd 9.85mm=

Adopt 10mm CFW

Weld between cap plate/stiffener and column web

Shear on weld Fcs 590.3 kN=

Length of weld available Lweld 2 dc⋅:= Lweld 450 mm=

Shear per mm FLsFcs

Lweld:= FLs 1.312

kNmm

=

Size of weld required sreqdFLs

0.7 pw⋅:= sreqd 8.518 mm=

Adopt 10mm CFW

Variation no:


126



2 Nos 100X25 THK FLANGE BACKING PLATES(TACK WELDED) (TYP)

2Nos 140 x 20 THK STIFFENERS

13mm PREP.PPBW

220 x 25 THK END PLATE

SECTION A-A

A70

7070

70

(N/S ONLY)

10 THK WEB PLATE10CFW

20mm THK CAP PLATE

140

140

140

HE 3

20A

140

140

140

A

HE 1000A

120

150

42(T

YP)

CONNECTION C06-C6 ( Moment connection to stiffened column analysed using a couple force )

LOADS




NOTES:-




Variation no:


127




Column HE 320A

Dc 310 mm⋅:= Wc 300 mm⋅:= Tc 15.5 mm⋅:= tc 9mm:= rc 27 mm⋅:=

Beam HE 1000A


Material Properties


py275 275N

mm2⋅:=


py265 265N

mm2⋅:=


mm2:=

Bolts









Max.Tension Force in top/bottom flange due to moment

TMz

Db Tb−:= T 469.2 kN=


FtmTnc

:= Ftm 234.6 kN=


:= Fta 12.5kN=




:= Fs 75 kN=


FtPnom

+:= Ratio 1.34=


Variation no:


128




Available length of weld Lw 2 Db 2 Tb⋅− 2 rb⋅−( )⋅:= Lw 1736 mm=

7970

111.8Shear per mm FLFvLw

:= FL 0.518kNmm

=



:= FT 0.949kNmm

=


1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 0.919kNmm

=


pw 0.7⋅:= s 5.97mm=

Adopt 6 mm CFW




Moment MeFt2

g2

tb2

− 0.8s−⎛⎜⎝

⎞

⎠⋅:= Me 5.8 kN m⋅=





Width of end plate wp 220mm:=


b1 wp:= b1 220 mm=


Abs Ab 2Tb Wb b1−( )⋅⎡⎣ ⎤⎦−:= Ab 34700 mm2=

Compressive force on beam top/bottom flange due to axial in beam

Fcab1 Tb⋅




Variation no:


129




98.7

3



Root radius of column rc 27mm:=

Moment MeFt2

g2

tc2

− rc−⎛⎜⎝

⎞

⎠⋅:= Me 3.5 kN m⋅=


tc2

− rc−⎛⎜⎝

⎞

⎠⋅ tan 60 deg⋅( )⋅:= Ld 98.73 mm=

Thickness of column flange required treqMe 6⋅

py265 Ld⋅:= treq 28.42 mm= > Tc 15.5mm=



2−:= Tfp 23.8mm=

Provide 100X25 thk flange backing plate behind the bolts dedicated to tension only.



Pw(443.61 ) < Fc(503.64 ) : Therefore FAILS

Thickness pf web plate twp 10mm:=




Fc(503.64kN ) < Pw(793.41kN ) : Therefore O.K.




be 0mm:=



⋅+:= n 2= (BS 5950-1,2000,Cl-4.5.2.1)



Variation no:


130




aeTb2

:= ae 15.5mm=


ε275265

:= ε 1.019=


Pxae 0.7 d⋅+

1.4 d⋅

25 ε⋅ tc⋅

b1 n k⋅+( ) d⋅⋅ Pbw⋅:= Px 362.7 kN=



Provide 300 x 20 thk cap plate & 2Nos 140x20 thk stiffeners in column web in line with bottom flange.

Check for column web buckling with cap plate




Lo 15 tc×:= Lo 135 mm=

Moment of inertia of the section

( 15t

c )

y

y

ts

tc

WcpIyy

Wcp ts3

×

12

Lo tc3

×

12+

⎛⎜⎜⎝

⎞

⎠:=

Iyy 208201.3 mm4=

A Wcp ts× Lo tc⋅+( ):=

A 7215 mm2=


:= ryy 5.4 mm=

λ0.7 Dc 2 Tc⋅− 2 rc⋅−( )⋅

ryy:= λ 29.32=

pc 262.4N

mm2= From Table-24,Strut Curve c, B.S-5950-1(2000)


Fc(503.64kN ) < Px(1893.4kN ) : Therefore cap plate thickness is O.K.

Variation no:


131



Check for compression weldsThickness of end plate tp 25 mm=


Effective length of weld for PPBW Lw b1:= Lw 220 mm=

Max Compression per mm FTFcLw

:= FT 2.289kNmm

=

Size of PPBW weld required s max 2 25⋅ 3+( )mmFT

py2653mm+

⎛⎜⎜⎝

⎞

⎠,

⎡⎢⎢⎣

⎤⎥⎥⎦

:= s 13 mm=

Adopt 13 prep., PPBW.


Effective length of weld Lw1 2b1:= Lw1 440 mm=


FTbw1Fc

Lw1:= FTbw1 1.145

kNmm

=


0.7 pw⋅ 1.25⋅:= sreqd 5.95mm=

Adopt 6mm CFW


Compression to be resisted by stiffener

Fcs Fc P−:= Fcs 140.9 kN=

Length of weld available Lweld 2 Wcp⋅ 2tc−:= Lweld 582 mm=


Lweld:= FTs 0.242

kNmm

=


0.7 pw⋅ 1.25⋅:= sreqd 1.26mm=

e

0.5xFcs

0.5xFcs

Adopt 6mm CFW




e 70mm:=


Mcomp 0.5Fcs e⋅:= Mcomp 4.9 kN m⋅=

Variation no:


132




Dc 2 Tc⋅−:= Fco 17.7kN=


Shear per mm FLsFcoLw

:= FLs 0.078kNmm

=

Compression per mm FTc0.5 Fc⋅

Lw:= FTc 1.114

kNmm

=

Size of weld required sreqd

FLs2 FTc

1.25

⎛⎜⎝

⎞

⎠

2

+

0.7 pw⋅:= sreqd 5.81mm=

Adopt 6mm CFW

Weld between cap plate/stiffener and column web

Shear on weld Fcs 140.9 kN=

Length of weld available Lweld 2 Dc 2 Tc⋅− 2 rc⋅−( )⋅:= Lweld 450 mm=

Shear per mm FLsFcs

Lweld:= FLs 0.313

kNmm

=

Size of weld required sreqdFLs

0.7 pw⋅:= sreqd 2.03mm=

Adopt 6mm CFW

Variation no:


133

Client : Project : Estimate no : Contract no :Sheet no : C06-C7 /1


Connection - C06-C7 (Moment connection with haunch to stiffened column )

IPE 450 Mz 440kN m⋅:= My 5kN m⋅:= Axial Ax 370kN:= Shear Sv 120kN:= Sh 15kN:=

1100

7011

011

011

011

590

9014

0

570

2Nos 15 THK STIFFENERSSNIPES 15X15

(TYP)

(TYP)

15 THK WEB PLATE 15 CFW ALLROUND (N/S ONLY)

780

(TYP

)

280

(TYP

)

15 THK CAP PLATE

15 15

FLANGES ONLY(TYP)

(TYP

)55

220x30THK (TYP)END PLATE

IPE 450 IPE 450

HAUNCH O/O IPE 450

(TYP)

1616

FLANGES ONLY(TYP)

FLANGE BACKING PLATE90x10 THK (TYP)

A A

SECTION A-A

HE45

0A

35(T

YP)

88(TYP)

Notes All bolts are M24 Grade 8.8.

All welds are 6mm CFW UNO


Variation no:


134

© MasterKey Joints - C:\Documents and Settings\MSELVAN\Desktop\C06-7NEW



: : C06-C7/ 2: MS: DEC-05 / Ver. 2004.10: SM:


Connection-C06-C7Double Beam to Column Flange End-Plated Connection

70110110110

50140

9090

115

15

780

90

End-Plate 885 x 220 x 30 mm (46 kg)16 No. M24 8.8 Bolts in 27 mm holesEnd-Plate WeldsTop Flange 15 FWHaunch Flange 16 FWWeb 6 FWHaunch WeldsHaunch Web to Beam Flange 8 FWEnd of Haunch to Beam Flange 6 FW

140

15 tk 6 fw

15 tk 6 fw

Welds grd 42 Plates S 275Shear Stiffener 15 tk x 1400 ln 15 fwL. Beam IPE 450 77.57 [S 275]L. Haunch IPE 450 77.57 [S 275]Column HE 450 A 139.75 [S 275]Top 15 above top left flange

820

140140

70110110110

501409090115

15

780

90

End-Plate 885 x 220 x 30 mm (46 kg)16 No. M24 8.8 Bolts in 26 mm holesEnd-Plate WeldsTop Flange 15 FWHaunch Flange 16 FWWeb 6 FWHaunch WeldsHaunch Web to Beam Flange 8 FWEnd of Haunch to Beam Flange 6 FW

140

15 tk 6 fw

15 tk 6 fw

R. Beam IPE 450 77.57 [S 275]R. Haunch IPE 450 77.57 [S 275]

820

140140

Left Hand Side - Loading Case 01Basic Data

Applied Forces at Column/Left Rafter InterfaceResultant Forces M, Fv, F +440.0 kNm, +120.0 kN, +370.0 kNLoad directions Top of Joint in Tension, Rafter moving Down and in Compression.Design to BS 5950-1: 2000 and the SCI Green Book:


Left Side Basic DimensionsColumn-HE 450 A 139.75 [28] D=440, B=300, T=21, t=11.5, r=27.0, py=265Beam-IPE 450 77.57 [28] D=450, B=190, T=14.6, t=9.4, r=21.0, py=275Haunch-IPE 450 77.57 [28] D=450, B=190, T=14.6, t=9.4, r=21.0, py=275Rafter Capacities Mc, Fvc, Fc 986.8 kN.m, 1209.8 kN, 3570.6 kN Mc = 986.8 kN.m OK

Summary of Results (Unity Ratios)Moment Capacity 614.9 kNm (for 5 rows of bolts) 0.41 OKMoment Capacity 406.7 kNm (for the 2 rows of bolts required in the tension zone) 0.63 OKShear Capacity 0.07 OKColumn Tension Stiffener at row 0 0.05, 0.20, 0.03, 0.10, 0.35 0.35 OKBeam Tension Stiffener at row 4 0.00, 0.23, 0.14, 0.20, 0.41 0.41 OKFlange Welds 0.47, 0.68 0.68 OKWeb Welds 0.68, 0.14 0.68 OKHaunch Welds 0.28, 0.99, 0.88 0.99 OKColumn Compression stiff Web Weld 0.61 0.61 OKEnd of Haunch Compression Zone 0.31, 0.36 0.36 OK




135

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570




: : C06-C7/3: MS: DEC-05 / Ver. 2004.10: SM:


Right Side Basic DimensionsColumn-HE 450 A 139.75 [28] D=440, B=300, T=21, t=11.5, r=27.0, py=265Beam-IPE 450 77.57 [28] D=450, B=190, T=14.6, t=9.4, r=21.0, py=275Haunch-IPE 450 77.57 [28] D=450, B=190, T=14.6, t=9.4, r=21.0, py=275Rafter Capacities Mc, Fvc, Fc 986.8 kN.m, 1209.8 kN, 3570.6 kN Mc = 986.8 kN.m OK

Summary of Results (Unity Ratios)Moment Capacity 614.9 kNm (for 5 rows of bolts) 0.41 OKMoment Capacity 406.7 kNm (for the 2 rows of bolts required in the tension zone) 0.63 OKShear Capacity 0.07 OKColumn Tension Stiffener at row 0 0.05, 0.20, 0.03, 0.10, 0.35 0.35 OKBeam Tension Stiffener at row 4 0.00, 0.23, 0.14, 0.20, 0.41 0.41 OKFlange Welds 0.47, 0.68 0.68 OKWeb Welds 0.68, 0.14 0.68 OKHaunch Welds 0.28, 0.99, 0.88 0.99 OKColumn Compression stiff Web Weld 0.61 0.61 OKEnd of Haunch Compression Zone 0.31, 0.36 0.36 OKCombined Column web shear 0.00 OK

136




: : C06-C7/4: MS: DEC-05, 2006 / Ver. 2004.10: SM:



Applied Forces at Column/Left Rafter InterfaceResultant Forces M, Fv, F +440.0 kNm, +120.0 kN, -370.0 kNLoad directions Top of Joint in Tension, Rafter moving Down and in Tension.Design to BS 5950-1: 2000 and the SCI Green Book:

Joints in Steel Construction : Moment Connections: SCI-P-207/95Rafter Capacities Mc, Fvc, Fc 986.8 kN.m, 1209.8 kN, 3570.6 kN Mc = 986.8 kN.m OK

Summary of Results (Unity Ratios)Moment Capacity 710.4 kNm (for 7 rows of bolts) 0.90 OKMoment Capacity 648.9 kNm (for the 4 rows of bolts required in the tension zone) 0.99 OKShear Capacity 0.08 OKColumn Tension Stiffener at row 0 0.05, 0.20, 0.03, 0.10, 0.35 0.35 OKBeam Tension Stiffener at row 4 0.00, 0.28, 0.17, 0.24, 0.49 0.49 OKFlange Welds 0.75, 0.68 0.75 OKWeb Welds 0.69, 0.27 0.69 OKHaunch Welds 0.28, 0.99, 0.88 0.99 OKColumn Compression stiff Web Weld 0.58 0.58 OKEnd of Haunch Compression Zone 0.31, 0.36 0.36 OK




Summary of Results (Unity Ratios)Moment Capacity 710.4 kNm (for 7 rows of bolts) 0.90 OKMoment Capacity 648.9 kNm (for the 4 rows of bolts required in the tension zone) 0.99 OKShear Capacity 0.08 OKColumn Tension Stiffener at row 0 0.05, 0.20, 0.03, 0.10, 0.35 0.35 OKBeam Tension Stiffener at row 4 0.00, 0.28, 0.17, 0.24, 0.49 0.49 OKFlange Welds 0.75, 0.68 0.75 OKWeb Welds 0.69, 0.27 0.69 OKHaunch Welds 0.28, 0.99, 0.88 0.99 OKColumn Compression stiff Web Weld 0.58 0.58 OKEnd of Haunch Compression Zone 0.31, 0.36 0.36 OKCombined Column web shear 0.00 OK

137




: : C06-C7/5: MS: DEC-05 / Ver. 2004.10: SM:



Applied Forces at Column/Left Rafter InterfaceResultant Forces M, Fv, F -440.0 kNm, +120.0 kN, +370.0 kNLoad directions Bottom of Joint in Tension, Rafter moving Down and in Compression.Design to BS 5950-1: 2000 and the SCI Green Book:


Summary of Results (Unity Ratios)Moment Capacity 687.9 kNm (for 4 rows of bolts) 0.36 OKMoment Capacity 296.7 kNm (for the 1 rows of bolts required in the tension zone) 0.84 OKShear Capacity 0.06 OKColumn Tension Stiffener at row 1 0.00, 0.31, 0.04, 0.15, 0.55 0.55 OKBeam Tension Stiffener at row 4 0.00, 0.07, 0.04, 0.06, 0.12 0.12 OKFlange Welds 0.35, 0.73 0.73 OKWeb Welds 0.00, 0.09 0.09 OKHaunch Welds 0.28, 0.99, 0.88 0.99 OKColumn Compression stiff Web Weld 0.54 0.54 OK




Summary of Results (Unity Ratios)Moment Capacity 687.9 kNm (for 4 rows of bolts) 0.36 OKMoment Capacity 296.7 kNm (for the 1 rows of bolts required in the tension zone) 0.84 OKShear Capacity 0.06 OKColumn Tension Stiffener at row 1 0.00, 0.31, 0.04, 0.15, 0.55 0.55 OKBeam Tension Stiffener at row 4 0.00, 0.07, 0.04, 0.06, 0.12 0.12 OKFlange Welds 0.35, 0.73 0.73 OKWeb Welds 0.00, 0.09 0.09 OKHaunch Welds 0.28, 0.99, 0.88 0.99 OKColumn Compression stiff Web Weld 0.54 0.54 OKCombined Column web shear 0.00 OK

138




: : C06-C7/6: MS: DEC-05 / Ver. 2004.10: SM:



Applied Forces at Column/Left Rafter InterfaceResultant Forces M, Fv, F -440.0 kNm, +120.0 kN, -370.0 kNLoad directions Bottom of Joint in Tension, Rafter moving Down and in Tension.Design to BS 5950-1: 2000 and the SCI Green Book:


Summary of Results (Unity Ratios)Moment Capacity 885.7 kNm (for 7 rows of bolts) 0.72 OKMoment Capacity 667.9 kNm (for the 3 rows of bolts required in the tension zone) 0.95 OKShear Capacity 0.08 OKColumn Tension Stiffener at row 1 0.00, 0.31, 0.04, 0.15, 0.55 0.55 OKBeam Tension Stiffener at row 4 0.00, 0.33, 0.19, 0.28, 0.57 0.57 OKFlange Welds 0.83, 0.73 0.83 OKWeb Welds 0.70, 0.15 0.70 OKHaunch Welds 0.28, 0.99, 0.88 0.99 OKColumn Compression stiff Web Weld 0.44 0.44 OK




Summary of Results (Unity Ratios)Moment Capacity 885.7 kNm (for 7 rows of bolts) 0.72 OKMoment Capacity 667.9 kNm (for the 3 rows of bolts required in the tension zone) 0.95 OKShear Capacity 0.08 OKColumn Tension Stiffener at row 1 0.00, 0.31, 0.04, 0.15, 0.55 0.55 OKBeam Tension Stiffener at row 4 0.00, 0.33, 0.19, 0.28, 0.57 0.57 OKFlange Welds 0.83, 0.73 0.83 OKWeb Welds 0.70, 0.15 0.70 OKHaunch Welds 0.28, 0.99, 0.88 0.99 OKColumn Compression stiff Web Weld 0.44 0.44 OKCombined Column web shear 0.00 OK

139




: : C06-C7/ 7: MS: DEC-05 / Ver. 2004.10: SM:



Applied Forces at Column/Left Rafter InterfaceResultant Forces M, Fv, F +440.0 kNm, +120.0 kN, +370.0 kNLoad directions Top of Joint in Tension, Rafter moving Down and in Compression.Design to BS 5950-1: 2000 and the SCI Green Book:


Summary of Results (Unity Ratios)Moment Capacity 614.9 kNm (for 5 rows of bolts) 0.41 OKMoment Capacity 406.7 kNm (for the 2 rows of bolts required in the tension zone) 0.63 OKShear Capacity 0.07 OKColumn Tension Stiffener at row 0 0.05, 0.20, 0.03, 0.10, 0.35, 0.05, 0.13 0.35 OKBeam Tension Stiffener at row 4 0.00, 0.23, 0.14, 0.20, 0.41, 0.23, 0.26 0.41 OKFlange Welds 0.47, 0.68 0.68 OKWeb Welds 0.68, 0.14 0.68 OKHaunch Welds 0.28, 0.99, 0.88 0.99 OKColumn Compression stiff Web Weld 0.61 0.61 OKEnd of Haunch Compression Zone 0.31, 0.36 0.36 OK



Joints in Steel Construction : Moment Connections: SCI-P-207/95Rafter Capacities Mc, Fvc, Fc 986.8 kN.m, 1209.8 kN, 3570.6 kN Mc = 986.8 kN.m OKColumn Forces M, Fv, F 0.9 x 880 kN.m, 0 kN, 240 kNColumn Capacities Mc, Fvc, Fc 852.2 kN.m, 804.5 kN, 4717.5 kN Mc = 852.2 kN.m OK

Summary of Results (Unity Ratios)Moment Capacity 687.9 kNm (for 4 rows of bolts) 0.36 OKMoment Capacity 296.7 kNm (for the 1 rows of bolts required in the tension zone) 0.84 OKShear Capacity 0.06 OKColumn Tension Stiffener at row 1 0.00, 0.31, 0.04, 0.15, 0.55, 0.07, 0.20 0.55 OKBeam Tension Stiffener at row 4 0.00, 0.07, 0.04, 0.06, 0.12, 0.07, 0.08 0.12 OKFlange Welds 0.35, 0.73 0.73 OKWeb Welds 0.00, 0.09 0.09 OKHaunch Welds 0.28, 0.99, 0.88 0.99 OKColumn Compression stiff Web Weld 0.54 0.54 OKCombined Column web shear 0.78 OK

140

Client : Project : Estimate no : Contract no :Sheet no : C06-C7 / 8



Column sectionHE450A

Dc 440 mm⋅:= Bc 300 mm⋅:= Tc 21 mm⋅:= tc 11.5 mm⋅:= rc 27 mm⋅:=

Incoming beamIPE 450

Db 450 mm⋅:= B 190 mm⋅:= Tb 14.6 mm⋅:= tb 9.4 mm⋅:= rb 21 mm⋅:= Ab 9880 mm2⋅:=

Material Properties


py275 275N

mm2⋅:=


py265 265N

mm2⋅:=


mm2⋅:=

Check for bolts


No of bolts n 16:=

Shear capacity of bolt Ps 132kN:=

Tension capacity of bolt Pnom 158kN:=

Gauge distanceg1 140mm:=

Vertical shear per bolt FvSvn

:= Fv 7.5 kN=

Horizontal shear per boltFh

Sh10

:=Fh 1.5 kN=

Resultant shear per bolt Fs Fv2 Fh

2+:= Fs 7.6 kN=

Tension per bolt due to major axis moment

(From M.S output ,LC 2,ratio:0.90)

Ft1 0.90 Pnom⋅:= Ft1 142.2 kN=

Variation no:


141



Tension per bolt due to minor axis moment Ft2My5g1

:= Ft2 7.1 kN=

Total tension per bolt Ft Ft1 Ft2+:= Ft 149.3 kN= < 158kN

Combined tension and shearFsPs

FtPnom

+ 1= < 1.4 Therefore ,OK.

Check for end plate


Bolt lever arm distances R 91.56 181.56 271.56 386.56 496.56 606.56 716.56( )mm:=


Bolt lever arm distances R1 47.7 157.7 267.7 377.7 492.7 582.7 672.7 812.7( )mm:=

Tension in the second row bolts Fr2R0 5,

R0 6,Ft1⋅:= Fr2 120.4 kN=

Tension in bottommost row bolts(From M.S output,LC 4,ratio:0.72)

Fr8 0.72Pnom Ft2+:= Fr8 120.9 kN=

Dispersion for bottommost row bolts dl2B2

:= dl2 95 mm=

Dispersion for second row bolts dl1 110mm:=

Weld b/w beam web to end plate s1 6mm:=

Distance b/w c/l of bolt to edge of web weld (For second row) m1g12

tb2

− 0.8 6⋅ mm−:= m1 60.5mm=

Weld b/w haunch flange to end plate s2 15mm:= (Assumed)

Distance b/w c/l of bolt to edge of haunch flange weld (For bottommost row)

m2 40mm 0.8 s2⋅−:= m2 28 mm=

Variation no:


142



Moment induced on end plate (For second row) M1 Fr2m12

⋅:= M1 3.64kN m⋅=

Moment induced on end plate (For bottommost row) M2 Fr8m22

⋅:= M2 1.69kN m⋅=

Thickness of end plate required (For second row) tp1M1 6⋅

dl1 py265⋅:= tp1 27.4mm=

Thickness of end plate required (For bottommost row) tp2M2 6⋅

dl2 py265⋅:= tp2 20.1mm=

Adopt 30thk end plate

Check for column flange bending

Distance b/w c/l of bolt to root m3g12

tc2

− rc−:= m3 37.3mm=

Moment induced on column flange (For second row) M Fr2m32

⋅:= M 2.24kN m⋅=

Thickness of flange required tp1M 6⋅

dl1 py275⋅:= tp1 21.1mm= > 21mm

Provide flange backing plates

Thickness of flange backing plates required tbp tp12 Tc

2−:= tbp 1.9 mm=

Adopt 10thk flange backing plates.




6

n

R0 n,( )2∑=

R0 6,⋅:= Zbg 3887 mm=

Tension in the topmost bolt due tomajor axis moment

FttMzZbg

:= Ftt 113.2 kN= < 158kN

Variation no:


143





7

n

R10 n,⎛⎝

⎞⎠

2∑=

R10 7,

⋅:= Zbg1 4766 mm=

Tension in the bottom bolt due to major axis moment

FtbMz

Zbg1:= Ftb 92.3kN=

< 158kNCheck for welds

Thickness of the endplate tp 30mm:=


FcaB Tb⋅

AbAx⋅:= Fca 103.9 kN=


Fct 2 Ftb⋅0

7

n

R10 n,∑=

R10 7,

⋅ Fca+:= Fct 878.9 kN=

Total compression in haunch flange due to major axis moment

Fcb 2 Ftt⋅0

6

n

R0 n,∑=

R0 6,⋅:= Fcb 869.3 kN=

Weld between top flange and end plateb1

Length available for weld Lweld 2 B⋅ tb− 2 rb⋅−:= Lweld 328.6 mm=

Shear per mm on weld FL

Sh

3

2 B⋅ tb− 2 rb⋅−:= FL 0.015

kNmm

=

Compression per mm on weld FTcFct

Lweld:= FTc 2.675

kNmm

=

C.G. of top flange weld xB2

:= x 95 mm=

Variation no:


144



Length of weld on bottom side of beam top flange (each side)

ltB 2 rb⋅− tb−

2:= lt 69.3mm=

Section modulus of weld Zw

B3

122

lt3

12lt

B lt−

2

⎛⎜⎝

⎞

⎠

2

⋅+

⎡⎢⎢⎣

⎤⎥⎥⎦

⋅+

x:= Zw 11914.2 mm2

=

Compression per mm on weld due to minor axis moment

FTw

My

3

Zw:= FTw 0.140

kNmm

=

Total compression on weld per mm FT FTc FTw+:= FTc 2.675kNmm

=

Resultant shear per mm on weld RsFT

1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= Rs 2.252kNmm

=

Size of weld required sRs

0.7 pw⋅:= s 14.6mm=

9584

.4

90.3

Adopt 15mm CFW


Tension on beam bottom flange due to 4th bolt row from top due to major axis moment & axial

Ft4R0 3,

R0 6,Ftt⋅

Ax8

+:= Ft4 107.3 kN=

Tension on beam bottom flange due to 5th bolt row from top due to major axis moment

Ft5R0 2,

R0 6,Ftt⋅:= Ft5 42.9kN=

Tension per mm on weld due to majoa axis moment & axial

FTb

2 Ft4⋅69.3

69.3 84.4+⋅

69.3mm 69.3mm+

2 Ft5⋅90.3

90.3 95+⋅

90.3mm 90.3mm++:=

190

69.30 69.30FTb 0.93

kNmm

=

Length available for weld Lweld1 2 190⋅ mm tb− 2 rb⋅−:= Lweld1 328.6 mm=

Shear per mm on weld FL1

Sh

3

2 190⋅ mm tb− 2 rb⋅−:= FL1 0.015

kNmm

=

Variation no:


145



C.G. of top flange weld x1190mm

2:= x1 95 mm=

Length of weld on top side of beam bottom flange (each side)

lt1190mm 2 rb⋅− tb−

2:= lt1 69.3mm=

Section modulus of weld Zw1

190mm( )3

122

lt3

12lt

190mm lt−

2

⎛⎜⎝

⎞

⎠

2

⋅+

⎡⎢⎢⎣

⎤⎥⎥⎦

⋅+

x:= Zw1 11914.2 mm2

=

Tension per mm on weld due to minor axis moment

FTw1

My

3

Zw1:= FTw1 0.140

kNmm

=

Total Tension on weld per mm FT1 FTb FTw1+:= FT1 1.070kNmm

=

9584

.4

90.3

Resultant shear per mm on weld Rs1FT11.25

⎛⎜⎝

⎞

⎠

2

FL12

+:= Rs1 0.856kNmm

=

Size of weld required sRs1

0.7 pw⋅:= s 5.6 mm=

Adopt 6mm CFW




cos θ( ):= C 1003.73 kN=

Effective length of the weld Lweld 2 B⋅:= Lweld 380 mm=

Angle taken conservatively, betweenforce & throat of the welds θ1 90deg θ−( )

90deg θ−

2−:= θ1 30 deg=

K 1.251.5

1 cos θ1( )2+⋅:= K 1.16=

Variation no:


146




Lweld

My3Zw

+:= FThw 2.781kNmm

=

Shear per mm FL

Sh

3

2B tb− 2rb−:= FL 0.015

kNmm

=

Resultant force per mm FR FL2 FThw

K

⎛⎜⎝

⎞

⎠

2

+:= FR 2.403kNmm

=

Size of weld required sFR

0.7 pw⋅:= s 15.61 mm=

Adopt 16mm CFW


313 209

L1 209mm:= L2 313mm:=


Shear on the web portion F2 C cos θ( )⋅:= F2 869.3 kN=


Size of weld b/w haunch flange to u/s of beam s1 6mm:= (Assumed)



L1 tb⋅

AsbFw⋅

2 L1⋅:= FT 0.935

kNmm

=


2 L2 L1+( )⋅:= FL 0.833

kNmm

=

Variation no:


147




FT1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 1.120kNmm

=


0.7 pw⋅:= s 7.27mm=

Adopt 8mm CFW



0.8 s1⋅ tb 1.6 rb⋅+ 5 Tb⋅+( )⋅

AsbFw⋅

tb 1.6 rb⋅+ 5 Tb⋅+:= FTc 0.955

kNmm

=

30°

60°Angle of inclination of beam w.r.t horizontal α 0deg:=

Angle between force FTc & throat of the weld θ2 θ90 deg⋅ θ−

2+

α

2+:= θ2 60 deg=

K 1.251.5

1 cos θ2( )2+⋅:= K 1.37=


0.7 pw⋅ K⋅:= s 4.53mm=

Adopt 6mm CFW

Variation no:


148



CONNECTION C06-C8 (Moment connection with haunch to stiffened column, analysed using a couple force)

LOADS


300x10 THK CAP PLATE

220X10 THK WEB PLATE(10CFW)

2 Nos 140x20 THK STIFFENERS

SECTION A-A

A

150

N/S ONLY

7070

7070

HE 3

20A

15mm PREP.PPBW

88


A

HAUNCH O/O HE 500A

HE 500A

2 Nos 25 THK FLANGE BACKING PLATES (TACK WELDED)

110

140

140

140

140

140

120

42(T

YP)

950

800



NOTES:-

All bolts are M30 Grade 8.8.



Variation no:


149




mm2:=

Bolts









Max.Tension Force in top/haunch flange due to moment

TMz

950mmTb2

−Th

2cos 30deg( )−

⎛⎜⎝

⎞

⎠

:= T 410.7 kN=

Max.Tensile Force in top/bottom most bolts due to moment

FtmTnc

:= Ftm 205.4 kN=


:= Fta 9.2 kN=


Column HE 320A

Dc 310 mm⋅:= Wc 300 mm⋅:= Tc 15.5 mm⋅:= tc 9 mm⋅:= dc 225mm:= rc 27 mm⋅:=

Beam HE 500A

Db 490 mm⋅:= Wb 300 mm⋅:= Tb 23 mm⋅:= tb 12 mm⋅:= rb 27 mm⋅:= Ab 19800mm2:=

Haunch o/oHE 500A

Dh 490 mm⋅:= Wh 300 mm⋅:= Th 23 mm⋅:= th 12 mm⋅:= rh 27 mm⋅:=

'

Material Properties


py275 275N

mm2⋅:=


py265 265N

mm2⋅:=

Variation no:


150



FTFtLd

:= FT 1.124kNmm

=


1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 1.069kNmm

=


pw 0.7⋅:= s 6.94mm=

Adopt 8 mm CFW




Moment MeFt2

g2

tb2

− 0.8s−⎛⎜⎝

⎞

⎠⋅:= Me 5.1 kN m⋅=


py265 Ld⋅:= treq 24.61 mm=





:= Fs 75 kN=


FtPnom

+:= Ratio 1.21=



7049

71.8

Available length of weld for shear Lw 2 780mm( )⋅:= Lw 1560 mm=

Shear per mm FLFvLw

:= FL 0.577kNmm

=


Tension per mm

Variation no:


151



g 120mm:=

Root radius rc 27mm:=

Moment MeFt2

g2

tc2

− rc−⎛⎜⎝

⎞

⎠⋅:= Me 3.1 kN m⋅=


tc2

− rc−⎛⎜⎝

⎞

⎠⋅ tan 60 deg⋅( )⋅:= Ld 98.73 mm=

Thickness of column flange required treqMe 6⋅

py265 Ld⋅:= treq 26.48 mm= > Tc 15.5mm=



2−:= Tfp 21.5mm=

Provide 25 thk flange backing plate behind the bolt rows dedicated for tension only.



Pw(443.61kN ) < Fc(445.24kN ) : Therefore FAILS


Width of end plate wp 220mm:=


b1 wp:= b1 220 mm=


Abs Ab 2Tb Wb b1−( )⋅⎡⎣ ⎤⎦−:= Ab 19800 mm2=

Compressive force on beam top/bottom flange due to axial in beam

Fcab1 Tb⋅


Max. compression in topflange of beam due to moment andaxial



Max. compression along haunch CT

cos θ( ):= C 474.25 kN=


98.7

3


Bolt gauge

Variation no:


152




aeTb2

:= ae 11.5mm=

Distance between fillets dc 225 mm=

ε275265

:= ε 1.019=


Pxae 0.7 dc⋅+

1.4 dc⋅

25 ε⋅ tc⋅

b1 n k⋅+( ) dc⋅⋅ Pbw⋅:= Px 238.2 kN=



Provide 300 x 10 thk cap plate at top & 2Nos 140x20 thk stiffeners in line with haunch flange

( 15t

c )

y

y

ts

tc

WcpCheck for column web buckling with cap plate/stiffener




Lo 15 tc×:= Lo 135 mm=

Thickness of web plate twp 10mm:=




Fc(445.24kN ) < Pw(793.41kN ) : Therefore O.K.



Distance to the nearer end of a member from the end of stiff bearing

be 0mm:=



⋅+:= n 2= (BS 5950-1,2000,Cl-4.5.2.1)



Variation no:


153



Lweld 600 mm=


Lweld:= FTs 0.345

kNmm

=


0.7 pw⋅ 1.25⋅:= sreqd 1.79mm=

Adopt 6mm CFW


e

0.5xFcs

0.5xFcs



e 70mm:=


Mcomp 0.5Fcs e⋅:= Mcomp 7.2 kN m⋅=


Dc 2 Tc⋅−( ):= Fco 26 kN=


Moment of inertia of the section IyyWcp ts

3×

12

Lo tc3

×

12+

⎛⎜⎜⎝

⎞

⎠:= Iyy 33201.3 mm4

=

A Wcp ts× Lo tc⋅+( ):= A 4215 mm2=


:= ryy 2.8 mm=

λ0.7 dc⋅

ryy:= λ 56.12=

pc 227.1N

mm2= From Table-24,Strut Curve c, BS-5950-1(2000)


Fc(445.24kN ) < Px(957.22 kN) : Therefore cap plate thickness is O.K.


Compression to be resisted by stiffener

Fcs Fc P−:= Fcs 207.1 kN=

Length of weld available Lweld 2 Wcp⋅:=

Variation no:


154



Adopt 6mm CFW

sreqd 2.99mm=sreqdFLs

0.7 pw⋅:=Size of weld required

FLs 0.46kNmm

=FLsFcs

Lweld:=Shear per mm

Lweld 450 mm=Lweld 2 dc( )⋅:=Length of weld available

Fcs 207.1 kN=Shear on weld

Weld between cap plate/ Stiffener and column web

Adopt 6mm CFW

sreqd 5.17mm=sreqd

FLs2 FTc

1.25

⎛⎜⎝

⎞

⎠

2

+


FTc 1kNmm

=FTc0.5 Fc⋅

Lw:=Compression per mm

FLs 0.115kNmm

=FLsFcoLw

:=Shear per mm

Variation no:


155

Client : Project : Estimate no: Contract no: Sheet no :C06-C9/ 1

Date : DEC - 05Calc'd by : SSKChecked by : SM


Load on UC 152 Fv 100kN:= Fa 50kN:= Fh 5kN:= Mz 10 kN⋅ m⋅:= My 3 kN⋅ m⋅:=

UC 152 X 152 X 30

10 x 10 SNIPES10 THK TEE WEB PLATE

160 x 15 THK BOLTS @ 90 X / CRS

6050

UC 152 X 152 X 30

FULL PREP.PPBW

TEE FLANGE PLATE

160 x 15 THK ENDPLATE

NOTES:-


All welds are 6mm CFW, UNO

All main steel and fittings are S275


156




Supporting beam UC 152 Db1 157.6 mm⋅:= Wb1 152.9 mm⋅:= Tb1 9.4 mm⋅:= tb1 6.5 mm⋅:= rb1 7.6 mm⋅:=

Incoming beam UC 152 Db2 157.6 mm⋅:= Wb2 152.9 mm⋅:= Tb2 9.4 mm⋅:= tb2 6.5 mm⋅:= rb2 7.6 mm⋅:=

Ab2 3830mm2:=

Material Properties


py275 275N

mm2⋅:=

Design strength of S275 materialbeyond 16thk and up to & including 40mm thk

py265 265N

mm2⋅:=


mm2:=


mm2:=

Check for bolts




No of bolts n 4=

Bolt pitch p 60mm:=

Gauge distance g 90mm:=

Shear capacity of bolt Ps 91.9kN=

Tension capacity of bolt Pnom 110 kN=


157



Clockwise moment


Rc 42.9 102.9( )mm:=

Section modulus of bolt group( major axis)

Zp

2

0

1

n

Rc0 n,⎛⎝

⎞⎠

2∑=

⋅⎡⎢⎢⎣

⎤⎥⎥⎦

Rc0 1,

:= Zp 241.57 mm=

Tensile force on Single boltdue to Mz

FttMzZp

:= Ftt 41.4kN=

Reversal moment


Rr 45.3 105.3( )mm:=


Zn

2

0

1

n

Rr0 n,⎛⎝

⎞⎠

2∑=

⋅⎡⎢⎢⎣

⎤⎥⎥⎦

Rr0 1,

:= Zn 249.58 mm=

Tensile force on Single boltdue to Mz

FtbMzZn

:= Ftb 40.1kN=

Section modulus of bolt group( minor axis)

Zp1 2 g⋅:= Zp1 180 mm=

Tensile force on Single boltdue to My

FtmMyZp1

:= Ftm 16.7kN=

Tension per bolt due to axial force &moments

FtFan

max Ftt Ftb,( )+ Ftm+:= Ft 70.56 kN=

C .G of bolt group from top bolt y 30mm:= y 30 mm=

xg2

:= x 45 mm=

Eccentricity of c/l of beam top flange from c.g of bolt group

e1 75.3mm:=

Moment due to hor. shear eccentricity

Mt Fh e1⋅:= Mt 0.38kN m⋅=

Inertia of bolt group Ibg 4 452⋅ 4 302

⋅+( ) mm2⋅:= Ibg 11700 mm2

=


158



Vertical shear due to moment FvmMt x⋅

Ibg:= Fvm 1.448 kN=

Horizontal shear due to moment FhmMt y⋅

Ibg:= Fhm 0.965 kN=

Vertical shear /bolt FvsFvn

Fvm+:= Fvs 26.45 kN=

Horizontal shear/bolt FhsFhn

Fhm+:= Fhs 2.22kN=

Resultant shear Fs Fvs2 Fhs

2+:= Fs 26.54 kN= < 91.9kN


FtPnom

+⎛⎜⎜⎝

⎞

⎠:= Ratio 0.93=


63

65.6

60.6



Dispersion length on weld( for top bolt)

Ld 128.6 mm⋅:=

Dispersion on web Lw 63 mm⋅:=

Tension on web FtwFt Lw⋅

Ld:= Ftw 34.57 kN=


:= FT 0.549kNmm

=

Vertical shear per mm FLFv

2 123.6 mm⋅( )⋅:= FL 0.405

kNmm

=


1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R1 0.597kNmm

=


0.7 pw⋅:= sreq 3.88mm=

Adopt 6mm CFW


159




Total dispersion for top bolt Ld 128.6 mm=

Dispersion on web Lw 63 mm⋅:=

Tension capacity of beam web per bolt tension

PT py275 Lw⋅ tb2⋅:= PT 112.61 kN=

Tension in web Ftw

2 FttFan

+⎛⎜⎝

⎞

⎠Lw⋅

Ld:= Ftw 52.81 kN=


63

65.6

60.6

Check for end plate

Weld b/w beam web & endplate s 6 mm⋅:=

Bolt tension Ft 70.56 kN=


g2

tb22

− 0.8 s⋅−⎛⎜⎝

⎞

⎠⋅:= M 1.304 kN m⋅=

Dispersion length Ld 126.2mm:= (worst case)




( Accept small % overstress )

Adopt 15 thk plate as Tee flange

Check for tee plate welds


FcaWb2 Tb2⋅

Ab2Fa⋅:= Fca 18.76 kN=

Max. compression in top flange of beam due to major axis moment and axial Fct

2 Ftb⋅

0

1

n

Rr0 n,∑=

⎛⎜⎜⎝

⎞

⎠

⋅

Rr0 1,



160



Max.compression in bottom flange of beamdue to major axis moment and axial Fcb

2 Ftt⋅

0

1

n

Rc0 n,⎛⎝

⎞⎠∑

=

⎡⎢⎢⎣

⎤⎥⎥⎦

⋅

Rc0 1,

Fca+:= Fcb 136.1 kN=

Weld between end plate/toe plate and UC 152 top flange

Stiff bearing length b1 Wb2:= b1 152.9 mm=


Shear per mm on weld FLFh

Lweld:= FL 0.03

kNmm

=

Section modulus of weld ZwLweld

2

6:= Zw 3896.4 mm2

=

Max Compression per mm FTFct

Lweld

My

2

Zw+:= FT 1.257

kNmm

=

Resultant shear per mm on weld RFL0.6

⎛⎜⎝

⎞

⎠

2

FT2

+:=

Size of PPBW required s max 2 9.4⋅ 3+( )mmR

py2753mm+

⎛⎜⎝

⎞

⎠,

⎡⎢⎣

⎤⎥⎦

:= s 9.13mm=

152.90

65.60

21.70

43.65Adopt full prep.PPBW

Weld between bottom flange and end plate/toe plate

Length available for weld Lweld 2b1 tb2− 2rb2−:= Lweld 284.1 mm=

Section modulus of weld Zw

Wb13

122

65.6 mm⋅( )3

1265.6 mm⋅ 43.65 mm⋅( )2⋅+

⎡⎢⎣

⎤⎥⎦

⋅+

Wb1

2

:=

Zw 7781.66 mm2=

Max Compression per mm FTbFcb

Lweld

My

2

Zw+:= FTb 0.672

kNmm

=

Size of FW required sFTb

0.7 1.25⋅ pw⋅:= s 3.49mm=

Adopt 6mm CFW


161



Weld between tee web and UC 152 flange

38.2

0

44.78 kN

2 x 26.14 kN

2 x 14.17 kN6040

.60

63.2Tension dispersed to TEE web platefrom tension in first row of bolt

Ft0

Fan

Ftt+⎛⎜⎝

⎞

⎠70.6⋅ mm⋅

70.6 mm⋅ 75 mm⋅+:= Ft0 26.13 kN=

ension dispersed to TEE web platefrom tension in second row of bolt

Ft1

Fan

FttRc0 1,

Rc0 0,⋅+

⎛⎜⎜⎝

⎞

⎠68.2⋅ mm⋅

68.2 mm⋅ 75 mm⋅+:= Ft1 14.17 kN=

Max shear on the weld/side Fmax2 Ft0 98.20⋅ mm Ft1 38.20⋅ mm+( )

38.20 60+ 40.60+( )mm:= Fmax 44.78 kN=

Length available for weld/side( using 10 x 10 snipes)

Lweld 73.2mm 10mm−:=75.0

70.6

68.2

38.2

75.0

40.6

60.0

Lweld 63.2mm=

Shear per mm FLFmax

2Lweld:= FL 0.354

kNmm

=

Size of fillet weld required sreqFL

0.7 pw⋅:= sreq 2.30mm=

Adopt 6mm CFW

Weld between UC 152 beam web and tee web


2 123.6 mm⋅( )⋅:= FL 0.405

kNmm

=


0.7 pw⋅:= sreq 2.63mm=

Adopt 6mm CFW

Check for tee web plate

Width of web plate w 63.2mm:=

Thickness of plate required in shear treqFmax

0.6 0.9⋅ w⋅ py275⋅:= treq 4.77mm=

Adopt 10 thk plate as Tee web


162

Client : Project :Estimate no : Contract no : Sheet no : C06-C10/ 1


CONNECTION NO.- C06-C10LOADS:

Beam : 203X203X71 UC

Shear Fv 237 kN⋅:= Tying force Fa 237 kN⋅:=

Major axis moment Mz 150 kN⋅ m⋅:=

5090

110

90(T

YP)

370

430

(TYP)

(TYP

)

90(T

YP)

13 prep., PPBW(TYP-TOP FLG)

END PLATE 250X25 THK (TYP)

TOE PLATE 250X60 THK (TYP)

203X203X71 UC 203X203X71 UC

HAUNCH O/O FLANGE PLATE 200X20 THK & 20 WEB PLATE

(TYP)

10

203X203X86 UC

9.3°

A A

SECTION A-A

101010

13 prep., PPBW(TYP-FLGS)

NOTES:-

All bolts are M24 grade 8.8 UNO .

All welds are 6 mm CFW UNO.



163




Supporting column : 203X203X86

Dc 222.2mm:= wc 209.1mm:= Tc 20.5mm:= tc 12.7mm:= rc 10.2mm:= Ac 11000 mm2=

Supported beam : 203X203X71

Db 215.8mm:= wb 206.4mm:= Tb 17.3mm:= tb 10mm:= rb 10.2mm:= db 160.8mm:= Ab 9040 mm2=

MATERIAL PROPERTIES


mm2⋅:=

Design strength of S355 material beyond 16 mm thk and including 40 mm thk. py345 345N

mm2⋅:=


mm2⋅:=

Design Ultimate strength of S355 material pu 392N

mm2⋅:=


mm2⋅:=

Check for bolts b/w end plate & beam web (Worst case)





Pitch p 90mm:=

Shear capacity of bolt Ps 132 kN=


Check for bolts


Bolt lever arm distances Rt 78.45 168.45 278.45 368.45( )mm:=


3

n

Rt0 n,⎛⎝

⎞⎠

2∑=

Rt0 3,

⋅:= Zbg 1345.20 mm=


164



Tension in the top most bolt due to major axis moment

FttMzZbg

:= Ftt 111.51 kN=


Bolt lever arm distances Rt1 41.35 131.35 241.35 331.35( )mm:=


3

n

Rt10 n,⎛⎝

⎞⎠

2∑=

Rt10 3,

⋅:= Zbg 1128.75 mm=

Moment induced on end plate & toe plateinterface due to eccentricity

Mz1 Fv 64.55⋅ mm:= Mz1 15.3kN m⋅=

Tension in the top most bolt due to major axis moment

FtbMz Mz1+

Zbg:= Ftb 146.44 kN= < 158kN

203X203X86 UC

64.55

Vertical shear per bolt FsFvn

:= Fs 29.6kN=

Max. tension per bolt Ft max Ftt Ftb,( ):= Ft 146.44 kN=

< 158kN

Combined shear & tension RatioFsPs

FttPnom

+:= Ratio 0.93=

Ratio (0.93 ) < 1.4 : Therefore O.K.

Tension per bolt due to tie force Ft1Fa4

:= Ft1 59.25 kN=

Ft1 (59.25kN)< 158kN Therefore O.K.

90

90

111.

89

Check for weld between end plate and beam web

Eff. shear length for weld Ls db 190.09mm+:= Ls 350.9 mm=

Shear per mm FLFv

2 Ls⋅:= FL 0.338

kNmm

=

Tension per mm due to tie force FT

Ft111.89201.89

⎛⎜⎝

⎞⎠

⋅

111.89mm:= FT 0.725

kNmm

=

Size of the weld for shear & tension due to induced moment

sw

FL2 FT

1.25

⎛⎜⎝

⎞

⎠

2

+

pw 0.7⋅:= sw 3.84mm=

sw 6mm:=Adopt 6mm CFW


165



Check for end plate

Moment induced on end plate M1Ft2

90mmtb2

− 0.8 sw⋅−⎛⎜⎝

⎞

⎠⋅:= M1 5.9 kN m⋅=

Thickness of end plate required tpreqd6 M1⋅

py345 201.89⋅ mm:= tpreqd 22.49 mm=

Adopt 25mm thk end plate.tp 25mm:=

222.

20

187.

55

Check for toe plate (worst case-for compression)

Total compression in haunch flange dueto major axis moment

Fcb 2 Ftt⋅0

3

n

Rt0 n,∑=

Rt0 3,

⋅:= Fcb 541 kN=

222.

20A

B18

7.55

3.51

kN/m

m

Total compression in top flange due tomajor axis moment

Fct 2 Ftb⋅0

3

n

Rt10 n,∑=

Rt10 3,

⋅:= Fct 658.9 kN=

Compression acting on top flange per mm

CwFct

187.55mm:= Cw 3.51

kNmm

=

Max BM acting on toe plate due to compression

M2 20.6kN m⋅:= (Refer PROKON output)

Assume thickness of toe plate ttp 60mm:=

Assume beam top flange weld sw2 13mm:=

Stiff bearing width @ centre of toe plate

Ld1 sw2 tp+ 2.5ttp2

⋅+:= Ld1 113 mm=

Ld1 113.00 mm=

Thickness of toe plate required for compression

tpreqd6 M2⋅

py335 Ld1⋅:= tpreqd 57.14 mm=

Adopt 60mm Thk toe plate

Check for weld b/w toe plate & column flange ( worst case-for compression)

Compression acting on each weld per mm

FTcw

Fct

2

Ld1:= FTcw 2.9

kNmm

=

Size of PPBW weld required swc max 2 20.5 3+( ) mm⋅FTcwpy345

3 mm⋅+,⎡⎢⎢⎣

⎤⎥⎥⎦

:= swc 12.06 mm=

Adopt 13 prep., PPBW.


166



90

111.

8967

.5

86.44Check for tension capacity of incoming beam web

Max tension on 1st row of bolt dispersed on beam web

Ftw Ftt67.5

67.5 86.44+⋅:= Ftw 48.9kN=

Total tension acting on beam web FtW 2 Ftw⋅:= FtW 97.8kN=

Tension capacity of incoming beam web Ptw 67.5mm pu⋅ tb⋅:= Ptw 264.6 kN=

FtW ( 97.79 kN ) < Ptw ( 264.6 kN ): Therefore O.K.

Check for haunch section (Compression capacity)

191.

09

191.09 138.99

45°

69.64

381.40

Depth of Haunch dh 191.09 mm⋅:=

Effective depth of haunch web dhw 69.64 mm⋅:=

Thickness of haunch web th 20 mm⋅:=

Width of haunch flange wh 200 mm⋅:=

Thickness of haunch flange Th 20 mm⋅:=

Use 200 x 20 thk. haunch flange plate & 20 thk. haunch web plate

Area of effective haunch section Ah dhw th⋅ wh Th⋅+:= Ah 5392.8 mm2=


cos 30 deg⋅( ):= C 624.69 kN=

C.g of T-section about X-X axis Cx

wh Th2

⋅

2dhw th⋅ Th

dhw2

+⎛⎜⎝

⎞

⎠⋅+

wh Th⋅ dhw th⋅+:= Cx 21.58 mm=

Moment of inertia about XX axis,

Ixxwh Th

3⋅

12wh Th⋅ Cx

Th2

−⎛⎜⎝

⎞

⎠

2

⋅+dhw

3 th⋅

12+ dhw th⋅ Cx Th−

dhw2

−⎛⎜⎝

⎞

⎠

2

⋅+:= Ixx 2771512.2 mm4=

Moment of inertia Iyywh

3 Th⋅

12

dhw th3

⋅

12+:= Iyy 13379760 mm4

=

Min. Radius of gyration rymin Iyy Ixx,( )

Ah:= ry 22.7mm=

Length of haunch L 381.4 mm⋅:=


167



k 1:=

Slenderness ratio λk L⋅ry

:=λ 16.8=

Unit compressive resisistace fc 355N

mm2:=

Factored compressive resistance Cr fc Ah⋅:= Cr 1914.4 kN=

Cr (1914.44 kN) > C (624.69 kN): Therefore O.K.

Weld between haunch flange and end plate

Stiff bearing width b1 wb:= b1 206.4 mm=

Length available for weld Lweld 2 wh⋅ th−:= Lweld 380 mm=

Compression per mm on weld FTc1C

Lweld:= FTc1 1.644

kNmm

=

Angle taken conservatively, betweenforce & throat of the welds θ1 30deg:=

K 1.251.5

1 cos θ1( )2+⋅:= K 1.16=

Size of weld required sw1FTc1

0.7 K⋅ pw⋅:= sw1 8.12mm=

Adopt 10mm CFW sw1 10mm:=



Compression per mm on weld FTcFct

Lweld:= FTc 3.192

kNmm

=

Size of PPBW weld required sw2 max 2 17.3 3+( ) mm⋅FTc

py3453 mm⋅+,

⎡⎢⎢⎣

⎤⎥⎥⎦

:= sw2 12.25 mm=

Adopt 13 prep., PPBW. sw2 13mm:=


191.

09

191.09 138.99

45°

L1 138.99mm:= L2 191.09mm:=


Shear on the web portion F2 C cos θ1( )⋅:= F2 541 kN=

Compression at beam bottom flange Fw C sin θ1( )⋅:= Fw 312.3 kN=

Size of weld ( Assumed) sw4 6mm:=

Stiff bearing area Asb L1 tb⋅ tb 1.6 rb⋅+ 5 Tb⋅+( ) 0.8⋅ sw4⋅+:= Asb 1931.44 mm2=


168



Compressive force per mm FT4

L1 tb⋅

AsbFw⋅

2 L1⋅:= FT4 0.809

kNmm

=

Shear force on weld FL3F2

2 L2 L1+( )⋅:= FL3 0.819

kNmm

=

Resultant force on weld RFT41.25

⎛⎜⎝

⎞

⎠

2

FL32

+:= R 1.044kNmm

=

Size of fillet weld reqd sw3R

0.7 pw⋅:= sw3 5.97mm=

Adopt 6mm CFW



0.8 sw4⋅ tb 1.6 rb⋅+ 5 Tb⋅+( )⋅

AsbFw⋅

tb 1.6 rb⋅+ 5 Tb⋅+:= FTc 0.776

kNmm

=

Angle between force FTc & throat of the weld θ2 θ190 deg⋅ θ1−

2+:=

θ2 60.00 deg=

K 1.251.5

1 cos θ2( )2+⋅:= K 1.37=

Size of fillet weld reqd sw4FTc

0.7 pw⋅ K⋅:= sw4 3.24mm=

Adopt 6mm CFWsw4 6mm:=

191.

09

191.09 138.99

45°

381.4

Weld b/w haunch flange to haunch web

Shear acting on weld per mm FL4C

2 381.4⋅ mm:= FL4 0.8

kNmm

=

Size of fillet weld reqd sw5FL4

0.7 pw⋅:= sw5 4.68mm=

Adopt 6mm CFW


169

SheetJob Number

Job Title

Client

Calcs by MS Checked by SM Date DEC-05

Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]

C06-C10/8MACEMS KP DEC-05

A11Single Span Beam : Untitled

Input Tables

Section DesignationIPE100 I1

Beam Data Length (m)Fixity leftFixity right I (m4) E (kPa)

0.2222PinnedPinned

1.710E-6206E6

LoadsW left(kN/m)

W right(kN/m)

a(m)

b(m)

P(kN)

a(m)

M(kNm)

a(m)

3510 3510 0 0.1875

Moment, Shear and Deflections

0.19

3510.0

I = 1.71E-6 m^4 E = 206E6 kPa

0.03

I = 1.71E-6 m^4 E = 206E6 kPa

DEFLECTIONS D max = -.298mm @ .110m

-.300-.280-.260-.240-.220-.200-.180-.160-.140-.120-.100-.080-.060-.040-.020

.010

.020

.030

.040

.050

.060

.070

.080

.090

.100

.110

.120

.130

.140

.150

.160

.170

.180

.190

.200

.210

.220

SHEAR FORCE V max = 380 kN @ 0.00m

-250-200-150-100

-50.0

50.0100 150 200 250 300 350 400

.010

.020

.030

.040

.050

.060

.070

.080

.090

.100

.110

.120

.130

.140

.150

.160

.170

.180

.190

.200

.210

.220

BENDING MOMENT M max = 20.6kNm @ .110m

20.019.018.017.016.015.014.013.012.011.010.09.008.007.006.005.004.003.002.001.00

.010

.020

.030

.040

.050

.060

.070

.080

.090

.100

.110

.120

.130

.140

.150

.160

.170

.180

.190

.200

.210

.220

170

MSELVAN

Text Box

MSELVAN

Text Box

MSELVAN

Text Box

MSELVAN

Text Box


Date : DEC-05Calc'd by : SMChecked by : MS


All weld sizes are 6mm CFW U.N.O

All bolts are M20 ,Grade 8.8 U.N.O

NOTES:-

SECTION A-A

8 deg

HE 1000A

A

HE 1000A

8 deg

(typ flanges)

(typ flanges)

A

End plate300 x 40thk

Fin plateAs opp.side

IPE 300

B

75

IPE 300

B 175

(typ)

110

110

110

110

220220

HE 1000A

SECTION B-B

IPE 300

228.8 kN286 kN

171.6 kN

53.1

3°

IPE 300

171.6 kN

228.8 kN286 k

N53.13°28

6 kN

171.6 kN

228.8 kN

53.13°

228.8 kN

286 kN

53.1

3°

171.6 kN

HE 24

0A (T

YP)

(TYP

)

Gusset15 thk (typ)

4070

40

90 (typ)

300

(min

)(ty

p)

120

5011

011

014

016

0

20 (min)(typ)

40 5040

250 (max)

(typ)

5090

7070

80

20 Nos M24 BOLTS

1515

1515

Fv1 30kN:=Vertical shear

F2 286kN:=Axial BRACES HE 240A(K-LOADING)

Fa 155kN:=Axial INCOMING BEAMS IPE300(G-LOADING)

Fh 25kN:=Horizontal shearFv 72kN:=Vertical shearF 384kN:=Axial

Mv 942kN m⋅:=Moment RAFTER HE 1000A

LOADS ( B & D TYPE LOADING)



171

© MasterKey Joints - KAZAKHSTAN C:\Documents and Settings\MURALI.WHILDESIGN\Desktop\2002



: : C06-C11 / 002: SM: December, 2005/ Ver. 2003.12: MS:


Connection-C06-C11Beam to Beam End-Plated Connection

15fw

15fw

6fw

50140

140

110110110

50160

110110

110•

100

999•

101

End-Plate 1200 x 300 x 40 mm20 No. M24 8.8 Bolts in 26 mm holes

120

Welds grd 42 Plates S 275Beam HE 1000 A 272.27 [S 275]

8 deg


Applied Forces at End-plate InterfaceLeft Rafter Forces M, Fvr, Fr +942.0 kNm, +72.0 kN, +384.0 kNResultant Forces M, Fv, F +942.0 kNm, +17.9 kN, +390.3 kNLoad directions Top of Joint in Tension, Rafter moving Down and in Compression.Design to BS 5950-1: 2000 and the SCI Green Book:


Basic DimensionsRafter-HE 1000 A 272.27 [28] D=990, B=300, T=31, t=16.5, r=30.0, py=265Rafter Capacities Mc, Fvc, Fc 3443.3 kN.m, 2622.8 kN, 9233.9 kN Mc = 3443.3 kN.m OK

Summary of Results (Unity Ratios)Moment Capacity(for 9 rows of bolts) 0.57 OKMoment Capacity(for the 3 rows of bolts required in the tension zone) 0.81 OKShear Capacity 0.01 OKFlange Welds 0.60, 0.89 0.89 OKWeb Welds 0.73, 0.02 0.73 OK

172




: : C06-C11/ 003: SM: December, 2005 / Ver. 2003.12: MS:



Applied Forces at End-plate InterfaceLeft Rafter Forces M, Fvr, Fr -942.0 kNm, +72.0 kN, +384.0 kNResultant Forces M, Fv, F -942.0 kNm, +17.9 kN, +390.3 kNLoad directions Bottom of Joint in Tension, Rafter moving Down and in Compression.Design to BS 5950-1: 2000 and the SCI Green Book:



173




: : C06-C11 / 004: SM: December, 2005 / Ver. 2003.12: MS:



Applied Forces at End-plate InterfaceLeft Rafter Forces M, Fvr, Fr +942.0 kNm, +72.0 kN, -384.0 kNResultant Forces M, Fv, F +942.0 kNm, +124.7 kN, -370.2 kNLoad directions Top of Joint in Tension, Rafter moving Down and in Tension.Design to BS 5950-1: 2000 and the SCI Green Book:



174




: : C06-C11 / 005: SM: December, 2005 / Ver. 2003.12: MS:



Applied Forces at End-plate InterfaceLeft Rafter Forces M, Fvr, Fr -942.0 kNm, +72.0 kN, -384.0 kNResultant Forces M, Fv, F -942.0 kNm, +124.7 kN, -370.2 kNLoad directions Bottom of Joint in Tension, Rafter moving Down and in Tension.Design to BS 5950-1: 2000 and the SCI Green Book:



175



Beam HE1000A w 300mm:= Tb 31mm:= tb 16.5mm:= rb 30mm:= Ab 34700mm2:=

Brace HE 240A Dbr 230mm:= Wbr 240mm:= Tbr 12 mm⋅:= tbr 7.5mm:= rbr 21mm:=

Considering rotation about c/l of rafter bottom flange

Bolt lever arm distances

R 93 203 313 423 533 643 753 893 1033( )mm:=


8

n

R0 n,( )2∑=

R0 8,⋅:= Zbg 6691 mm=

Tension in the topmost bolt due to moment FttMvZbg

:= Ftt 140.8 kN=

Considering rotation about c/l of rafter top flange

Bolt lever arm distances

R1 74 214 324 434 544 654 764 874 1034( )mm:=

Material Properties


py275 275N

mm2⋅:=


py265 265N

mm2⋅:=


mm2⋅:=







Shear Capacity Ps 132kN:=

Tension Capacity Pnom 158kN:=

Beam properties


176



ymax 551 mm=

Vertical shear due to torsional moment FvmM x⋅Ibg

:= Fvm 2.9 kN=

Horizontal shear due to torsional moment FhmM ymax⋅

Ibg:= Fhm 26.8kN=

Total Vertical shear /bolt FvsFvn

Fvm+:= Fvs 6.5 kN=

Total horizontal shear/bolt FhsFhb

nFhm+

Fh8

+:= Fhs 47 kN=

Fs Fvs2 Fhs

2+:= Fs 47.5kN= < 132kNResultant shear

Tension / bolt Ft 0.85 Pnom⋅:= Ft 134.3 kN=

(From master series output ,LC 3 ,ratio=0.85)

Combined shear and tensionFsPs

FtPnom

+ 1.21= < 1.4 Therefore O .K


8

n

R10 n,⎛⎝

⎞⎠

2∑=

R10 8,

⋅:= Zbg1 6741 mm=

FtbMv

Zbg1:=Tension in the bottom most bolt due to moment Ftb 139.7 kN=

Check for bolt

Bracing inclination w.r.t incoming beam θ 53.13deg:=

Component of brace force (Two components) Fhb 2F2 cos θ( )⋅:= Fhb 343.2 kN=

C .G of bolt group from top bolt

y2 140 280+ 390+ 500+ 610+ 720+ 830+ 940+ 1100+( ) mm

n:= y 551 mm=

xg2

:= x 60 mm=

Polar Inertia of bolt group

Ibg 2 5512 4112+ 2712

+ 1612+ 512

+ 592+ 1692

+ 2792+ 3892

+ 5492+( )⋅ mm2

⋅ n x2⋅+:=

HE 1000A

8 deg

551.

033

1.87

5

50.0

176.

7

15.1

5

175

Eccentricity b/w C/L of gusset to bolt group C.G e 332mm:= Ibg 2346180 mm2=

Torsional Moment due to eccentricity M Fhb e⋅:=

M 113.9 kN m⋅=

ymax max y 1100mm y−,( ):=


177



Rs1 FL2 FTt

1.25

⎛⎜⎝

⎞

⎠

2

+:= Rs1 2.187kNmm

=

Weld size required sreqdRs1

0.7 pw⋅:= sreqd 14.20 mm=

Provide 15mm CFW between beam top flange and end plate

Weld between bottom flange and end plate

Max Compression per mm FTbC1

Lweld:= FTb 2.739

kNmm

=


Fh

2

Lweld:= FL 0.024

kNmm

=

Resultant force per mm on weld Rs2 FL2 FTb

1.25

⎛⎜⎝

⎞

⎠

2

+:= Rs2 2.192kNmm

=

Weld size required sreqdRs2

0.7 pw⋅:= sreqd 14.23 mm=

Provide 15mm CFW between beam bottom flange and end plate

Check for welds

Compression due to axial force on rafter flange

Cb1Tb w⋅

AbF⋅:= Cb1 102.9 kN=


C 2 Ftb⋅0

8

n

R10 n,∑=

⎛⎜⎜⎝

⎞

⎠R10 8,

⋅ Cb1 cos 8deg( )⋅+:= C 1430.7 kN=

Total compression in bottom flange due to major axis moment and axial

C1 2 Ftt⋅0

8

n

R0 n,∑=

⎛⎜⎜⎝

⎞

⎠R0 8,

⋅ Cb1 cos 8 deg⋅( )⋅+:= C1 1434 kN=

Length available for weld Lweld 2w tb− 2 rb⋅−:= Lweld 523.5 mm=


Max Compression per mm FTtC

Lweld:= FTt 2.733

kNmm

=


Fh

2

Lweld:= FL 0.024

kNmm

=

Resultant force per mm on weld


178



FhsfFa6

Fhmf+:= Fhs 47 kN=

Fsf Fvsf2 Fhsf

2+:= Fsf 49.6kN= < 91.9kNResultant shear

Therefore O .K

Check for bearing capacity of incoming beam web (IPE 300)

Thickness of web twi 7.1mm:=

Dia of bolt used dbf 20mm:=

No of bolts used to connect finplate andincoming beam

nbi 6:=

Bearing strength pb275 460N

mm2:=

Shear / bolt due to incoming beam axial FsiFanbi

:= Fsi 25.8kN=

Bearing capacity of incoming beam web Pbi dbf twi⋅ pb275⋅:= Pbi 65.3kN= > 25.8kN Therefore o.k.

Checks for Finplate /End plate connection

C .G of bolt group from top bolt

y2 70 140+( ) mm

6:= y 70 mm=

x50mm

2:= x 25 mm=

Polar Inertia of bolt group

Ibgf 4 702⋅ 6 252

⋅+( ) mm2⋅:= Ibgf 23350 mm2

=

Eccentricity b/w C/L of end plate to fin/end plate bolt group C.G

ef 245mm:=

Torsional Moment due to eccentricity Mf Fv1 ef⋅:= Mf 7.4 kN m⋅=

Vertical shear due to torsional moment FvmfMf x⋅

Ibgf:= Fvmf 7.9 kN=

Horizontal shear due to torsional moment FhmfMf y⋅

Ibgf:= Fhmf 22 kN=

Total Vertical shear /bolt FvsfFv16

Fvmf+:= Fvsf 12.9kN=

Total horizontal shear/bolt


179



et 40mm:=


Width of brace bar Wbr 240 mm=

Tensile length LtWbr g−

2:= Lt 75 mm=

Thickness of flange Tbr 12 mm=

Block Shear capacity Pr 2 0.6 py275⋅ Tbr⋅ Lv ke275 Lt 0.5 Dh⋅−( )⋅+⎡⎣ ⎤⎦⋅⎡⎣ ⎤⎦⋅:= Pr 739.7 kN=

Pr (739.73 kN) > F2(286 kN): Therefore O.K.

Check for Weld

Between gusset plate and end plate

Length of weld Lw 2 141 25−( )⋅ mm:= Lw 232 mm=

Component of brace force(one component) Fw F2 cos θ( )⋅:= Fw 171.6 kN=

Shear/mm weld FLgFwLw

:= FLg 0.74kNmm

=

Checks for brace member-HE 240ACheck for bolts between brace and gusset


Dia of holeDh 22mm:=

No .of bolt rows nr 2:=




Shear load on each Bolt FsF2n

:= Fs 71.5kN=



Net area co-efficinet, for grade S275 ke275 1.2:=

Pitch p 70mm:=

Gauge g 90mm:=

End distance


180



Therefore O.K

> 286 kNPc 429.3 kN=Pc wd tg⋅ pc⋅:=Compression capacity of the plate

( B.S 5950-2000,Cl - 4.7.4 & TABLE 24)pc 167.5N

mm2=

λyy 86.6=λyy 1.5Leffryy

⋅:=Slenderness ratio

ryy 4.33mm=ryytg

2

12:=Min radius of gyration

Leff 250mm:=Max Effective length for Buckling

wd 170.8 mm=wd 2p tan 30deg( )⋅ g+:=Dispersion width

p 70mm:=Pitch

g 90mm:=Gauge

tg 15mm:=Thickness of gusset plate

Check for Gusset

By inspection ,6CFW is o.k

Between gusset plate and rafter web

Adopt 6mm CFW

s 4.8 mm=sFLg



181

= 8.8

ClientProjectEstimate No.Contract No.Sheet No.

Date DEC-05Calc'd byChecked by C07/C1/ 1

SM

Full Depth End Plate To Column Flange Connection

Connection Summary

Column Section Size

Beam Section Size

End Plate Size

Bolt GradeBolt Diameter

Fillet Weld Leg Length

Column Grade

Beam Grade

End Plate Grade

Electrode Class

= 305x305x97 UC

= M20

= *200mmx20mmx528mm

= 533x210x82 UB

= 6mm = 42

= S275

= S275

= S275

Load Capacities

Shear Load Only Combined Shear & Tension Tie Force

836 kNPv = 0 kNPv =

616 kNPa =

616 kNPt =

Loadcase 1 Loadcase 2 Loadcase 3

182

KIRAN

Text Box

KP

= 8.8



SM

Partial Depth End Plate To Beam Connection

Connection Summary

Support Beam Section Size

Incoming Beam Section Size

End Plate Size



Support Beam Grade

Incoming Beam Grade

End Plate Grade

Electrode Class

= 533x210x82 UB

= M20

= 160mmx20mmx360mm

= 457x191x67 UB

= 6mm = 42

= S275

= S275

= S275

Load Capacities


454 kNPv = 0 kNPv =

51 kNPa =

60 kNPt =


183

KIRAN

Text Box

KP



SM

Fin Plate To Column Flange Connection

Connection Summary

Column Section Size

Beam Section Size

Fin Plate Size

Bolt Grade = 8.8Bolt Diameter


Column Grade

Beam Grade

Fin Plate Grade

Electrode Class

= 305x305x97 UC

= M20

= *100mmx10mm

= 533x210x82 UB

= 6mm = 42

= S275

= S275

= S275

Load Capacities


451 kNPv = 0 kNPv =

529 kNPa =

529 kNPt =


x430mm Lg

184

KIRAN

Text Box

KP



SM

Fin Plate To Column Web Connection

Connection Summary

Column Section Size

Beam Section Size

Fin Plate Size



Column Grade

Beam Grade

Fin Plate Grade

Electrode Class

= 533x210x82 UB

= M20

= *100mmx10mm

= 305x305x97 UC

= 6mm = 42

= S275

= S275

= S275

Load Capacities


186 kNPv = 0 kNPv =

49 kNPa =

59 kNPt =


x220mm Lg

185

KIRAN

Text Box

KP


Date DEC-05Calc'd byChecked byC07/C5/ 1

SM

Fin Plate To Circular Hollow Section Column

Connection Summary

Column Section Size

Beam Section Size

Fin Plate Size



Column Grade

Beam Grade

Fin Plate Grade

Electrode Class

= 323.9x16 CHS

= M20

= *100mmx10mm

= 533x210x82 UB

= 6mm = 42

= S275

= S275

= S275

Load Capacities


451 kNPv = 0 kNPv =

468 kNPa =

529 kNPt =


x430mm Lg

186

KIRAN

Text Box

KP

= 8.8



SM

Fin Plate Beam To Beam Connection

Connection Summary



Fin Plate Size



Support Beam Grade

Incoming Beam Grade

Fin Plate Grade

Electrode Class

= 533x210x82 UB

= M20

= *100mmx10mmx360mm Lg

= 457x191x67 UB

= 6mm = 42

= S275

= S275

= S275

Load Capacities


318 kNPv = 0 kNPv =

167 kNPa =

199kNPt =


Skew Angle of Beam on Plan = 90°

187

KIRAN

Text Box

KP

= 8.8



SM

Welded Tee Beam To Beam Connection

Connection Summary



End Plate Size


End Plate F. W. Leg Length

Support Beam Grade

Incoming Beam Grade

End Plate Grade

Electrode Class

= 533x210x82 UB

= M20

= 160mmx20mm × 453mm Lg

= 457x191x67 UB

= 6mm = 42

= S275

= S275

= S275

Load Capacities


459 kNPv = 0 kNPv =

549 kNPa =

654kNPt =


Slope of Beam from Vertical = 90°

Toe Plate Size = 160mmx20mm × 501mm Lg Toe/Spade Plate Grade = S275

= *120mmx10mm × 501mm LgSpade Plate °/of

Tee Bracket F. W. Leg Length = 6mm

188

KIRAN

Text Box

KP

Client : Project : Estimate no: Contract no: Sheet no :C08-C1 / 1

Date : DEC-05Calc'd by : KPChecked by : SM

All main steel and fittings are S275.

All welds are 6mm CFW.


NOTES:-

UB 254x146x37UB

254x

146x

37

8 THK PLATE WELDED TO WEB

70 x 15 THK STIFFENER PLATES (10 x10 SNIPES)

5080

80

20(M

IN)

(8 CFW)

220 x 15 THK END PLATEBOLTS @ 120 X / CRS

Mv 10kN m⋅:=Major axis moment

Fx 10kN:=Axial force

Fh 10kN:=Horizontal Shear

Fv 35kN:=Vertical Shear

LOADS :-

UB 254x146x37INCOMING BEAM

CONNECTION - C08-C1


Description

189



Dh 22mm:=




Bolt pitch p 80mm:=




Considering rotation about c/l of beam bottom flange

R 40.5 120.5 200.5( )mm:=Bolt lever arm distances


2

n

R0 n,( )2∑=

R0 2,⋅:= Zbg 562 mm=

Tension in the topmost bolt due to moment FttMvZbg

:= Ftt 17.79 kN=

Section properties

Stub UB 254x146x37 Dc 256mm:= wc 146.4mm:= Tc 10.9mm:= tc 6.3mm:= rc 7.6mm:=

Beam UB 254x146x37 Db 256mm:= wb 146.4mm:= Tb 10.9mm:= tb 6.3mm:= rb 7.6mm:= Ab 4720mm2:=

Material Properties


py275 275N

mm2⋅:=


py265 265N

mm2⋅:=


mm2⋅:=

Check for bolt b/w end plate and stub web


Diameter of hole


Description

190



FvmMt x⋅

Ibg:= Fvm 1.583 kN=

Horizontal shear due to moment FhmMt y⋅

Ibg:= Fhm 2.11kN=

Vertical shear /bolt FvsFvn

Fvm+:= Fvs 7.42kN=

Horizontal shear/bolt FhsFhn

Fhm+:= Fhs 3.78kN=

Resultant shear Fs Fvs2 Fhs

2+:= Fs 8.32kN= < 91.9kN

Tension per bolt due to axial Ft2Fxn

:= Ft2 1.67kN=

Max tension / bolt due to major axis moment & axial

Ft Ft1 Ft2+:= Ft 19.45 kN= < 110kN

Combined shear and tensionFsPs

FtPnom

+ 0.267= < 1.4 Therefore , ok.


Bolt lever arm distances R1 44.5 124.5 204.5( )mm:=


2

n

R10 n,⎛⎝

⎞⎠

2∑=

R10 2,

⋅:= Zbg1 580 mm=

Tension in the bottommost bolt due to moment FtbMv

Zbg1:= Ftb 17.2kN=

Max Tension in bolt due to moment Ft1 max Ftt Ftb,( ):= Ft1 17.79 kN=

124.

5

c.g of BOLT GROUP

80

(e)

C .G of bolt group from bottom bolt y 80mm:=

xg2

:= x 60 mm=

Eccentricity of horizontal shearfrom c.g of bolt group

e1 124.5mm:=

(Assuming horizontal shear to act at top flange)

Moment due to horizontal shear Mt Fh e1⋅:= Mt 1.25kN m⋅=

Inertia of bolt group Ibg 4 p( )2⋅ 6g2

⎛⎜⎝

⎞⎠

2⋅+

⎡⎢⎣

⎤⎥⎦

:= Ibg 47200 mm2=

Vertical shear due to moment


Description

191



Ft2 12.36 kN=


g2

tb2

− 0.8 sw⋅−⎛⎜⎝

⎞

⎠⋅:= M 0.322 kN m⋅=

Dispersion length ld p:=


py275 ld⋅:= treqd 9.37mm=


Check for weld between beam flanges and end plate

Max. compression in bottom flangeof beam due to moment Fc 2 Ftt⋅

0

2

n

R0 n,( )∑=

⎡⎢⎢⎣

⎤⎥⎥⎦

R0 2,⋅:= Fc 64.14 kN=

Effective width of beam flange b1 wb:= b1 146.4 mm=

Effective C/S area of beam Abeff Ab:= Abeff 4720 mm2=


Fcab1 Tb⋅

AbeffFx⋅:= Fca 3.38kN=

Total compression in top flange C Fc Fca+:= C 67.52 kN=


Tension in second row of bolt Ft2Fxn

FttR0 2,

R0 1,⋅+:= Ft2 12.36 kN=

Dispersion length on weld Ld p:= Ld 80 mm=

Length of weld Lweld Ld:=


Lweld:= FT 0.154

kNmm

=


2 Db 2 Tb⋅− 2 rb⋅−( )⋅:= FL 0.080

kNmm

=


1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R1 0.147kNmm

=


0.7 pw⋅:= sreq 0.96mm=

Adopt 6mm CFW sw 6mm:=

Check for end plate (Worst case)

Bolt tension


Description

192



Ls Dc 2Tc−:= Ls 234.2 mm=

Tension per bolt nearest to flange Ft 19.45 kN=

Bolt dispersion in vertical direction V1 75mm:=

Bolt dispersion in horizontal direction H1Dc2

Tc− rc−:= H1 109.5 mm=

Total dispersion length T1 V1 H1+:= T1 184.5 mm=

Proportion of bolt tension in horizontal stiffeners

Fts FtH1T1⋅:= Fts 11.5kN=

Thickness required in shear trsFts

0.6 py275⋅ 0.9⋅ Ws 10mm−( )⋅:= trs 1.3 mm=

(Assuming 10x10 snipes)

Thickness required in bending trb

FtsDc2

g2

− Tc− rc−⎛⎜⎝

⎞

⎠⋅ 6⋅

py275 Ws( )2⋅:= trb 2.54mm=

Adopt 2nos. 70x15Thk horizontal stiffeners in stub web on far side of beam flanges

Adopt 6mm CFW b/w stiffener to column flange & web, same as compression flange welds.

Horizontal shear per flange FfFh2

:= Ff 5 kN=

Length of weld available Lweld b1 tb− 2 rb⋅−:= Lweld 124.9 mm=

Compression per mm FT1C

Lweld:= FT1 0.54

kNmm

=

Shear per mm FL1Ff

Lweld:= FL1 0.04

kNmm

=

Resultant force R2FT11.25

⎛⎜⎝

⎞

⎠

2

FL1( )2+:= R2 0.434kNmm

=

12049.5

75

109.5Size of fillet weld required sreqR1

0.7 pw⋅:= sreq 0.96mm=

Adopt 6mm CFW sw 6mm:=

Check for thickness of stiffener

Width of stiffener Ws 70mm:=

Length of stiffener


Description

193



Proportion of bolt tension carried by the web FwFt

Lw Vs+ Hs+( ) Lw⋅:= Fw 5.79kN=

Bending moment MFw mw⋅

2:=

treqM 6⋅

py275 Lw⋅⎛⎜⎝

⎞

⎠:= treq 6.46mm=

treq ( 6.46 mm ) > tc ( 6.3 mm ) : Provide web plate

Check for column web in bending local to central bolts

Ft2rFt1 R0 1,⋅

R0 2,

Fxn

+:= Ft2r 12.36 kN=Tension in second row of bolts

Dispersion to column web Lw 80mm:=

Dispersion to vertical stiffener Ls 80mm:=

Proportion of bolt tension carried by the web FwFt2r

Lw Ls+( ) Lw⋅:= Fw 6.18kN=

Bending momentM

Fw mw⋅

2:=

Check for stub web in presence of stiffeners

Proportion of bolt tension in web Ftw FtV1T1⋅:= Ftw 7.9 kN=

Distance b/w bolt c/l & col root mwDc 2 Tc rc+( )− g−

2:= mw 49.5mm=

Bending moment MFtw mw⋅

2:= ( Assuming the dispersed portion of stub web to be fixed a

interface )

treqM 6⋅

py275 75⋅ mm⎛⎜⎝

⎞

⎠:= treq 7.55mm=

treq ( 7.55 mm ) > tc ( 6.3 mm ) : Provide vertical Stiffener 102

75

12049.5

80

Try 70x15Thk vertical stiffener in column web,

Re check for column web in presence of vertical stiffener

Dispersion to column web Lw 75mm:=

Dispersion to vertical stiffener Vs 75mm:=

Dispersion to horizontal stiffener Hs 102mm:=


Description

194



Adopt 8mm thick web plate

twp 6.61mm=twp treq2 tc

2−:=Thickness of web plate required

treq 9.13mm=treqM 6⋅

py275 80⋅ mm⎛⎜⎝

⎞

⎠:=

MFt2r mw⋅

2:=Bending moment

mw 49.5mm=Bending lever arm

Ft2r 12.36 kN=Proportion of bolt tension in web local to second bolt row

Recheck for column web (with web plate & without vertical stiffener)

Adopt 8Thk web plate in column web, O.K by inspection

twebplate 1.42mm=twebplate treq2 tc

2−:=Minimum thickness of web plate required

treq ( 6.46 mm ) > tc ( 6.3 mm ) : Provide web plate

treq 6.46mm=treqM 6⋅

py275 Lw⋅⎛⎜⎝

⎞

⎠:=


Description

195


Date : DEC-05 Calc'd by : YDN Checked by : SM


LOADS : Shear Tying force

(B113) PG 600x220x106 Fv 600 kN⋅:= Fa 600 kN⋅:=

100

8080

8080

8060

60

75 75 6060 PG 600x220x81 <B111>/PG 600x220x106 <B113>

18 NOS M24 BOLTS Gr 8.8FIN PLATE 20THK

305(MAX)

305X

305X

97 U

C

STIFFENER 10THK (TYP)SNIPES 20X20

10

NOTES:-

All bolts are M24 Grade 8.8.




196





Eccentricity b/w bolt group C.G. and supporting beam web edge e 305mm:=

Torsional moment induced on bolt group due to vertical shear

MT Fv e⋅:= MT 183 kN m⋅=

Bolt group modulus Ibg 6 402⋅ 6 1202

⋅+ 6 2002⋅+ 12 752

⋅+( )mm2:= Ibg 403500 mm2

=

Max. horizontal shear on extreme bolt FhvMT 200⋅ mm

Ibg:= Fhv 90.7kN=

Max. vertical shear on extreme bolt FvvMT 75⋅ mm

Ibg

Fvn

+:= Fvv 67.3kN=

Resultant shear per bolt Fs Fhv2 Fvv

2+:= Fs 112.98 kN=

Fs ( 112.98 kN ) < Ps ( 132 kN ): Therefore O.K.

For tie force

Horizontal shear per bolt due to tie force

FhtFan

:= Fht 33.3kN=

Fht ( 33.33 kN ) < Ps ( 132 kN ): Therefore O.K.


Beam (B111) PG 600x220x81

Db 600mm:= wb 220mm:= Tb 10mm:= tb 10mm:=

Column 305X305X97 UC (Worst case)

Dc 307.9mm:= wc 305.3mm:= tc 9.9mm:= Tc 15.4mm:= dc 246.7mm:=

Beam to column web connection

Check for bolt b/w fin plate to Beam web

Bolt diameter d 24 mm⋅:=

Hole diameter Dh 26 mm⋅:=

Bolt pitch p 80 mm⋅:=

Gauge g1 75mm:=




197



Avnet Av nr Dh⋅ tf⋅−:= Avnet 6240 mm2=

Design strength pyf 345N

mm2=

Plain shear capacity Pv 0.7 pyf⋅ Avnet⋅ Ke355⋅ Avnet0.85 Av⋅

Ke355≤if

0.6 pyf⋅ Av⋅ otherwise

:= Pv 1657.7 kN=

210

460

Block Shear capacity

Coefficient k1 if nc 1= 0.5, 1.5,( ):= kk10.6

nc 2=if

k1 1+

0.6nc 3=if

k1 nc 1=if

:= k 4.17=

Shear length Lv 460 mm⋅:=

Tensile length Lt 210 mm⋅:=

Block Shear capacity Pr1 0.6 pyf⋅ tf⋅ Lv Ke355 Lt k Dh⋅−( )⋅+⎡⎣ ⎤⎦⋅:= Pr1 2367.4 kN=

Shear capacity of fin plate Pvmin min Pv Pr1,( ):= Pvmin 1657.7 kN=

Fv ( 600 kN ) < Pvmin ( 1657.66 kN ): Therefore O.K.

Check for bearing of beam web / fin plate

Bearing strength of S355 - material

pbs355 550N

mm2:=

Thickness of fin plate tf 20mm:=

Min edge distance emin 60mm:=

Minimum thickness of connected ply t min tf tb,( ):= t 10 mm=

Bearing capacity Pbs1 min d t⋅ pbs355⋅ 0.5 emin⋅ t⋅ pbs355⋅,( ):= Pbs1 132 kN=

Fs ( 112.98 kN ) < Pbs1 ( 132 kN ): Therefore O.K.

Checks for Fin plate

For shear

Plain shear capacity

Design coefficient for S355 Ke355 1.1:=

Depth of fin plate Df 520mm:=

Area of fin plate Av 0.9Df tf⋅:= Av 9360 mm2=

Net area of fin plate


198



tf 20 mm=

tf/0.15 ( 133.33 mm ) > e ( 70 mm ) : No check needed for Long fin plate

Check for shear & bending interaction of incoming beam web section

Db 600 mm=Depth of beam

Av Db tb⋅:= Av 6000 mm2=Area of beam

Avnet Av nr Dh⋅ tb⋅−:= Avnet 4440 mm2=Net area of beam

pyb 355N

mm2=Design strength

Plain shear capacity Pvb 0.7 pyb⋅ Avnet⋅ Ke355⋅ Avnet0.85 Av⋅

Ke355≤if

0.6 pyb⋅ Av⋅ otherwise

:= Pvb 1213.7 kN=

Check for weld b/w column web to fin plate

Design strength of fillet - weld for S355 material

pw 250N

mm2⋅:=

For Bending

Distance from column web to firstline of bolt group

a 230mm:=

Eccentricity from column web to CG of bolt group

e a nc 1−( )g12

⋅+:= e 305 mm=

Moment due to eccentricity Mx Fv e⋅:= Mx 183 kN m⋅=

Section modulus of the section Zxxtf Df

2⋅

6:= Zxx 901333 mm3

=

Moment capacity in the presence of shear

McN pyf Zxx⋅ Fv 0.75 Pvmin⋅≤if

1.5 pyf⋅ Zxx⋅ 1Fv

Pvmin

⎛⎜⎜⎝

⎞

⎠

2

−

⎡⎢⎢⎣

⎤⎥⎥⎦

0.5

⋅ otherwise

:= McN 311 kN m⋅=

McN (310.96 kN) > Mx (183 kN): Therefore O.K.

For Lateral torsional buckling

Distance b/w nearest point of fixity and first column of bolt

ef 70mm:=

Thickness of fin plate


199



β1tf 2s+

dc:= β1 0.130=

Mupu tc

2⋅

41⋅ m:= Mu 9.6 kN m⋅=

T8Mu

1 β1−( ) 1⋅ mη1 1.5 1 β1−( )0.5

⋅+⎡⎣

⎤⎦⋅:= T 309.7 kN=

Fta( 600 kN ) > T ( 309.66 kN ) : Provide horizontal stiffeners

Check for shear capacity of horizontal stiffeners

Tie force is taken by the top & bottom stiffeners.

Thickness of stiffener ts 10mm:=

Length of snipeLs 20mm:=

Shear capacity of stiffener Pvs 0.6 0.9⋅ ts⋅wc2

tc2

− Ls−⎛⎜⎝

⎞

⎠⋅ pyb⋅:= Pvs 244.8 kN=

Tie force on stiffener FasFa4

:= Fas 150 kN=

Fas ( 150 kN ) < Pvs ( 244.8 kN ): Therefore O.K.

Length available for weld Lw 2Df:= Lw 1040 mm=

Shear per mm FLFvLw

:= FL 0.577kNmm

=

Size of weld reqd sFL

0.7 pw⋅:= s 3.30mm=

Adopt 6mm CFW

Check for supporting column

Design tensile strength pu 392N

mm2:=

Clear depth of column dc 246.7 mm=


Length of fin plate Df 520 mm=

η1Dfdc

:= η1 2.108=


200



Check for weld b/w horizontal stiffeners & column flange

Length available for weld Lwwc2

tc2

− Ls−:= Lw 127.7 mm=

FLFas2 Lw⋅

:=Shear per mm on weld FL 0.587kNmm

=

Size of weld reqd swFL

0.7 pw⋅:= sw 3.4 mm=

Adopt 6mm CFW allround..


201




All welds are 6 mm CFW.

All bolts are M20 grade 8.8.

NOTES:-

150

40(M

AX)

9070

100

280 ASB 74 (B001) 280 ASB 74 (B001)

+12.653

END PLATE 220X15 THK BOLTS @ 120X/CRS

DETAIL FOR SINGLE SIDED CONNECTION

(MAX)

(MAX)

+12.653FALSE FLANGE 220X10 THK (TYP)

150

STIFFENER 80X10 THK

150 150(MAX)

40

9070

50 (MAX

)

100

280 ASB 105 (B003)280 ASB 74 (B001)

FALSE FLANGE 220X10 THK (TYP)

300 ASB 196 (B009)

END PLATE 220X15 THK BOLTS @ 120X/CRS (TYP)

+12.653 +12.665+12.697

40(M

AX)

(MAX

)

50(M

AX)

(MAX)

150(MAX)

100 200(MAX)

Fa2 235 kN⋅:=Tying forceFv2 235 kN⋅:=Shear

Beam : 280ASB105 <B003>

(Single - sided)Fa 235 kN⋅:=Tying forceFv 235 kN⋅:=Shear

(Double - sided)Fa1 186 kN⋅:=Tying forceFv1 186 kN⋅:=Shear

Beam : 280ASB74 <B001>

LOADS:



202



Ultimate tensile strength of S355 materialpu355 392

N

mm2⋅:=

Check for bolts b/w end plate & beam web for vertical shear (Worst case)






Shear capacity of bolt Ps 91.9kN=


Vertical shear /bolt FsFv2n

:= Fs 58.75 kN=


Check for bolts b/w end plate & beam web for tying force

Minimum pass through tension per bolt FtFa1

n:= Ft 46.5kN=

(Double sided connection)


Supported beam :280ASB74(B001)

Db1 272mm:= wbt1 175mm:= wbb1 285mm:= Tb1 14mm:= tb1 10mm:= rb1 24mm:= db1 196mm:=

Ab1 9370 mm2=

Supported beam :280ASB105(B003)

Db2 288mm:= wbt2 176mm:= wbb2 286mm:= Tb2 22mm:= tb2 11mm:= rb2 24mm:= db2 196mm:=

Ab2 13340 mm2=

MATERIAL PROPERTIES


mm2⋅:=


mm2⋅:=


mm2⋅:=


203



Ftw 2 Ft⋅:= Ftw 93 kN=

Ptc(435.51 kN) > Ftw (93 kN): Therefore O.K.


Shear capacity of 280 ASB 74 PvN1 0.9 0.6⋅ py355⋅ 192⋅ mm tb1⋅:= PvN1 368.06 kN=

Shear capacity of 280 ASB 105 PvN2 0.9 0.6⋅ py345⋅ 188⋅ mm tb2⋅:= PvN2 385.27 kN=

PvN2 (385.27 kN) > Fv2 (235 kN): Therefore O.K.

Check for bending capacity @ the notch 280 ASB 105 (Worst case)

Depth of web above false flange dbw 188mm:=

C.G. of notched section from top,

ytdbw

2:= yt 94 mm=

Taking second moment of area about top of false flange @ top of 280 ASB 105,

Ixn1tb2 dbw

3⋅

12:= Ixn1 6090949.33 mm4

=

Section modulus ZN1Ixn1yt

:= ZN1 64797.33 mm3=

Minimum pass through tension per bolt Ft1Fan

:= Ft1 58.75 kN=(Single sided connection)

Pnom (110 kN) > Ft1 (58.75 kN): Therefore O.K.

Check for bearing capacity of supporting beam web

Supporting beam web thickness tb 20mm:=

Bearing strength of beam web pbs 550N

mm2:=

101

107

75

105

104.5087

Bearing capacity of beam web Fb pbs d⋅ tb⋅:= Fb 220 kN=

Bearing capacity of bolts FbsFv1n

Fv2n

+:= Fbs 105.3 kN=

Fb (220 kN) > Fbs (105.25 kN): Therefore O.K.

Check for tension capacity of incoming beam web (Worst case)

Tension capacity of incoming beam web Ptc pu355 tb2⋅ 101⋅ mm:= Ptc 435.5 kN=

280 ASB 105

Tension acting on incoming beam web


204



ZN1Ixn1ymax

:= ZN1 103376.71 mm3=

101

107

75

105

104.50

87

Moment capacity of the beam at the notch in the presence of shear

McN1 py345 ZN1⋅:= McN1 35.66 kN m⋅=

Moment due to shear M Fv2 150mm( )⋅:= M 35.25 kN m⋅=

(Worst case moment)

M (35.25 kN) < McN1 (35.66 kN): Therefore O.K.

Check for weld between beam web and end plate (Worst case)

Eff. shear length for weld Ls 188mm:= Ls 188 mm=

Shear per mm FLFv22 Ls⋅

:= FL 0.625kNmm

=

107Tension per mm FT

Ft1107mm

:= FT 0.549kNmm

=

Moment capacity McN ZN1 py345⋅:= McN 22.36 kN m⋅=

Moment due to shear M Fv2 100mm( )⋅:= M 23.50 kN m⋅=

McN (22.36 kN) < M (23.5 kN): Therefore FAILS

Depth of web above false flange dbw 178mm:=

Width of false flange Wf 220mm:=

Thickness of false flange tf 10mm:=


178

10

11

220

yt

dbw tb2⋅dbw

2tf+

⎛⎜⎝

⎞

⎠⋅

⎡⎢⎣

⎤⎥⎦

tf Wf⋅tf2

⎛⎜⎝

⎞

⎠⋅+

dbw tb2⋅ Wf tf⋅+:= yt 49.3mm=

ymax 188mm yt−:= ymax 138.7 mm=

Taking second moment of area about top of false flange @ top of ASB 280,

Ixn1tb2 dbw

3⋅

12dbw tb2⋅

dbw2

tf+⎛⎜⎝

⎞

⎠yt−

⎡⎢⎣

⎤⎥⎦

2

⋅

⎡⎢⎢⎣

⎤⎥⎥⎦

+Wf tf

3⋅

12

⎛⎜⎜⎝

⎞

⎠+ Wf tf⋅ yt

tf2

⎛⎜⎝

⎞

⎠−

⎡⎢⎣

⎤⎥⎦

2

⋅+:= Ixn1 14342014.99 mm4=

Section modulus


205



Faf 38.8kN=

Length of weld Lw 300 15−( )mm:=

FLFaf

2 Lw⋅:= FL 0.1

kNmm

=Shear acting on weld

Size of the weld provided s1FL

0.7pw:= s1 0.39mm=

Adopt 6mm CFW.

Check for supporting beam web tying capacity (single sided connection)

Moment capacity of beam web/unit length Mu

pu355 tb22

⋅ 1⋅ m

4:= Mu 11.9kN m⋅=

Lever arm distance l nr 1−( ) 70⋅ mm:= l 70 mm=

η1g

db1:= η1 0.6=

β1

lnr2

Dh⋅⎛⎜⎝

⎞

⎠−

db1:= β1 0.2=

γ1Dhdb1

:= γ1 0.1=

Size of the weld for shear s1FL

0.7pw:= s1 3.57mm=

Size of the weld for tension s2FT

1.25 0.7⋅ pw:= s2 2.51mm=

Size of weld reqd. s max s1 s2,( ):= s 3.6 mm=

Adopt 6mm CFW s 6mm:=


Moment induced on end plate MFt12

g2

tb12

− 0.8 s⋅−⎛⎜⎝

⎞

⎠⋅:= M 1.5 kN m⋅=

Thickness of end plate requiredtpreqd

4 M⋅pu355 107mm⋅

:= tpreqd 11.86 mm=

Adopt 15mm thk end plate.

Check for weld b/w false flange & beam web

10

220

280 ASB 74

Tie force dispersed on false flange Faf Fa2Wf tf⋅

Ab2⋅:=


206



Tension acting on stiffener due to 1st row of bolt (Conservatively)

Fts1 2 Ft1⋅79

79 131.21+( )⋅:= Fts1 44.2kN=

Tension acting on stiffener due to 2nd row of bolt (Conservatively)

Fts2 2 Ft1⋅101

101 169.1+( )⋅:= Fts2 43.9kN=

Reaction @ B RBFts1 160⋅ mm( ) Fts2 90⋅ mm( )+

228mm:= RB 48.3kN=

Reaction @ A RA Fts1 Fts2+ RB−:= RA 39.8kN=

Length available for weld Lweld 80mm 25mm−:= Lweld 55 mm=

Size of weld reqd sw2RB

0.7 pw⋅ Lweld⋅:= sw2 5.02mm=

Adopt 6mm CFW all round.

Tying capacity of supporting beam web Pt8 Mu⋅

1 β1−( ) 1⋅ mη1 1.5 1 β1−( )0.5

⋅ 1 γ1−( )0.5⋅+⎡

⎣⎤⎦⋅:= Pt 231.2 kN=

Fa (235 kN) > Pt (231.21 kN): Provide stiffener

79

131.21

44

55

Thickness of stiffener ts 10mm:=

Tension per bolt acting on stiffener Fts Ft179

210.21⎛⎜⎝

⎞⎠

⋅:= Fts 22.1kN=

79

131.21

101

169.10

Moment induced on beam web M1Fts2

55⋅ mm:= M1 0.6 kN m⋅=

Thickness of beam web reqd tbreqd4 M1⋅

pu355 210.21⋅ mm:= tbreqd 5.4 mm=

Adopt 10mm thk stiffener.

Check for weld b/w stiffener & beam flanges

RB

RA22

844.2

kN43

.9kN

6870

90


207



CONNECTION NO-C08-C4LOADS Vertical shear Tie force

APG750X300X314 <B242> Fv 1100kN:= Fa 1100kN:=

50 75 75 50

9090

9090

9090

15 THK FIN PLATESNIPES 20X20

APG750x300x314<B242>

20

100

PG750x200x90 <B240>

300(MAX)

5050

50

1010

Notes

All bolts are M30 Grade 8.8.All main steel and fittings are S355.


208



nc 3:=



Eccentricity b/w bolt group C.G. and supporting beam web edge e 300mm:=

Torsional moment induced on bolt group due to vertical shear

MT Fv e⋅:= MT 330 kN m⋅=

Bolt group modulus Ibg 6 902⋅ 6 1802

⋅+ 6 2702⋅+ 14 752

⋅+( )mm2:= Ibg 759150 mm2

=

Max. horizontal shear on extreme bolt FhvMT 270⋅ mm

Ibg:= Fhv 117.37 kN=

Max. vertical shear on extreme bolt FvvMT 75⋅ mm

Ibg

Fvn

+:= Fvv 84.98 kN=

Resultant shear per bolt Fs Fhv2 Fvv

2+:= Fs 144.9 kN=

Fs ( 144.9 kN ) < Ps ( 210 kN ): Therefore O.K.

For tie force

Horizontal shear per bolt due to tie force

FhtFan

:= Fht 52.38 kN=

Fht ( 52.38 kN ) < Ps ( 210 kN ): Therefore O.K.


Incoming beam APG 750 x 300x 314<B242>

Db 750 mm⋅:= Wbt 300 mm⋅:= Wbb 300 mm⋅:= Tbt 40 mm⋅:= Tbb 40 mm⋅:= tb 35 mm⋅:=

MATERIAL PROPERTIES Design strength of S355material up to & including 16 thk

py355 355N

mm2⋅:=Design Ultimate strength of

S355 material pu 392

N

mm2⋅:=

Design Strength of fillet weld for S355 material

pw 250N

mm2:=Design strength of S355 material

beyond 16thk and up to & including 40mm thk

py345 345N

mm2⋅:=


mm2:=

Check for Bolt (Worst case)



Pitch p 90mm:=


No of bolt columns


209



Pv 1340.78 kN=

Fv ( 1100 kN ) < Pv ( 1340.78 kN ): Therefore O.K.

600

200

Check for Fin plate Block Shear

For vertical shear

Shear length Lv 600 mm⋅:=

k 4.17=

Tensile length Lt 200 mm⋅:=

Block Shear Pr1 0.6 py355⋅ tf⋅ Lv Ke355 Lt k Dh⋅−( )⋅+⎡⎣ ⎤⎦⋅:= Pr1 2136.66 kN=

550

200

Fv ( 1100 kN ) < Pr1 ( 2136.66 kN ): Therefore O.K.

For tie force

Shear length Lv1 200 mm⋅:=

k1 10:=

Tensile length Lt1 550 mm⋅:=

Block Shear Pr2 0.6 py355⋅ tf⋅ 2 Lv1⋅ Ke355 Lt1 k1 Dh⋅−( )⋅+⎡⎣ ⎤⎦⋅:= Pr2 2051.19 kN=

Fa ( 1100 kN ) < Pr2 ( 2051.19 kN ): Therefore O.K.

Check for bearing of beam web / fin plate

Thickness of fin plate tf 15mm:=

Minimum end distance e 50mm:=

Minimum thickness of connected ply t min tf tb,( ):= t 15 mm=

Bearing capacity Pbs1 min d t⋅ pbs355⋅ 0.5 e⋅ t⋅ pbs355⋅,( ):= Pbs1 206.25 kN=

Fvv ( 84.98 kN ) < Pbs1 ( 206.25 kN ): Therefore O.K.

Check for Fin plate Plain Shear capacity

Design coefficient for S355 Ke355 1.1:=

Depth of fin plate Dwf 620mm:=

Area of fin plate Av 0.9Dwf tf⋅:= Av 8370 mm2=

Net area of fin plate Avnet Av nr Dh⋅ tf⋅−:= Avnet 4905 mm2=

Plain shear capacity Pv 0.7 py355⋅ Avnet⋅ Ke355⋅ Avnet0.85 Av⋅

Ke355≤if

0.6 py355⋅ Av⋅ otherwise

:=


210



Shear per mm on weld FLFv

2 Lweld⋅:= FL 0.797

kNmm

=

Size of fillet weld required sreqdFL

0.7 pw⋅:= sreqd 4.55mm=

Check for weld b/w fin plate and supporting beam (For tie force)

Adopt 10mm CFW allround. (Refer PROKON output)

Check for supporting beam web

Clear depth of beam dc 714mm:=

Thickness of supporting beam web tb1 10mm:=


Length of fin plate Df 690mm:=

η1tfdc

:= η1 0.021=

Shear and bending interaction of fin plate

Eccentricity from beam web to centre line first row bolt a 225mm:=

Moment due to eccentricity Mx Fv a⋅:= Mx 247.50 kN m⋅=

Shear capacity of fin plate Pvmin min Pv Pr1,( ):= Pvmin 1340.78 kN=

Section modulus of the section Zxxtf Dwf

2⋅

6:= Zxx 961000 mm3

=

Moment capacity in the presence of shear

McN py355 Zxx⋅ Fv 0.75 Pvmin⋅≤if

1.5 py355⋅ Zxx⋅ 1Fv

Pvmin

⎛⎜⎜⎝

⎞

⎠

2

−

⎡⎢⎢⎣

⎤⎥⎥⎦

0.5

⋅ otherwise

:= McN 292.59 kN m⋅=

McN (292.59 kN) > Mx (247.5 kN): Therefore O.K.

Fin plate is connected with supporting beam flanges also. It is assumed that the tie force was taken up by the supporting beam flanges & web together through the weld group.

Weld b/w fin plate to supporting beam web (For vertical shear)

Length available for weld Lweld 690mm:=


211



β1Df 2s+

dc:= β1 0.994=

Mupu tb1

2⋅

41⋅ m:= Mu 9.8 kN m⋅=

T8Mu

1 β1−( ) 1⋅ mη1 1.5 1 β1−( )0.5

⋅+⎡⎣

⎤⎦⋅:= T 1865.18 kN=

Fa ( 1100 kN ) < T ( 1865.18 kN ): Therefore O.K.

Lateral torsional buckling of fin plate

Thickness of fin plate tf 15 mm=

Eccentricity to be considered for lateral torsional buckling

a 70mm:=

tf/0.15 ( 100 mm ) >a( 70 mm ) : No check needed for Long fin plate


212

SheetJob Number

Job Title

Client

Calcs by Checked by SM Date


C08-C4-06

MS DEC-05

Weld Group Shear Analysis Ver W2.0.00 - 05 Aug 2003 S16

InputAnalysis MethodWeld Metal Ultimate Strength (MPa)Parent Metal Ultimate Strength (MPa)Parent Metal Yield Strength (MPa)Applied ULS Force (kN)Force Angle (°)Horizontal Force Position (mm)Vertical Force Position (mm)

Linear42049035511001800345

Title : Default Connection Created: 1/3/06 9:23:39 AM

Weld Input

Code X / Radius(mm)

Y / Angle(mm)

Size(mm)

+ 0 0 10 75 0 -0 690 -75 -0

1100 kN

Since unit values are used for the length and size of the weld, the capacity of this layout is given in MPaThe capacity, Ps is the lesser of Ps1 and Ps2 : Table 36

Capacity = 1.47 kN/mm of a 10 mm weld

213

SheetJob Number

Job Title

Client

Calcs by Checked by SM Date


C08-C4/07

MS DEC-05The Polar Moment of Inertia for the group = 454730826 mm^4

The Moment = -0 kNm

The Largest force on any part of the weld = 1.31 kN/mm

The maximum resistance of the Weld Group is: 1237.5 kN

The Applied ULS Force = 1100 kN

Weld is Safe

Weld Forces for Applied Load

0

1.5

3.0

4.5

6.0

7.5kN/mm

214




LOADS: T-LOADING

HE 300A


Axial Force F 310kN:=

Horizontal shear Fh 44kN:=

160X25 THK END PLATE BOLTS @ 90 X/CRS

170

88

BO L TS @ 90 X/C R S

BO L T S @ 90 X/ CR S

1 60 X2 5 TH K EN D P LA TEB OL T S @ 9 0 X /CR S

160X20 THK TEE FLANGE PLATE

9070

70

HE300A

20 THK WEB PLATE

BOLTS @ 90 X/CRS

HE300A

Full prep., PPBW

NOTES:-


All welds are 6mm CFW U.N.O



215



Sectional propertiesSupporting beam HE300A Db1 290 mm⋅:= Wb1 300 mm⋅:= Tb1 14 mm⋅:= tb1 8.5 mm⋅:= rb1 27 mm⋅:=

Incoming beam HE300A Db2 290 mm⋅:= Wb2 300 mm⋅:= Tb2 14 mm⋅:= tb2 8.5 mm⋅:= rb2 27 mm⋅:=

Ab2 11300mm2:=

Material Properties


py275 275N

mm2⋅:=

Design strength of S275 materialbeyond 16thk and up to & including 40mm thk

py265 265N

mm2⋅:=


mm2:=


mm2:=

Shear capacity of M20 bolts Ps 91.9kN:=

Tension capacity of M20 bolts Pnom 110kN:=

Check for bolts


R 83 153 223( )mm:=


2

0

2

n

R0 n,( )2∑=

⋅⎡⎢⎢⎣

⎤⎥⎥⎦

R0 2,:= Zp 717.73 mm=

Eccentricity of shear from beam web e 170mm:=

Moment induced due to eccentric shear M Fv e⋅:= M 25.5kN m⋅=

Max.Tensile Force on Singlebolt due to induced moment

Ft1MZp

:= Ft1 35.5kN=


Tension per bolt due to axial force &moment

FtFn

Ft1+:= Ft 87.2kN=

Vertical shear per bolt FsvFvn

:= Fsv 25 kN=

Horizontal shear per bolt FshFh4

:= Fsh 11 kN=


216



Resultant shear per bolt Fs Fsv2 Fsh

2+:= Fs 27.31 kN=


FtPnom

+⎛⎜⎜⎝

⎞

⎠:= Ratio 1.09=



Tension in second row of bolt Ft2Fn

Ft1R0 2,

R0 1,⋅+:= Ft2 76.04 kN=

Bolt pitch p 70mm:=

Bolt gauge g 90mm:=

Dispersion length on weld Ld p:= Ld 70 mm=

Length of weld Lweld Ld:=


Lweld:= FT 1.086

kNmm

=


2 208⋅ mm:= FL 0.361

kNmm

=


1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R1 0.941kNmm

=


0.7 pw⋅:= sreq 6.11mm=

Adopt 8mm CFW


Bolt tension Ft2 76.04 kN=

Web thickness of HE 300A beam tb2 8.5 mm=


g2

tb22

− 0.8 8⋅ mm−⎛⎜⎝

⎞

⎠⋅:= M 1.306 kN m⋅=



py265 ld⋅:= treqd 20.55 mm=



217



Check for tee flange plate (Worst case)

Thickness of Tee web plate ts 20mm:=


g2

ts2

− 0.8 8⋅ mm−⎛⎜⎝

⎞

⎠⋅:= M 1.087 kN m⋅=



py265 ld⋅:= treqd 18.75 mm=

Adopt 20mm thk tee flange plate


Tension capacity of beam web/ bolt tension PT py275 p⋅ tb2⋅:= PT 163.63 kN=

Tension in web Ftw 2 Ft2⋅:= Ftw 152.09 kN=


b1

Check for tee plate welds

Weld between tee flange/ end plate and HE300A top flange

Max. compression in top flangeof beam due to moment

Fc 2 Ft⋅0

2

n

R0 n,( )∑=

⎡⎢⎢⎣

⎤⎥⎥⎦

R0 2,⋅:= Fc 358.95 kN=

Width of end plate/tee flange plate wp 160mm:=

Effective width of beam flange b1 wp:= b1 160 mm=

Effective C/S area of beam Abeff Ab2 2 Wb2 b1−( ) Tb2⋅⎡⎣ ⎤⎦⋅−:= Abeff 7380 mm2=


Fcab1 Tb1⋅

AbeffF⋅:= Fca 94.09 kN=

Total compression in top flange C Fc Fca+:= C 453.04 kN=

Horizontal shear per flange FfFh2

:= Ff 22 kN=

Length of weld available Lweld b1:= Lweld 160 mm=

Compression per mm FT1C

Lweld:= FT1 2.83

kNmm

=


218



Shear per mm FL1Ff

Lweld:= FL1 0.137

kNmm

=

Resultant force R2 FT12 FL1

0.6

⎛⎜⎝

⎞

⎠

2

+:= R2 2.841kNmm

=

Size of PPBW required s max 2 14⋅ 3+( )mmR2

py2753mm+

⎛⎜⎜⎝

⎞

⎠,

⎡⎢⎢⎣

⎤⎥⎥⎦

:= s 13.33 mm=

Adopt Full prep. PPBW.

48.75

54

Weld between tee flange/ end plate and HE300A bottom flange

Tension dispersed on beam bottom flange Ftf

Fn

Ft1+⎛⎜⎝

⎞⎠

48.7548.75 54+⋅:= Ftf 41.37 kN=

Tension per mm on beam bottom flange

FT2Ftf

48.75mm:= FT2 0.849

kNmm

=

Length of weld available Lweld1 2 Wb2⋅ tb2− 2 rb2⋅−:= Lweld1 537.5 mm=

Horizontal shear per mm on beam bottom flange

FL2Ff

Lweld1:= FL2 0.041

kNmm

=

Resultant shear per mm on beam bottom flange R3

FT21.25

⎛⎜⎝

⎞

⎠

2

FL22

+:= R3 0.680kNmm

=


0.7 pw⋅:= sreq 4.42mm=

Adopt 6mm CFW

Weld between tee web and HE300A flange

7670

7046

2 x 65.28 kN

2 x 76.76 kN

2 x 88.24 kN

120.8

268.9 kN

191.64 kNTension in first row of bolt Ft0

Fn

Ft1R0 2,

R0 0,⋅+:= Ft0 64.89 kN=

Tension in second row of bolt Ft2Fn

Ft1R0 2,

R0 1,⋅+:= Ft2 76.04 kN=

Tension in third row of bolt FtFn

Ft1+:= Ft 87.2kN=

Max shear on the weld/side Fmax2 Ft0 76⋅ mm Ft2 146⋅ mm+ Ft 216⋅ mm+( )

46 70+ 70+ 76+( )mm:= Fmax 266.17 kN=


219



Length available for weld/side Lweld2 145.8mm 25mm−:= Lweld2 120.8 mm=

Shear per mm FL3Fmax

2Lweld2:= FL3 1.102

kNmm

=

Size of fillet weld required sreqFL3

0.7 pw⋅:= sreq 7.15mm=

Adopt 8mm CFW

Weld between HE300A supporting beam web and tee web


0.7 pw⋅:= sreq 2.34mm=

Adopt 6mm CFW


Width of web plate w 120.8mm:=


0.6 0.9⋅ w⋅ py265⋅:= treq 15.4mm=



220


Date : DEC-05Calc'd by : KKNChecked by : DEC-05


LOADS Vertical shear Tying force

PG525x250x174 <B256> Fv 705 kN⋅:= Fa 705 kN⋅:=

254 x 254 x 73 UC70

7070

7070

40

PG 525x250x174<B256>

1111

88

88

11mm Prep. PPBW (TYP)

160x15 THK END/ TOE PLATEWITH BOLTS @ 90X/CRS

10 THK STIFFENER(15x15 SNIPES)

Notes

All Bolts are M20 Grade 8.8All welds are 6mm CFW UNO All Main steel & fittings are S355


221



Ps 91.9kN:=

No of bolt rows nr 5:= Tension capacity of bolt Pnom 110kN:=



Thickness of toe plate (Assumed) ttp 15mm:=

Eccentricity from centre line of supporting beam to tee flange plate & end plate interface

ewb1

2ttp+:= e 142.3 mm=

Moment due to the connection eccentricity

Mz Fv e⋅:= Mz 100.3 kN m⋅=

Taking rotation about centre of top beam flange Rr 57.5 127.5 197.5 267.5 337.5( )mm:=


Zn

2

0

4

n

Rr0 n,⎛⎝

⎞⎠

2∑=

⋅⎡⎢⎢⎣

⎤⎥⎥⎦

Rr0 4,

:= Zn 1446.11 mm=

Tensile force on Single bolt due to Mz

FtbMzZn

:= Ftb 69.37 kN=

Tension per bolt due to moment Ft Ftb:= Ft 69.4kN= < Pnom 110 kN=


Supporting Beam 254x254x73 UC<B211>

Db1 254.1mm:= wb1 254.6mm:= Tb1 14.2mm:= rb1 12.7mm:= tb1 8.6mm:= db1 200.3mm:=

Incoming Beam PG 525x250x174<B256>

Db 525mm:= wb 250mm:= Tb 25mm:= tb 20mm:=

MATERIAL PROPERTIES

Design strength of S355 material - up to & including 16thk.

py355 355N

mm2⋅:= Design strength of fillet -

weld for S355 material pw 250N

mm2⋅:=

Design strength of S355 material - beyond 16thk. and including 40thk.

py345 345N

mm2⋅:= Bearing strength of S355 -

materialpbs355 550

N

mm2:=

Ultimate strength of S355 material pu355 392N

mm2⋅:=

Check for Bolt


Diameter of hole Dh 22mm:= Shear capacity of bolt


222



Resultant shear per mm on weld


pw 0.7⋅:= s 5.67mm=

Adopt 6mm CFW

Check for weld between web stiffener and the toe plate

135.

9022

5.7Length available for weld Lw Db1 2 Tb1⋅−( ) 135.9mm+:= Lw 361.6 mm=


2 Lw⋅:= FL 0.975

kNmm

=

Tension per mm on weld FTFt

75mm:= FT 0.925

kNmm

=

R FL2 FT

1.25

⎛⎜⎝

⎞

⎠

2

+:= R 1.224kNmm

=Resultant shear per mm on weld


pw 0.7⋅:= s 6.99mm=

Adopt 8mm CFW.

Vertical shear per bolt FsFvn

:= Fs 70.5kN= < Ps 91.9kN=


FtPnom

+⎛⎜⎜⎝

⎞

⎠:= Ratio 1.398=



Length available for weld Lw Db 2 Tb⋅− 2 8⋅ mm−( ):= Lw 459 mm=


2 Lw⋅:= FL 0.768

kNmm

=

Tensile force in the 4th bolt row Ftf

Ft Rr0 3,⋅

Rr0 4,

:= Ftf 55 kN=

Tension per mm on weld FTFtf

70mm:= FT 0.785

kNmm

=

R FL2 FT

1.25

⎛⎜⎝

⎞

⎠

2

+:= R 0.992kNmm

=


223



Ft3 2Fan

⋅64.9

64.9 72.5+( )⋅:= Ft3 66.6kN=

Max shear on the weld FmaxFt1 55.8⋅ mm( ) Ft2 125.8⋅ mm( )+ Ft3 195.8⋅ mm( )+

225.7mm( ):= Fmax 156 kN=

Length available for weld Lweld2wb1

2

tb12

− Ls−⎛⎜⎝

⎞

⎠:= Lweld2 108 mm=

Shear per mm FL3Fmax

2 Lweld2⋅:= FL3 0.722

kNmm

=

Size of fillet weld required sreqFL3

0.7 pw⋅:= sreq 4.13mm=

Adopt 6mm CFW


Width of web plate w Lweld2:=


0.6 0.9⋅ w⋅ py355⋅:= treq 7.5 mm=


Check for weld between supporting beam web and the stiffener

Length of snipe provided Ls 15mm:=

Length available for weld Lw Db1 2 Tb1⋅− 2 Ls⋅−( ):= Lw 195.7 mm=


2 Lw⋅:= FL 1.801

kNmm

=


pw 0.7⋅:= s 10.3mm=

Adopt 11mm CFW

Check for weld between supporting beam flange and the web stiffener (Worst case - due to tie force)

7090

.864

.9

72.5

7560

.9

79.5kN

141kN

66.6kN

225.

7

7070

55.8

64.37kN

141kN

7025

.9

Tension in first row of bolt dispersed to the stiffener due to tie force

Ft1 2Fan

⋅93.8

93.8 72.5+( )⋅:= Ft1 79.5kN=

Tension in second row of bolt Ft2 2Fan

⋅:= Ft2 141 kN=

Tension in third row of bolt dispersed to the stiffener due to tie force


224



Tension per mm on weld FT16M

2Lw2

:= FT1 0.703kNmm

=

Resultant force per mm on weld R FL12 FT1

1.25

⎛⎜⎝

⎞

⎠

2

+:= R 0.983kNmm

=

Size of weld sR

0.7 pw⋅:= s 5.62mm=

Adopt 6mm CFW

Check for end plate / toe plate

Moment due to bolt force MFtf2

90mm2

tb2

− 0.8 6⋅ mm−⎛⎜⎝

⎞

⎠⋅:= M 0.83kN m⋅=



py355 Ld⋅:= treqd 14.2mm=

Adopt 15mm thk end plate and toe plate, O.K for tying also.

Check for weld between beam bottom flange and the glut stiffener

7090

.864

.9

72.5

7560

.9

79.5kN

141kN

66.6kN

225.

7

7070

55.8

64.37kN

141kN

7025

.9

Length available for weld Lw wb1:= Lw 254.60 mm=

Tension in fourth row of bolt dispersed to the glut stiffener due to tie force

Ft4 2Fan

⋅60.9

60.9 72.5+( )⋅:= Ft4 64.4kN=

Tension in fifth row of bolt dispersed to the glut stiffener due to tie force

Ft5 2Fan

⋅:= Ft5 141 kN=

Shear on the glut stiffener Ftg Ft4 Ft5+:= Ftg 205.4 kN=

Shear per mm on weld FL1FtgLw

:= FL1 0.807kNmm

=

Moment induced on weld M Ft4 25.9⋅ mm Ft5 95.9⋅ mm+:= M 15.2kN m⋅=


225



Check for weld between beam top flange and the end plate

Compression for on top flange C 2

0

4

n

Ft Rr0 n,⋅

Rr0 4,∑=

⎛⎜⎜⎝

⎞

⎠

:= C 406 kN=

Length available for weld Lw 160mm:=

Compression on weld per mm FTCLw

:= FT 2.537kNmm

=

Size of weld s maxFT

py3453mm+ 2 15 3+( )mm,

⎡⎢⎢⎣

⎤⎥⎥⎦

:= s 10.7mm=

Adopt 11mm PPBW


226


Date : DEC-05Calc'd by : KKNChecked by : SM

All bolts are M20 Grade 8.8All main steel and fittings are grade S355All welds are 6mm CFW UNO

Notes

12 PPBW

ASB 280x105 <B003>

ASB

300X

196

<B00

9>

ASB

280x

74 <

B001

>

ASB 280x124<B004>

ASB 280x124<B004> ASB 280x105 <B003>

65(T

YP)

SECTION A-A

SECTION B-B

ASB 300X196 <B009>ASB 280x74 <B001>

55

90

TOS +11.947

TOS +11.915

TOS +11.903

TOS +11.911

8080

300x200x16 RHS <C074>

300x200x16 RHS <C074>

300x200x16 RHS <C074>

8080

260x90x35 PFC

260x90x35 PFC

15 THK WEB PLATE (TYP)

300x90x41 PFC


AA

90

BB

8080

(TYP)


200x90x30 PFC

10

8

(TYP) 8

Fa3 391kN:=Fv3 391kN:=ASB 280x105Fa1 371kN:=Fv1 371kN:=ASB 280x124

Fa2 400kN:=Fv2 400kN:=ASB 300x196Fa 227kN:=Fv 227kN:=ASB 280x74

Tie forceVertical shearTie forceVertical shearLOADS



Description

227



pu355 392N

mm2⋅:=Ultimate tensile strength of S355

material

MATERIAL PROPERTIES

dc2 208mm:=rc2 12mm:=tc2 8mm:=Tc2 14mm:=wc2 90mm:=Dc2 260mm:=

PFC 260x90x35

dc1 245mm:=rc1 12mm:=tc1 9mm:=Tc1 15.5mm:=wc1 90mm:=Dc1 300mm:=

PFC 300x90x41

dc 148mm:=rc 12mm:=

n 6:=Total no of bolts

nc 2:=No of bolt columns

nr 3:=No of bolt rows

p 80mm:=Pitch

g 90mm:=Gauge

Dh 22mm:=Diameter of hole

d 20mm:=Dia of bolt

Check for Bolt (Worst case)

pw 250N

mm2⋅:=

Design strength of fillet - weld for S355 material

pbs355 550N

mm2:=Bearing strength of S355 -

material

Tbt2 40mm:=wbt2 183mm:=Db2 342mm:=

ASB 300x196<B009>

db1 196mm:=tb1 13mm:=wbb1 288mm:=Tb1 26mm:=wbt1 178mm:=Db1 296mm:=

ASB 280x124<B004>

db 196mm:=tb 10mm:=wbb 285mm:=Tb 14mm:=wbt 175mm:=Db 272mm:=

ASB 280x74<B001>


tc 7mm:=Tc 14mm:=wc 90mm:=Dc 200mm:=

PFC 200x90x30

T 16mm:=w 200mm:=D 300mm:=

Supporting RHS 300x200x16 <C074>

db3 196mm:=tb3 11mm:=wbb3 286mm:=Tbt3 22mm:=wbt3 176mm:=Db3 288mm:=

ASB 280x105<B003>

db2 208mm:=tb2 20mm:=wbb2 293mm:=


Description

228



Size of weld required sreq.FL

pw 0.7⋅:= sreq. 5.7 mm=

Considering Tying force

FTFa3n p⋅

:= FT 0.815kNmm

=Tensile force per mm on weld

Size of weld required sreqFT

pw 0.7⋅ 1.25⋅:= sreq 3.72mm=

Adopt 6 mm C.F.W

Check for weld between PFC and RHS

ASB 300x196<B009> (Worst case)

Considering Vertical shear force (Worst case is right hand side weld)

Length available for weld Lw Db3:=


138Fv2

246

Lw:= FL 0.779

kNmm

=


Tension capacity of bolt Pnom 110kN:=

Considering Vertical shear force

Shear per boltFs

Fv2n

:= Fs 66.67 kN=



Tension per bolt FtFa2

n:= Ft 66.67 kN=

Pnom (110 kN) > Ft (66.67 kN): Therefore O.K.

Check for weld between beam web and end plate (Worst case)


Length available for weld Lw db3:=

Shear per mm on weld FLFv32 Lw⋅

:= FL 0.997kNmm

=


Description

229



Size of weld required sreqFT

pw 0.7⋅ 1.25⋅:= sreq 3.56mm=

Adopt 10 mm C.F.W

ASB 280x124<B004>/ASB 280x74<B001>/ASB 300x196<B010>(Worst case)

Considering Vertical shear force (Worst case ASB 280x124)

Length available for weld Lw1 Db1:= Lw1 296 mm=


Fv1

2

Lw:= FL1 0.644

kNmm

=

Eccentricity of weld from working point e1 105mm:=

Moment due to eccentricity M1Fv12

e1⋅:= M1 19477.5 kN mm⋅=

Section modulus of the weld Z1Lw1

2

6:= Z1 14602.67 mm2

=

Eccentricity of weld from working point e1 105mm:=

Moment due to eccentricity M138Fv2

246e1⋅:= M 23560.98 kN mm⋅=

Section modulus of the weld ZLw

2

6:= Z 13824 mm2

=

Tension per mm on weld FTMZ

:= FT 1.704kNmm

=

Resultant force per mm on weld RFT

1.25

⎛⎜⎝

⎞

⎠

2

FL2

+:= R 1.57kNmm

=

Size of weld required sreq.R

pw 0.7⋅:= sreq. 8.97mm=


FT

138Fa2

246

Lw:= FT 0.779

kNmm



Description

230




Length available for weld Lw2 Db3:=


185Fv3284

138Fv2246

+

Lw2:= FL2 1.664

kNmm

=

Eccentricity of channel from RHS e 53mm:=

Eccentricity of working point from RHS e1 105mm:=

Torsional moment due to eccentricity @ A Mt1138Fv2

246e1⋅:= Mt1 23.56 kN m⋅=

Torsional moment due to eccentricity @ B Mt293Fv246

e1⋅:= Mt2 9.01kN m⋅=

Moment due to eccentricity by Fv2 M1138Fv2

246e⋅:= M1 11.89 kN m⋅=

Tension per mm on weld FT1M1Z1

:= FT1 1.334kNmm

=

Resultant force per mm on weld R1FT11.25

⎛⎜⎝

⎞

⎠

2

FL12

+:= R1 1.246kNmm

=

Size of weld required sreq1R1

pw 0.7⋅:= sreq1 7.12mm=


FT2

Fa2

2

Lw1:= FT2 0.676

kNmm


Size of weld required sreq2FT2

pw 0.7⋅ 1.25⋅:= sreq 3.56mm=

Adopt 8 mm C.F.W

Check for weld between channel and RHS

ASB 280x105<B003>( location A)

A

B

138 108

15393

9918

5

e

e1


Description

231



Longitudinal force on weld FL2Mt1 Mt2−

Ibpy2⋅:= FL2 0.129

kNmm

=

Total longitudinal force per mm on weld FLR FL1 FL2+:= FLR 0.773kNmm

=

Resultant force per mm on weld RFT30.6

⎛⎜⎝

⎞

⎠

2 FLR0.6

⎛⎜⎝

⎞

⎠

2

+ FTT2

+:= R 3.08kNmm

=

Size of weld required sreq1R

345N

mm2

:= sreq1 8.94mm=


FT185Fa3284Lw

:= FT 0.884kNmm

=Tension force per mm on weld

FH

138Fa2246

93 Fa⋅

246−

2 Lw⋅:=Net horizontal force per mm on weld FH 0.241

kNmm

=(Assume net tie force is shared by both flanges)

R FT( )2FH0.6

⎛⎜⎝

⎞

⎠

2

+:=Resultant shear per mm on weld R 0.971kNmm

=

Lw

DcMoment due to eccentricity by Fv3 M2185Fv3

284e1⋅:= M2 26.74 kN m⋅=

FT1M1 6⋅

Lw2

:= FT1 0.860kNmm

=Tension on weld due to M1

FT2M2 6⋅

Lw2

:= FT2 1.935kNmm


Total transverse force on weld FTT FT1 FT2+:= FTT 2.79kNmm

=

Moment of inertia of weld group,considering two side weld of PFC section

Ibp2 Lw

3⋅

122

Lw 1⋅ mm2

12Lw

Dc12

⎛⎜⎝

⎞

⎠

2

⋅+

⎡⎢⎢⎣

⎤⎥⎥⎦

+:= Ibp 16941360 mm3=

y1Lw2

:= y1 144 mm= y2Dc1

2:= y2 150 mm=

Transverse force on weld (net moment)(horizontal)

FT3Mt1 Mt2−

Ibpy1⋅:= FT3 0.124

kNmm

=


Description

232



Tension on weld due to M1

FT2M2 6⋅

Lw2

:= FT2 1.035kNmm


Total transverse force on weld FTT FT1 FT2+:= FTT 1.364kNmm

=

Moment of inertia of weld group,considering two side weld of PFC section

Ibp2 Lw

3⋅

122

Lw 1⋅ mm2

12Lw

Dc12

⎛⎜⎝

⎞

⎠

2

⋅+

⎡⎢⎢⎣

⎤⎥⎥⎦

+:= Ibp 16941360 mm3=

y1Lw2

:= y1 144 mm= y2Dc1

2:= y2 150 mm=

Transverse force on weld (net moment)(horizontal)

FT3Mt1 Mt2−

Ibpy1⋅:= FT3 0.124

kNmm

=

Longitudinal force on weld FL2Mt1 Mt2−

Ibpy2⋅:= FL2 0.129

kNmm

=

Size of weld required sreq1 maxR

345N

mm2

3mm+⎛⎜⎜⎜⎝

⎞⎟

⎠

2 15.5⋅ 3+( )mm,⎡⎢⎢⎢⎣

⎤⎥⎥⎥⎦

:= sreq1 10.87 mm=

Adopt 12 mm PPBW

ASB 280x105<B003>( location B)


Length available for weld Lw Db3:=

A

B

138 108

15393

9918

5

e

e1Shear per mm on weld FL1

93Fv246

99Fv3284

+

Lw:= FL1 0.771

kNmm

=

Moment due to eccentricity by Fv M193Fv246

e⋅:= M1 4.55kN m⋅=

Moment due to eccentricity by Fv3 M299Fv3284

e1⋅:= M2 14.31 kN m⋅=

FT1M1 6⋅

Lw2

:= FT1 0.329kNmm

=


Description

233



MeFt m⋅

2:= Me 1173.33 kN mm⋅=

Length of dispersion ld p:= ld 80 mm=

Thickness of end plate tpreqMe 4⋅

pu355 ld⋅:= tpreq 12.23 mm=

tp 15mm:=Adopt 15 mm thick end plate

Check for bending capacity of PFC web (Worst case)

Moment capacity of PFC web thickness/unit length

Mupu355 tc1

2⋅ 1⋅ m

4:= Mu 7.94kN m⋅=

Lever arm distance , l 160mm:=

η1

lnr2

Dh⋅⎛⎜⎝

⎞

⎠−

Dc1 3 tc1⋅−( ):= η1 0.465=

β1g

Dc1 3 tc1⋅−( ):= β1 0.33=

Resultant transverse force per mm on weld FTR FTT2 FT3

2+:= FTR 1.370

kNmm

=

Total longitudinal force per mm on weld FLR FL1 FL2+:= FLR 0.900kNmm

=

Resultant force per mm on weld RFTT1.25

⎛⎜⎝

⎞

⎠

2

FLR2

+ FT32

+:= R 1.42kNmm

=

Size of weld required sreq1R

pw 0.7⋅:= sreq1 8.11mm=

Adopt 10mm CFW

Check for bending capacity of end plate (Worst case)

Tension per bolt due to tying FtFa2

n:= Ft 66.67 kN=

Distance between bolt and the beam web

mg2

tb2

− 0.8 6mm( )⋅−:= m 35.2mm=

Moment due to bolt force


Description

234



Pt (587.06 kN) > Ftie (400 kN): Therefore O.K.

Ftie 400 kN=Ftie Fa2:=Tie force (worst condition)

Pt 587.06 kN=

Pt8.Mu

1 β1−( ) 1⋅ mη1( ) 1.5 1 β1−( )0.5

⋅ 1 γ1−( )0.5⋅+⎡

⎣⎤⎦⋅:=Tie capacity of PFC web after

providing reinforcing plate

γ1 0.088=γ1Dh

Dc1 3 tt⋅−( ):=

β1 0.361=β1g

Dc1 3 tt⋅−( ):=

η1 0.51=η1

lnr2

Dh⋅⎛⎜⎝

⎞

⎠−

Dc1 3 tt⋅−( ):=

l 160mm:=Lever arm distance ,

Mu 28.32 kN m⋅=

γ1Dh

Dc1 3 tc1⋅−( ):= γ1 0.081=

Tie capacity of PFC web Pt8.Mu

1 β1−( ) 1⋅ mη1( ) 1.5 1 β1−( )0.5

⋅ 1 γ1−( )0.5⋅+⎡

⎣⎤⎦⋅:=

Pt 155.63 kN=

Tie force (worst condition) Ftie Fa2:= Ftie 400 kN=

Ftie (400 kN) > Pt (155.63 kN): Therefore PROVIDE REINFORCING PLATE

Check for bending capacity of PFC web after providing reinforcing plate

Assumed thickness of reinforcing plate tw 15mm:=

Total thickness of the PFC web, considering after providing web plate tt tc2

2 tw2

+:= tt 17 mm=

Moment capacity of PFC web thickness/unit length

Mupu355 tt

2⋅ 1⋅ m

4:=


Description

235



Fr 43.48 kN=

Bearing capacity Pb d tw⋅ pbs355⋅:= Pb 165 kN=

Pb (165 kN) > Fr (43.48 kN): Therefore O.K.

Check for bending and axial capacity of PFC flange (Worst case)

Moment due to eccentricity M

138Fa2246

93 Fa⋅

246−

⎛⎜⎝

⎞

⎠e⋅

2:= M 3672.19 kN mm⋅=

Moment capacity of the PFC flange Mcpu355 Db3⋅ Tc1

2⋅

4:= Mc 6780.82 kN mm⋅=

Axial capacty of the PFC flange Pt Db3 Tc1⋅ pu355⋅:=Pt 1749.89 kN=

Actual axial load on the PFC flange Pa185Fa3

284:= Pa 254.7 kN=

Bending interaction at PFC flange RatioMMc

PaPt

+:= Ratio 0.69=

1> Ratio (0.69 ): Therefore O.K.

Bearing capacity of end plate(Worst case)

Min. thickness of the connected ply tmin 15mm:=

Bearing capacity Pb d tmin⋅ pbs355⋅:= Pb 165 kN=

Fs 66.67 kN=Pb (165 kN) > Fs (66.67 kN): Therefore O.K.

Bearing capacity of reinforcing plate & PFC web (Worst case)

Thickness of PFC web tc2 8 mm=

Thickness of reinforcing plate tw 15mm:=

Propotionate force on PFC web Fctc2

tw tc2+

⎛⎜⎜⎝

⎞

⎠Fs⋅:= Fc 23.19 kN=

Bearing capacity Pb d tc1⋅ pbs355⋅:= Pb 99 kN=Pb (99 kN) > Fc (23.19 kN): Therefore O.K.

Propotionate force on reinforcing plate Frtw

tw tc2+

⎛⎜⎜⎝

⎞

⎠Fs⋅:=


Description

236

final binder - connection design briefs-compressed

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