report on structural elements design

7/25/2019 Report on Structural Elements Design

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KINGDOM OF CAMBODIA

NATION RELIGION KING

r r[s s

REPORT ONSTRUCTURAL ANALYSIS AND DESIGN CHECK

OF STEEL ROOF FRAME AND CONNECTION

(CALCULATION NOTE IN PART-B)

PROJECT: GUAG HUA G.H GARMENT CO., LTD.

INSPECTOR: E.T.C ENGINEERING CONSULTANT CO., LTD.

Location: PHNOM PENH, CAMBODIA.

Phnom Penh, June, 2016


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Autodesk Robot Structural Analysis Professional 2017Author: ETC Engineering Consultant Co., Ltd. File: 3D Structure Medeling.rtdDesigner: ASEAN ENG. SOK RASMEY, Msc. Str. Eng, PE Project: Guag Hua G.H Garment Co., Ltd.

Report on Calculation Note Date : 17/06/16 Page : 1

View - 3D 2

View - 3D-01 2

View - 2D Frame_Edge 3

View - 2D Frame_Interior 3

View - MY, Cases: 5 (ULS_RAFTER) 4

View - FZ, Cases: 5 (ULS_RAFTER) 4View:2 - MY, Cases: 6 (ULS_PURLIN) 5

View:2 - FZ, Cases: 6 (ULS_PURLIN) 5

Loads - Cases 6

Loads - Values 6

Combinations 6

PURLIN_RESULT SUMMARY 8

Detail Result of Purlin Capacity Check 10

RAFTER_RESULT SUMMARY 13

Detail Result of Rafter Capacity Check 15

Top Roof Frame_Result Summary 18

Detail Result of Top Roof Frame Capacity Check 20

Connection (1) 23

Connection (1.1) 23

Connection (1.2) 24

Connection (2) 37

Connection (2.1) 38

Connection (2.2) 39


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View - 3D

17/06/16 11:21

View - 3D-01


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17/06/16 11:21

View - 2D Frame_Edge

17/06/16 11:21

View - 2D Frame_Interior


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17/06/16 11:21

View - MY, Cases: 5 (ULS_RAFTER)

17/06/16 11:21

View - FZ, Cases: 5 (ULS_RAFTER)

17/06/16 11:21


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View:2 - MY, Cases: 6 (ULS_PURLIN)

17/06/16 11:21

View:2 - FZ, Cases: 6 (ULS_PURLIN)


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17/06/16 11:21

Loads - Cases

Case Label Case name Nature

1 SW SW dead

2 SDL SDL dead

3 Lr_Rafter Lr_Rafter Roof live

4 Lr_Purlin Lr_Purlin live

5 ULS_RAFTER dead

6 ULS_PURLIN dead

7 ULS

8 ULS+

9 ULS-

10 SLS

11SLS+

12 SLS-

Case Analysis type

1 Static - Linear

2 Static - Linear

3 Static - Linear

4 Static - Linear

5 Linear Combination








Loads - Values

Case Load type List Load values

1 self-weight 1to1237 1240 PZ Negative Factor=1.00

2 uniform load 371to1237 12 PZ=-0.09(kN/m)



Combinations

- Cases: 5 6

Combinations Name Analysis typeCombination Case nature

5 (C) ULS_RAFTER Linear Combinati ULS dead

6 (C) ULS_PURLIN Linear Combinati ULS dead


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Combinations Definition

5 (C) (1+2)*1.20+3*1.00

6 (C) (1+2)*1.20+4*1.00


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PURLIN_RESULT SUMMARY

STEEL DESIGN------------------------------------------------------------------------------------------------------------------------------------

----

CODE:ANSI/AISC 360-10 An American National Standard, June 22, 2010ANALYSIS TYPE: Member Verification----------------------------------------------------------------------------------------------------------------------------------------

CODE GROUP:MEMBER: 1284 Beam_1284POINT: 1 COORDINATE: x = 0.00 L = 0.00 m----------------------------------------------------------------------------------------------------------------------------------------

LOADS:Governing Load Case: 6 ULS_PURLIN (1+2)*1.20+4*1.00------------------------------------------------------------------------------------------------------------------------------------

----MATERIAL:STEEL 235MPa Fy = 235.00 MPa Fu = 360.00 MPa E = 200000.00 MPa------------------------------------------------------------------------------------------------------------------------------------

----

SECTION PARAMETERS: Tube:125x50x1.5d=125.0 mm Ay=1.36 cm2 Az=3.62 cm2 Ax=5.16 cm2bf=50.0 mm Iy=102.59 cm4 Iz=24.65 cm4 J=62.58 cm4

tw=1.5 mm Sy=16.42 cm3 Sz=9.86 cm3tf=1.5 mm Zy=20.43 cm3 Zz=10.75 cm3

----------------------------------------------------------------------------------------------------------------------------------------

MEMBER PARAMETERS:

Ly = 6.00 m Lz = 6.00 m

Ky = 1.00 Kz = 1.00 Lb = 6.00 mKLy/ry = 134.56 KLz/rz = 274.49 Cb = 2.15------------------------------------------------------------------------------------------------------------------------------------

----

INTERNAL FORCES: DESIGN STRENGTHSMry = -3.75 kN*m Fib*Mny = 4.22 kN*m

Vrz = 2.55 kN Fiv*Vnz = 40.47 kN----------------------------------------------------------------------------------------------------------------------------------------

SAFETY FACTORSFib = 0.90 Fiv = 0.90------------------------------------------------------------------------------------------------------------------------------------

----

SECTION ELEMENTS:Flange = Compact Web = Non-compact

----------------------------------------------------------------------------------------------------------------------------------------

VERIFICATION FORMULAS:Mry/(Fib*Mny) = 0.89 < 1.00 LRFD (H1-1b) VerifiedVrz/(Fiv*Vnz) = 0.06 < 1.00 LRFD (G2-1) Verified


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----------------------------------------------------------------------------------------------------------------------------------------Section OK ! ! !


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Detail Result of Purlin Capacity Check

Detail Result of Purlin Capacity Check

Symbol Values Unit Symbol description Section

MEMBER:1284

Beam_1284; COORDIN

ATE: x =0.00 L =0.00 m

Cross-

section

properties:Tube:125x5

0x1.5

Ax 5.16 cm2 Cross-section area

Ay 1.36 cm2 Shear area - Y-axisAz 3.62 cm2 Shear area - Z-axisJ 62.58 cm4 Torsional constant

Iy 102.59 cm4 Moment of inertia of a section about the Y-axis

Iz 24.65 cm4 Moment of inertia of a section about the Z-axis

Zy 20.43 cm3 Plastic section modulus about the Y (major)

axisSy 16.42 cm3 Elastic section modulus about the Y-axisZz 10.75 cm3 Plastic section modulus about the Z (minor)

axisSz 9.86 cm3 Elastic section modulus about the Z-axisd 125.0 mm Height of cross-sectionbf 50.0 mm Width of cross-sectiontf 1.5 mm Flange thicknesstw 1.5 mm Web thicknessry 44.6 mm Radius of gyration - Y-axis

rz 21.9 mm Radius of gyration - Z-axis

Material:

Name STEEL 235MPa

Fy 235.00 MPa Specified minimum yield strength ofmaterial

Fu 360.00 MPa Specified minimum tensile strength

E 200000.00

MPa Longitudinal elasticity coefficient

Partialfactor

methodLRFD

Fib 0.90 Resistance factor for flexure [F1.(1)]

Fiv 0.90 Resistance factor for shear [G1]


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Localbuckling

Lamf 31.33 Width-To-Thickness ratio for a flange [TableB4.1a,b]

Lamw 81.33 Width-To-Thickness ratio for a web [Table

B4.1a,b]Section

class forsimplebending(Mymoment)

Lamf_p_My 32.67 Limiting slenderness for compact flange [TableB4.1b]

Lamf_r_My 40.84 Limiting slenderness for noncompact flange [TableB4.1b]

ClassF_My Compact Flange class [TableB4.1b]

Lamw_p_My

70.60 Limiting slenderness for compact web [TableB4.1b]

Lamw_r_My

166.29 Limiting slenderness for noncompact web [TableB4.1b]

ClassW_My Non-compact

Web class [TableB4.1b]

Limitingslenderness for shear

Lamw_p_Vz

71.76 Limiting shear slenderness for compactweb

[G2.1.(b)]

Lamw_r_Vz 89.37 Limiting shear slenderness for noncompactweb

[G2.1.(b)]

Parameters

of lateralbucklinganalysis:

Rm 1.00 Cross-section monosymmetry parameter [Comm.F1]

Cb 2.15 Lateral-torsional buckling modificationfactor

[F1.(3)]

Lb 6.00 m Laterally unbraced length of a member(lateral-torsional buckling)

[F]

Lpy 2.13 m Limiting laterally unbraced length for thelimit state of yielding [F]

Lry 78.95 m Limiting laterally unbraced length for thelimit state of inelastic lateral-torsionalbuckling

[F]

Other:

Cw 73331655.5

mm6 Warping constant [E,F]

kvz 5.00 Shear buckling coefficient [G2.1]Cvz 0.88 Ratio for critical web stress calculations [G2.1]

Internalforces

Mry -3.75 kN*m Required flexural strength


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Vrz 2.55 kN Required shear strength

Nominalstrengths:

About the

Y axis of

cross-section

Mpy 4.80 kN*m Nominal plastic bending moment [F]

Mny[YD] 4.80 kN*m Nominal flexural strength in the limit stateof yielding

[F7.1]

Mny[WLB] 4.69 kN*m Nominal strength for web local buckling [F7.3]Mny 4.69 kN*m Nominal flexural strength [F7]Vnz 44.97 kN Nominal shear strength [G2.1]

Designstrengths:

About theY axis ofcross-section

Fib*Mpy 4.32 kN*m Design plastic bending moment [F]

Fib*Mny[YD]

4.32 kN*m Design flexural strength in the limit state ofyielding

[F7.1]

Fib*Mny[WLB]

4.22 kN*m Design strength for web local buckling [F7.3]

Fib*Mny 4.22 kN*m Design flexural strength [F7]Fiv*Vnz 40.47 kN Design shear strength [G2.1]

Verificationformulas:

UF(H1_1b) 0.89 Mry/(Fib*Mny) Verified

UF(G2_1) 0.06 Vrz/(Fiv*Vnz) Verified

Ratio:

RAT 0.89 Efficiency ratio SectionOK


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RAFTER_RESULT SUMMARY

STEEL DESIGN--------------------------------------------------------------------------------------------------------------------

--------------------CODE:ANSI/AISC 360-10 An American National Standard, June 22, 2010ANALYSIS TYPE: Member Verification----------------------------------------------------------------------------------------------------------------------------------------

CODE GROUP:

MEMBER: 343 Beam_343POINT: 3 COORDINATE: x = 0.63 L = 7.65 m----------------------------------------------------------------------------------------------------------------------------------------

LOADS:Governing Load Case: 5 ULS_RAFTER (1+2)*1.20+3*1.00

----------------------------------------------------------------------------------------------------------------------------------------

MATERIAL:STEEL 235MPa Fy = 235.00 MPa Fu = 360.00 MPa E = 200000.00 MPa--------------------------------------------------------------------------------------------------------------------

--------------------

SECTION PARAMETERS: I-350x75x7x10d=350.0 mm Ay=15.00 cm2 Az=24.50 cm2 Ax=38.10 cm2

bf=75.0 mm Iy=6432.58 cm4 Iz=71.26 cm4 J=8.80 cm4

tw=7.0 mm Sy=367.58 cm3 Sz=19.00 cm3tf=10.0 mm Zy=445.57 cm3 Zz=32.17 cm3

----------------------------------------------------------------------------------------------------------------------------------------

MEMBER PARAMETERS:

Ly = 12.13 m Lz = 12.13 m

Ky = 1.00 Kz = 1.00 Lb = 0.85 mKLy/ry = 83.96 KLz/rz = 892.43 Cb = 1.00

--------------------------------------------------------------------------------------------------------------------

--------------------INTERNAL FORCES: DESIGN STRENGTHSMry = 83.58 kN*m Fib*Mny = 91.04 kN*m

Vrz = 0.30 kN Fiv*Vnz = 310.90 kN

----------------------------------------------------------------------------------------------------------------------------------------

SAFETY FACTORSFib = 0.90 Fiv = 0.90

--------------------------------------------------------------------------------------------------------------------

--------------------

SECTION ELEMENTS:

Flange = Compact Web = Compact--------------------------------------------------------------------------------------------------------------------


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--------------------

VERIFICATION FORMULAS:Mry/(Fib*Mny) = 0.92 < 1.00 LRFD (H1-1b) Verified

Vrz/(Fiv*Vnz) = 0.00 < 1.00 LRFD (G2-1) Verified

--------------------------------------------------------------------------------------------------------------------

--------------------Section OK ! ! !


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Detail Result of Rafter Capacity Check

Detail Result of Rafter Capacity Check


MEMBER:343 Beam_

343 ;COORDINATE: x = 0.63L = 7.65 m

Cross-section

properties:

I-350x75x7x1

0


Ay 15.00 cm2 Shear area - Y-axisAz 24.50 cm2 Shear area - Z-axisJ 8.80 cm4 Torsional constant

Iy 6432.58 cm4 Moment of inertia of a section about the Y-axis

Iz 71.26 cm4 Moment of inertia of a section about the Z-axis

Zy 445.57 cm3 Plastic section modulus about the Y (major)


axisSz 19.00 cm3 Elastic section modulus about the Z-axisd 350.0 mm Height of cross-sectionbf 75.0 mm Width of cross-sectiontf 10.0 mm Flange thicknesstw 7.0 mm Web thicknessry 129.9 mm Radius of gyration - Y-axis

rz 13.7 mm Radius of gyration - Z-axis

Material:

Name STEEL 235MPa


Fu 360.00 MPa Specified minimum tensile strength

E 200000.00

MPa Longitudinal elasticity coefficient

Partialfactor

methodLRFD




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Localbuckling



B4.1a,b]Section


Lamf_p_My 11.09 Limiting slenderness for compact flange [TableB4.1b]

Lamf_r_My 25.28 Limiting slenderness for noncompact flange [TableB4.1b]

ClassF_My Compact Flange class [TableB4.1b]

Lamw_p_My


Lamw_r_My


ClassW_My Compact Web class [TableB4.1b]

Limitingslenderness for shear

Lamw_p_Vz


[G2.1.(b)]

Lamw_r_Vz 89.37 Limiting shear slenderness for noncompactweb

[G2.1.(b)]

Parameters

of lateralbucklinganalysis:



[F1.(3)]


[F2.2]

Lpy 0.70 m Limiting laterally unbraced length for thelimit state of yielding [F2.2]

Lry 2.47 m Limiting laterally unbraced length for thelimit state of inelastic lateral-torsionalbuckling

[F2.2]

Other:

Cw 24926389173.4



Internalforces

Mry 83.58 kN*m Required flexural strength


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Vrz 0.30 kN Required shear strength

Nominalstrengths:

About the

Y axis of

cross-section


Mny[YD] 104.71 kN*m Nominal flexural strength in the limit stateof yielding

[F2.1]

Mny[LTB] 101.16 kN*m Nominal lateral-torsional buckling strength [F2.2]Mny1[LTB] 101.00 kN*m Nominal lateral-torsional buckling strength

(Cb = 1.0)[F2.2]

Mny 101.16 kN*m Nominal flexural strength [F2]Vnz 345.45 kN Nominal shear strength [G2.1]

Designstrengths:

About theY axis of

cross-section


Fib*Mny[YD]

94.24 kN*m Design flexural strength in the limit state ofyielding

[F2.1]

Fib*Mny[LTB]

91.04 kN*m Design lateral-torsional buckling strength [F2.2]

Fib*Mny1[LTD]

90.90 kN*m Design lateral-torsional buckling strength [F2.2]

Fib*Mny 91.04 kN*m Design flexural strength [F2]

Fiv*Vnz 310.90 kN Design shear strength [G2.1]

Verificationformulas:

UF(H1_1b) 0.92 Mry/(Fib*Mny) Verified


Ratio:



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Top Roof Frame_Result Summary

STEEL DESIGN--------------------------------------------------------------------------------------------------------------------

--------------------CODE:ANSI/AISC 360-10 An American National Standard, June 22, 2010ANALYSIS TYPE: Member Verification----------------------------------------------------------------------------------------------------------------------------------------

CODE GROUP:

MEMBER: 1607 Beam_1607 POINT: 3 COORDINATE: x =1.00 L = 2.43 m--------------------------------------------------------------------------------------------------------------------

--------------------

LOADS:

Governing Load Case: 6 ULS_PURLIN (1+2)*1.20+4*1.00----------------------------------------------------------------------------------------------------------------------------------------

MATERIAL:STEEL 235MPa Fy = 235.00 MPa Fu = 360.00 MPa E = 200000.00 MPa

----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: Tube:150x65x1.5d=150.0 mm Ay=1.81 cm2 Az=4.37 cm2 Ax=6.36 cm2

bf=65.0 mm Iy=186.92 cm4 Iz=51.33 cm4 J=125.83 cm4tw=1.5 mm Sy=24.92 cm3 Sz=15.79 cm3

tf=1.5 mm Zy=30.69 cm3 Zz=17.17 cm3--------------------------------------------------------------------------------------------------------------------

--------------------

MEMBER PARAMETERS:

Ly = 2.43 m Lz = 2.43 mKy = 1.00 Kz = 1.00 Lb = 2.43 m

KLy/ry = 44.74 KLz/rz = 85.37 Cb = 1.00

----------------------------------------------------------------------------------------------------------------------------------------

INTERNAL FORCES: DESIGN STRENGTHSMry = -4.39 kN*m Fib*Mny = 5.27 kN*m

Vrz = -6.51 kN Fiv*Vnz = 37.06 kN--------------------------------------------------------------------------------------------------------------------

--------------------

SAFETY FACTORSFib = 0.90 Fiv = 0.90

----------------------------------------------------------------------------------------------------------------------------------------

SECTION ELEMENTS:Flange = Slender Web = Non-compact


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--------------------------------------------------------------------------------------------------------------------

--------------------

VERIFICATION FORMULAS:Mry/(Fib*Mny) = 0.83 < 1.00 LRFD (H1-1b) Verified

Vrz/(Fiv*Vnz) = 0.18 < 1.00 LRFD (G2-1) Verified

----------------------------------------------------------------------------------------------------------------------------------------

Section OK ! ! !


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Detail Result of Top Roof Frame Capacity Check

Detail Result of Top Roof Frame Capacity Check


MEMBER:

1607Beam_1607 ;

COORDINATE: x =

1.00 L =2.43 m

Cross-sectionproperties: Tube:15

0x65x1.5


Ay 1.81 cm2 Shear area - Y-axisAz 4.37 cm2 Shear area - Z-axisJ 125.83 cm4 Torsional constantIy 186.92 cm4 Moment of inertia of a section about the Y-

axisIz 51.33 cm4 Moment of inertia of a section about the Z-

axisZy 30.69 cm3 Plastic section modulus about the Y (major)


axis

Sz 15.79 cm3 Elastic section modulus about the Z-axisd 150.0 mm Height of cross-sectionbf 65.0 mm Width of cross-sectiontf 1.5 mm Flange thicknesstw 1.5 mm Web thicknessry 54.2 mm Radius of gyration - Y-axisrz 28.4 mm Radius of gyration - Z-axis

Material:

Name STEEL 235MPa


Fu 360.00 MPa Specified minimum tensile strengthE 200000.0

0MPa Longitudinal elasticity coefficient

Partialfactor

methodLRFD




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Localbuckling



B4.1a,b]Section


Lamf_p_My

32.67 Limiting slenderness for compact flange [TableB4.1b]

Lamf_r_My

40.84 Limiting slenderness for noncompact flange [TableB4.1b]

ClassF_My

Slender Flange class [TableB4.1b]

Lamw_p_My


Lamw_r_My


ClassW_My

Non-compact

Web class [TableB4.1b]

Limiting

slenderness forshear

Lamw_p_Vz


[G2.1.(b)]

Lamw_r_Vz

89.37 Limiting shear slenderness for noncompactweb

[G2.1.(b)]

Parameter

s oflateral

bucklinganalysis:



[F1.(3)]


[F]

Lpy 2.90 m Limiting laterally unbraced length for thelimit state of yielding

[F]

Lry 106.39 m Limiting laterally unbraced length for the

limit state of inelastic lateral-torsionalbuckling

[F]

Other:


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Cw 189401042.8



Internal

forces

Mry -4.39 kN*m Required flexural strength

Vrz -6.51 kN Required shear strength

Nominalstrengths:

Aboutthe Y axis

of cross-section


Mny[YD] 7.21 kN*m Nominal flexural strength in the limit stateof yielding [F7.1]

Mny[FLB] 5.85 kN*m Nominal strength for local buckling of acompression flange

[F7.2]

Mny[WLB]

6.82 kN*m Nominal strength for web local buckling [F7.3]

Mny 5.85 kN*m Nominal flexural strength [F7]Vnz 41.18 kN Nominal shear strength [G2.1]

Designstrengths:

Aboutthe Y axis

of cross-section


Fib*Mny[YD]

6.49 kN*m Design f lexural strength in the limit state ofyielding

[F7.1]

Fib*Mny[FLB]

5.27 kN*m Design strength for local buckling of acompression flange

[F7.2]

Fib*Mny[WLB]

6.14 kN*m Design strength for web local buckling [F7.3]

Fib*Mny 5.27 kN*m Design flexural strength [F7]Fiv*Vnz 37.06 kN Design shear strength [G2.1]

Verificatio

n formulas:

UF(H1_1b)

0.83 Mry/(Fib*Mny) Verified


Ratio:



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Connection (1)

Connection (1.1)

1011

75

10

80

100

100100100100

180

100

100

40

I-350x75

x7x10

1200

1213

75x10-1

200

7

I-350x75x7x10

1200

1213

75x10-1200

7


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Connection (1.2)

Autodesk Robot Structural Analysis Professional 2017

Design of fixed beam-to-beam connectionEN 1993-1-8:2005/AC:2009

Ratio

0.32

GENERAL

Connection no.: 1Connection nam e:Beam-Beam

Structure node: 211

Structure bars : 141, 142

GEOMETRY

LEFTSIDE

BEAM

Section:I-350x75x7x10

Bar no.: 141

= -165.7 [Deg] Inclination angleh

bl= 350 [mm] Height of beam section

bfbl

= 75 [mm] Width of beam section

twbl

= 7 [mm] Thickness of the web of beam section

tfbl

= 10 [mm] Thickness of the flange of beam section

Abl

= 38.10 [cm2] Cross -sectional area of a beam

Ixbl

= 6432.58 [cm4] Moment of inertia of the beam section

Material:STEEL 235MPafyb

= 235.00 [MPa] Res is tance


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RIGHTSIDE

BEAM


Bar no.: 142

= -14.3 [Deg] Inclination angleh

br= 350 [mm] Height of beam section

bfbr

= 75 [mm] Width of beam section

twbr

= 7 [mm] Thickness of the web of beam section

tfbr

= 10 [mm] Thickness of the flange of beam section

Abr

= 38.10 [cm2] Cross -sectional area of a beam

Ixbr

= 6432.58 [cm4] Moment of inertia of the beam section

Material:STEEL 235MPa

fyb


BOLTS

The shear plane pass es through the UNTHREADED portion of the bolt.

d = 13 [mm] Bolt diameter

Class =A307 Bolt class

FtRd

= 37.66 [kN] Tensile resistance of a bolt

nh= 2 Number of bolt columns

nv= 9 Number of bolt rows

h1= 80 [mm] Distance between first bolt and upper edge of front plateHorizontal spacing e

i=40 [mm]

Vertical spacing pi= 100;100;180;100;100;100;100;100 [mm]

PLATE

hpr

= 1011 [mm] Plate height

bpr

= 75 [mm] Plate width

tpr

= 10 [mm] Plate th ickness


fypr


LOWERSTIFFENER

wrd

= 75 [mm] Plate width

tfrd

= 10 [mm] Flange th ickness

hrd

= 540 [mm] Plate height

twrd

= 7 [mm] Web thickness

lrd

= 1213 [mm] Plate length

d= 11.5 [Deg] Inclination angle


fybu



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FILLETWELDS

aw

= 3 [mm] Web weld

af= 3 [m m] Flange weld

afd

=3 [mm] Horizontal weld

MATERIALFACTORS

M0

= 1.00 Partial safety factor [2.2]

M1


M2


M3


LOADS

Ultimate limit state

Case:5: ULS_RAFTER (1+2)*1.20+3*1.00

Mb1,Ed

=-35.01 [kN*m] Bending moment in the right beam

Vb1,Ed

= -0.08 [kN] Shear force in the right beam

Nb1,Ed

= -69.48 [kN] Axial force in the right beam

RESULTS

BEAMRESISTANCES

COMPRESSION

Ab= 38.10 [cm

2] Area EN1993-1-1:[6.2.4]

Ncb,Rd

= Abf

yb/

M0

Ncb,Rd

=895.35 [kN] Design compressive resistance of the section EN1993-1-1:[6.2.4]

SHEAR

Avb

= 60.90 [cm2] Shear area EN1993-1-1:[6.2.6.(3)]

Vcb,Rd

= Avb

(fyb

/ 3) / M0

Vcb,Rd= 826.27 [kN] Design sectional resistance for shear EN1993-1-1:[6.2.6.(2)]

Vb1,Ed

/ Vcb,Rd

1,0 0.00 < 1.00 verified (0.00)

BENDING - PLASTIC MOMENT (WITHOUT BRACKETS)

Wplb

= 484.38 [cm3] Plastic section modulus EN1993-1-1:[6.2.5.(2)]

Mb,pl,Rd

= Wplb

fyb

/ M0

Mb,pl,Rd

=113.83 [kN*m] Plastic resistance of the section for bending (without stiffeners) EN1993-1-1:[6.2.5.(2)]

BENDING ON THE CONTACT SURFACE WITH PLATE OR CONNECTED ELEMENT

Wpl

= 1554.54 [cm3] Plastic section modulus EN1993-1-1:[6.2.5]

Mcb,Rd

= Wpl

fyb

/ M0


28/45



Mcb,Rd

=365.32 [kN*m] Design resistance of the section for bending EN1993-1-1:[6.2.5]

FLANGE AND WEB - COMPRESSION

Mcb,Rd

=365.32 [kN*m] Design resistance of the section for bending EN1993-1-1:[6.2.5]

hf= 891 [mm] Distance between the centroids of flanges [6.2.6.7.(1)]

Fc,fb,Rd

= Mcb,Rd

/ hf

Fc,fb,Rd

=410.02 [kN] Resistance of the compressed flange and web [6.2.6.7.(1)]

WEB OR BRACKET FLANGE - COMPRESSION - LEVEL OF THE BEAM BOTTOM FLANGE

Bearing:

= 14.3 [Deg] Angle between the front plate and the beam= 11.5 [Deg] Inclination angle of the bracket plateb

eff,c,wb= 116 [mm] Effective width of the web for compression [6.2.6.2.(1)]

Avb= 23.10 [cm2] Shear area EN1993-1-1:[6.2.6.(3)]

= 0.93 Reduction factor for interaction with shear [6.2.6.2.(1)]

com,Ed=0.00 [MPa] Maximum compressive stress in web [6.2.6.2.(2)]

kwc

= 1.00 Reduction factor conditioned by compressive stresses [6.2.6.2.(2)]

Fc,wb,Rd1

= [kwc

beff,c,wb

twb

fyb

/ M0

] cos() / sin(- )

Fc,wb,Rd1

=398.05 [kN] Beam web resistance [6.2.6.2.(1)]

Buckling:

dwb

= 316 [mm] Height of compressed web [6.2.6.2.(1)]

p= 0.87 Plate slenderness of an element [6.2.6.2.(1)]

= 0.88 Reduction factor for element buckling [6.2.6.2.(1)]

Fc,wb,Rd2

= [kwc

beff,c,wb

twb

fyb

/ M1

] cos() / sin(- )

Fc,wb,Rd2


Res istance of the bracket flange

Fc,wb,Rd3

= bbt

bf

yb/ (0.8*

M0)

Fc,wb,Rd3

=220.31 [kN] Resistance of the bracket flange [6.2.6.7.(1)]

Final resis tance:

Fc,wb,Rd,low

= Min (Fc,wb,Rd1

, Fc,wb,Rd2

, Fc,wb,Rd3

)

Fc,wb,Rd,low


GEOMETRICALPARAMETERSOFACONNECTION

EFFECTIVE LENGTHS AND PARAMETERS - FRONT PLATE


29/45



Nr m mx e ex p leff,cp leff,nc leff,1 leff,2 leff,cp,g leff,nc,g leff,1,g leff,2,g

113 45 18 51 108 178 38 38 38 - - - -

213 - 18 - 100 82 76 76 76 141 89 89 89

313 - 18 - 100 82 74 74 74 200 100 100 100

413 - 18 - 100 82 74 74 74 200 100 100 100

513 - 18 - 100 82 74 74 74 200 100 100 100

613 - 18 - 140 82 74 74 74 280 140 140 140

713 - 18 - 140 82 74 74 74 280 140 140 140

813 - 18 - 100 82 74 74 74 200 100 100 100

913 - 18 - 100 82 74 74 74 141 87 87 87

m Bolt dis tance from the web

mx Bol t distance from the beam flange

e Bolt dis tance from the outer edge

ex Bol t distance from the horizontal outer edge

p Distance between boltsleff,cp Effective length for a single bolt in the circular failure mode

leff,nc Effective length for a single bolt in the non-circular failure m ode

leff,1 Effective length for a single bolt for mode 1

leff,2 Effective length for a single bolt for mode 2

leff,cp,g Effective length for a group of bolts in the circular failure mode

leff,nc,g Effective length for a group of bolts in the non-circular failure mode

leff,1,g Effective length for a group of bolts for mode 1

leff,2,g Effective length for a group of bolts for mode 2

CONNECTIONRESISTANCEFORCOMPRESSION

Nj,Rd

= Min ( Ncb,Rd

2 Fc,wb,Rd,low

)

Nj,Rd

= 440.63 [kN] Connection resistance for compression [6.2]

Nb1,Ed

/ Nj,Rd

1,0 0.16 < 1.00 verified (0.16)

CONNECTIONRESISTANCEFORBENDING

Ft,Rd

= 37.66 [kN] Bolt resistance for tension [Table 3.4]

Bp,Rd

= 103.42 [kN] Punching shear resistance of a bolt [Table 3.4]

Ft,fc,Rd colum n flange resistance due to bending

Ft,wc,Rd colum n web res is tance due to tension

Ft,ep,Rd res istance of the front plate due to bending

Ft,wb,Rd res istance of the web in tension


30/45



Ft,fc,Rd

= Min (FT,1,fc,Rd

, FT,2,fc,Rd

, FT,3,fc,Rd

) [6.2.6.4] , [Tab.6.2]

Ft,wc,Rd

= beff,t,wc

twc

fyc

/ M0 [6.2.6.3.(1)]

Ft,ep,Rd

= Min (FT,1,ep,Rd

, FT,2,ep,Rd

, FT,3,ep,Rd

) [6.2.6.5] , [Tab.6.2]

Ft,wb,Rd

= beff,t,wb

twb

fyb

/ M0 [6.2.6.8.(1)]

RESISTANCE OF THE BOLT ROW NO. 1

Ft1,Rd,comp- Formula Ft1,Rd,comp Component

Ft,ep,Rd(1)

= 19.42 19.42 Front plate - tens ion

Bp,Rd

= 206.83 206.83 Bolts due to shear punching

Fc,fb,Rd

= 410.02 410.02 Beam flange - compress ion

Ft1,Rd

= Min (Ft1,Rd,comp

) 19.42 Bolt row resis tance



Ft,ep,Rd(2)


Ft,wb,Rd(2)

= 125.01 125.01 Beam web - tension

Bp,Rd


Fc,fb,Rd

- 1

1F

tj,Rd= 410.02 - 19.42 390.60 Beam flange - compress ion

Ft2,Rd

= Min (Ft2,Rd,comp




Ft,ep,Rd(3)


Ft,wb,Rd(3)


Bp,Rd


Fc,fb,Rd

- 1

2F


Ft,ep,Rd(3 + 2 )

- 2

2F

tj,Rd= 150.66 - 72.13 78.53 Front plate - tens ion - group

Ft,wb,Rd(3 + 2)

- 2

2F

tj,Rd= 310.65 - 72.13 238.52 Beam web - tension - group

Ft,ep,Rd(3 + 2 )- 22

Ftj,Rd= 150.66 - 72.13 78.53 Front plate - tens ion - group

Ft,wb,Rd(3 + 2)

- 2

2F


Ft3,Rd

= Min (Ft3,Rd,comp


Additional reduction of the bolt row resistance

Ft3,Rd

= Ft2,Rd

h3/h

2

Ft3,Rd

= 63.59 [kN] Reduced bolt row resistance [6.2.7.2.(9)]



31/45




Ft,ep,Rd(4)


Ft,wb,Rd(4)


Bp,Rd


Fc,fb,Rd- 13Ftj,Rd= 410.02 - 155.14 254.88 Beam flange - compress ion

Ft,ep,Rd(4 + 3 )

- 3

3F


Ft,wb,Rd(4 + 3)

- 3

3F


Ft,ep,Rd(4 + 3 + 2)

- 3

2F


Ft,wb,Rd(4 + 3 + 2)

- 3

2F


Ft,ep,Rd(4 + 3 + 2)

- 3

2F


Ft,wb,Rd(4 + 3 + 2)

- 3

2F


Ft4,Rd

= Min (Ft4,Rd,comp



Ft4,Rd

= Ft2,Rd

h4/h

2

Ft4,Rd




Ft,ep,Rd(5)


Ft,wb,Rd(5)


Bp,Rd


Fc,fb,Rd

- 1

4F


Ft,ep,Rd(5 + 4 )

- 4

4F


Ft,wb,Rd(5 + 4)

- 4

4F


Ft,ep,Rd(5 + 4 + 3)

- 4

3F


Ft,wb,Rd(5 + 4 + 3)

- 4

3F


Ft,ep,Rd(5 + 4 + 3 + 2)- 42Ftj,Rd= 301.31 - 190.78 110.54 Front plate - tens ion - group

Ft,wb,Rd(5 + 4 + 3 + 2)

- 4

2F


Ft,ep,Rd(5 + 4 + 3 + 2)

- 4

2F


Ft,wb,Rd(5 + 4 + 3 + 2)

- 4

2F


Ft5,Rd

= Min (Ft5,Rd,comp



Ft5,Rd

= Ft2,Rd

h5/h

2

Ft5,Rd



32/45





Ft,ep,Rd(6)


Ft,wb,Rd(6)


Bp,Rd


Fc,fb,Rd

- 1

5F


Ft,ep,Rd(6 + 5 )

- 5

5F


Ft,wb,Rd(6 + 5)

- 5

5F


Ft,ep,Rd(6 + 5 + 4)

- 5

4F


Ft,wb,Rd(6 + 5 + 4)

- 5

4F


Ft,ep,Rd(6 + 5 + 4 + 3)

- 5

3F


Ft,wb,Rd(6 + 5 + 4 + 3)- 53Ftj,Rd= 723.80 - 165.16 558.64 Beam web - tension - group

Ft,ep,Rd(6 + 5 + 4 + 3 + 2)

- 5

2F


Ft,wb,Rd(6 + 5 + 4 + 3 + 2)

- 5

2F


Ft,ep,Rd(6 + 5 + 4 + 3 + 2)

- 5

2F


Ft,wb,Rd(6 + 5 + 4 + 3 + 2)

- 5

2F


Ft6,Rd

= Min (Ft6,Rd,comp



Ft6,Rd

= Ft2,Rd

h6/h

2

Ft6,Rd




33/45




Ft,ep,Rd(7)


Ft,wb,Rd(7)


Bp,Rd



Ft,ep,Rd(7 + 6 )

- 6

6F


Ft,wb,Rd(7 + 6)

- 6

6F


Ft,ep,Rd(7 + 6 + 5)

- 6

5F


Ft,wb,Rd(7 + 6 + 5)

- 6

5F


Ft,ep,Rd(7 + 6 + 5 + 4)

- 6

4F


Ft,wb,Rd(7 + 6 + 5 + 4)

- 6

4F


Ft,ep,Rd(7 + 6 + 5 + 4 + 3)- 6

3


Ft,wb,Rd(7 + 6 + 5 + 4 + 3)

- 6

3F


Ft,ep,Rd(7 + 6 + 5 + 4 + 3 + 2 )

- 6

2F


Ft,wb,Rd(7 + 6 + 5 + 4 + 3 + 2)

- 6

2F

tj,Rd= 1100.25 - 275.27824.98 Beam web - tension - group

Ft,ep,Rd(7 + 6 + 5 + 4 + 3 + 2 )

- 6

2F


Ft,wb,Rd(7 + 6 + 5 + 4 + 3 + 2)

- 6

2F


Ft7,Rd

= Min (Ft7,Rd,comp



Ft7,Rd

= Ft2,Rd

h7/h

2

Ft7,Rd




34/45




Ft,ep,Rd(8)


Ft,wb,Rd(8)


Bp,Rd



Ft,ep,Rd(8 + 7 )

- 7

7F


Ft,wb,Rd(8 + 7)

- 7

7F


Ft,ep,Rd(8 + 7 + 6)

- 7

6F


Ft,wb,Rd(8 + 7 + 6)

- 7

6F


Ft,ep,Rd(8 + 7 + 6 + 5)

- 7

5F


Ft,wb,Rd(8 + 7 + 6 + 5)

- 7

5F


Ft,ep,Rd(8 + 7 + 6 + 5 + 4)- 7

4


Ft,wb,Rd(8 + 7 + 6 + 5 + 4)

- 7

4F


Ft,ep,Rd(8 + 7 + 6 + 5 + 4 + 3 )

- 7

3F


Ft,wb,Rd(8 + 7 + 6 + 5 + 4 + 3)

- 7

3F


Ft,ep,Rd(8 + 7 + 6 + 5 + 4 + 3 + 2)

- 7

2F

tj,Rd= 527.30 - 297.88229.41 Front plate - tens ion - group

Ft,wb,Rd(8 + 7 + 6 + 5 + 4 + 3 + 2)

- 7

2F


Ft,ep,Rd(8 + 7 + 6 + 5 + 4 + 3 + 2)

- 7

2F

tj,Rd= 527.30 - 297.88229.41 Front plate - tens ion - group

Ft,wb,Rd(8 + 7 + 6 + 5 + 4 + 3 + 2)

- 7

2F


Ft8,Rd

= Min (Ft8,Rd,comp



Ft8,Rd

= Ft2,Rd

h8/h

2

Ft8,Rd




35/45




Ft,ep,Rd(9)


Ft,wb,Rd(9)


Bp,Rd



Ft,ep,Rd(9 + 8 )

- 8

8F


Ft,wb,Rd(9 + 8)

- 8

8F


Ft,ep,Rd(9 + 8 + 7)

- 8

7F


Ft,wb,Rd(9 + 8 + 7)

- 8

7F


Ft,ep,Rd(9 + 8 + 7 + 6)

- 8

6F


Ft,wb,Rd(9 + 8 + 7 + 6)

- 8

6F


Ft,ep,Rd(9 + 8 + 7 + 6 + 5)- 8

5


Ft,wb,Rd(9 + 8 + 7 + 6 + 5)

- 8

5F


Ft,ep,Rd(9 + 8 + 7 + 6 + 5 + 4 )

- 8

4F


Ft,wb,Rd(9 + 8 + 7 + 6 + 5 + 4)

- 8

4F


Ft,ep,Rd(9 + 8 + 7 + 6 + 5 + 4 + 3)

- 8

3F


Ft,wb,Rd(9 + 8 + 7 + 6 + 5 + 4 + 3)

- 8

3F


Ft,ep,Rd(9 + 8 + 7 + 6 + 5 + 4 + 3 + 2)

- 8

2F


Ft,wb,Rd(9 + 8 + 7 + 6 + 5 + 4 + 3 + 2)

- 8

2F


Ft9,Rd

= Min (Ft9,Rd,comp



Ft9,Rd

= Ft2,Rd

h9/h

2

Ft9,Rd


SUMMARY TABLE OF FORCES

Nr hj Ftj,Rd Ft,fc,Rd Ft,wc,Rd Ft,ep,Rd Ft,wb,Rd Ft,Rd Bp,Rd

1945 19.42 - - 19.42 - 75.33 206.83

2845 72.13 - - 72.13 125.01 75.33 206.83

3745 63.59 - - 71.45 122.22 75.33 206.83

4645 55.05 - - 71.45 122.22 75.33 206.83

5545 46.52 - - 71.45 122.22 75.33 206.83

6445 37.98 - - 71.45 122.22 75.33 206.83

7265 22.61 - - 71.45 122.22 75.33 206.83

8165 14.07 - - 71.45 122.22 75.33 206.83

965 5.54 - - 71.45 122.22 75.33 206.83

CONNECTION RESISTANCE FOR BENDING Mj ,Rd

Mj,Rd

= hjF

tj,Rd


36/45



Mj,Rd

= 213.06 [kN*m] Connection resistance for bending [6.2]

Mb1,Ed

/ Mj,Rd

1,0 0.16 < 1.00 verified (0.16)

VERIFICATIONOFM+N INTERACTIONM

b1,Ed/ M

j,Rd+ N

b1,Ed/ N

j,Rd 1 [6.2.5.1.(3)]

Mb1,Ed

/ Mj,Rd

+ Nb1,Ed

/ Nj,Rd 0.32 < 1.00 verified (0.32)

CONNECTIONRESISTANCEFORSHEAR

v= 0.60 Coefficient for calculation of Fv,Rd [Table 3.4]

Lf

= 0.75 Reduction factor for long connections [3.8]

Fv,Rd= 18.87 [kN] Shear resistance of a single bolt [Table 3.4]F

t,Rd,max= 37.66 [kN] Tensile resistance of a single bolt [Table 3.4]

Fb,Rd,int

= 87.33 [kN] Bearing resistance of an intermediate bolt [Table 3.4]

Fb,Rd,ext

= 68.64 [kN] Bearing resistance of an outermost bolt [Table 3.4]

Nr Ftj,Rd,N Ftj,Ed,N Ftj,Rd,M Ftj,Ed,M Ftj,Ed Fvj,Rd

1 75.33 -7.72 19.42 3.19 -4.53 37.73

2 75.33 -7.72 72.13 11.85 4.13 36.25

3 75.33 -7.72 63.59 10.45 2.73 36.75

4 75.33 -7.72 55.05 9.05 1.33 37.26

5 75.33 -7.72 46.52 7.64 -0.08 37.73

6 75.33 -7.72 37.98 6.24 -1.48 37.73

7 75.33 -7.72 22.61 3.72 -4.00 37.73

8 75.33 -7.72 14.07 2.31 -5.41 37.73

9 75.33 -7.72 5.54 0.91 -6.81 37.73

Ftj,Rd,N Bolt row res istance for simple tens ion

Ftj,Ed,N Force due to axial force in a bol t row

Ftj,Rd,M Bolt row res istance for simple bending

Ftj,Ed,M Force due to moment in a bolt row

Ftj,Ed Maximum tensi le force in a bolt row

Fvj,Rd Reduced bolt row resistance

Ftj,Ed,N

= Nj,Ed

Ftj,Rd,N

/ Nj,Rd

Ftj,Ed,M

= Mj,Ed

Ftj,Rd,M

/ Mj,Rd

Ftj,Ed

= Ftj,Ed,N

+ Ftj,Ed,M

Fvj,Rd

= Min (nhF

v,Ed(1 - F

tj,Ed/ (1.4 n

hF

t,Rd,max), n

hF

v,Rd, n

hF

b,Rd))

Vj,Rd= nh1n

Fvj,Rd [Table 3.4]

Vj,Rd

= 336.65 [kN] Connection resistance for shear [Table 3.4]


37/45



Vb1,Ed

/ Vj,Rd

1,0 0.00 < 1.00 verified (0.00)

WELDRESISTANCE

Aw

= 64.52 [cm2]Area of all welds [4.5.3.2(2)]

Awy

= 12.30 [cm2]Area of horizontal welds [4.5.3.2(2)]

Awz

= 52.22 [cm2]Area of vertical welds [4.5.3.2(2)]

Iwy

= 51138.36 [cm4] Moment of inertia of the weld arrangem ent with respect to the hor. axis [4.5.3.2(5)]

max=max= -21.05 [MPa] Normal stress in a weld [4.5.3.2(5)]

== -20.78 [MPa] Stress in a vertical weld [4.5.3.2(5)]

II= -0.01 [MPa] Tangent stress [4.5.3.2(5)]

w

= 0.80 Correlation coefficient [4.5.3.2(7)]

[max

2+ 3*(

max

2)] f

u

/(w

*M2

) 42.10 < 360.00 verified (0.12)

[2+ 3*(

2+

II2)] f

u/(

w*

M2) 41.55 < 360.00 verified (0.12)

0.9*fu/M2 21.05 < 259.20 verified (0.08)

CONNECTIONSTIFFNESS

twash

= 3 [mm] Washer thickness [6.2.6.3.(2)]

hhead

= 9 [mm] Bolt head height [6.2.6.3.(2)]

hnut

= 13 [mm] Bolt nut height [6.2.6.3.(2)]

L

b

= 37 [mm] Bolt length [6.2.6.3.(2)]

k10

= 5 [mm] Stiffness coefficient of bolts [6.3.2.(1)]

STIFFNESSES OF BOLT ROWS

Nr hj k3 k4 k5 keff,j keff,j hj

keff,j

hj2

1 945 0 0 1.65 156.09

2 845 30 4 34.07 2878.47

3 745 30 4 29.86 2223.90

4 645 30 4 25.85 1666.84

5 545 30 4 21.84 1189.95

6 445 30 4 17.83 793.23

7 265 30 4 10.62 281.16

8 165 30 4 6.61 108.92

9 65 30 4 2.60 16.85

Sum 150.92 9315.41

keff,j

= 1 / (3

5(1 / k

i,j)) [6.3.3.1.(2)]

zeq

= jk

eff,jh

j2/

jk

eff,jh

j

zeq

= 617 [mm] Equivalent force arm [6.3.3.1.(3)]


38/45



keq

= jk

eff,jh

j/ z

eq

keq

= 24 [mm] Equivalent stiffness coefficient of a bolt arrangement [6.3.3.1.(1)]

Sj, in i

= E zeq

2k

eq

[6.3.1.(4)]

Sj, in i

=1863082.84 [kN*m] Initial rotational stiffness [6.3.1.(4)]

= 1.00 Stiffness coefficient of a connection [6.3.1.(6)]Sj= S

j,i ni/ [6.3.1.(4)]

Sj= 1863082.84 [kN*m] Final rotational stiffness [6.3.1.(4)]

Connection classification due to stiffness.

Sj, rig

= 8486.99 [kN*m] Stiffness of a rigid connection [5.2.2.5]

Sj,pi n

= 530.44 [kN*m] Stiffness of a pinned connection [5.2.2.5]

Sj, in i

Sj,ri g

RIGID

WEAKESTCOMPONENT:

FRONT PLATE - TENSION

REMARKS

Bolts vertical spacing is too large.180 [mm] > 140 [mm]

Connection conforms to the code Ratio0.32

Connection (2)


39/45



Connection (2.1)

900

250

125

450

20

I-350x75x7x10

65

33

300

65

D 16 A3073

400

200

10

Y

Z70

200

20

20

20


40/45



Connection (2.2)

Autodesk Robot Structural Analysis Professional 2017

Fixed column base designEurocode 3: EN 1993-1-8:2005/AC:2009 + CEB Design Guide:

Design of fastenings in concreteRatio

0.32

GENERAL

Connection no.: 2

Connection nam e:Fixed column base

Structure node: 92

Structure bars : 141

GEOMETRY

COLUMN


Bar no.: 141

Lc= 12.13 [m] Colum n length

= 14.3 [Deg] Inclination angleh

c= 350 [mm] Height of column section

bfc

= 75 [mm] Width of column section

twc

= 7 [mm] Thickness of the web of column section

tfc

= 10 [mm] Thickness of the flange of column section

rc= 0 [mm] Radius of column section fil let

Ac= 38.10 [cm2] Cross -sectional area of a column

Iyc

= 6432.58 [cm4] Moment of inertia of the column section


41/45




fyc


fuc

= 360.00 [MPa] Yield strength of a material

COLUMNBASElpd

= 400 [mm] Length

bpd

= 200 [mm] Width

tpd

= 10 [m m] Thickness


fypd


fupd

= 360.00 [MPa] Yield strength of a material

ANCHORAGE

The shear plane pass es through the UNTHREADED portion of the bolt.

Class = A307 Anchor class

fyb

= 248.21 [MPa] Yield strength of the anchor material

fub

= 413.69 [MPa] Tensile strength of the anchor material

d = 16 [mm] Bolt diameter

As= 1.98 [cm

2] Effective section area of a bolt

Av= 1.98 [cm

2] Area of bolt section

nH

= 3 Number of bolt columns

nV

= 2 Number of bolt rows

Horizontal spacing eHi=100 [mm]

Vertical spacing eVi

= 70 [mm]

Anchor dimensions

L1= 65 [mm]

L2= 300 [mm]

L3= 65 [mm]

L4= 65 [mm]

Washer

lwd

= 20 [mm] Length

bwd

= 20 [mm] Width

twd

= 3 [m m] Thickness

MATERIALFACTORS

M0

= 1.00 Partial safety factor

M2


C


SPREADFOOTING


42/45



L = 450 [mm] Spread footing length

B = 250 [mm] Spread footing width

H = 900 [mm] Spread footing height

Concrete

Class C25

fck

= 25.00 [MPa] Characteristic resistance for compression

Grout layer

tg= 20 [mm] Thickness of leveling layer (grout)

fck,g

= 12.00 [MPa] Characteristic resis tance for compression

Cf,d

= 0.30 Coeff. of friction between the base plate and concrete

WELDS

ap=

3 [mm] Footing plate of the column base

LOADS

Case:5: ULS_RAFTER (1+2)*1.20+3*1.00

Nj,Ed

= -85.19 [kN] Axial force

Vj,Ed,y

= -0.25 [kN] Shear force

Vj,Ed,z

= 22.38 [kN] Shear force

RESULTS

COMPRESSIONZONE

COMPRESSION OF CONCRETE

fcd

= 16.67 [MPa] Design compressive resistance EN 1992-1:[3.1.6.(1)]

fj= 13.18 [MPa] Design bearing resistance under the base plate [6.2.5.(7)]

c = tp(f

yp/(3*f

j*

M0))

c = 24 [mm] Additional width of the bearing pressure zone [6.2.5.(4)]

beff

= 59 [mm ] Effective width of the bearing pres sure zone under the flange [6.2.5.(3)]

leff

= 124 [mm ] Effective length of the bearing pres sure zone under the flange [6.2.5.(3)]

Ac0

= 72.73 [cm2] Area of the joint between the base plate and the foundation EN 1992-1:[6.7.(3)]

Ac1

=275.00 [cm2] Maximum design area of load distribution EN 1992-1:[6.7.(3)]

Frdu

= Ac0

*fcd

*(Ac1

/Ac0

) 3*Ac0

*fcd

Frdu

= 235.71 [kN] Bearing resistance of concrete EN 1992-1:[6.7.(3)]

j= 0.67 Reduction factor for compression [6.2.5.(7)]

fjd

= j*F

rdu/(b

eff*l

eff)

fjd

= 21.61 [MPa] Design bearing resistance [6.2.5.(7)]


43/45



Ac,n

= 302.29 [cm2] Bearing area for compression [6.2.8.2.(1)]

Fc,Rd,i

= AC,i

*fjd

Fc,Rd,n

=653.12 [kN] Bearing resistance of concrete for compression [6.2.8.2.(1)]

RESISTANCES OF SPREAD FOOTING IN THE COMPRESSION ZONE

Nj,Rd

= Fc,Rd,n

Nj,Rd

=653.12 [kN] Resistance of a spread footing for axial compression [6.2.8.2.(1)]

CONNECTIONCAPACITYCHECK

Nj,Ed

/ Nj,Rd

1,0 (6.24) 0.13 < 1.00 verified (0.13)

SHEAR

BEARING PRESSURE OF AN ANCHOR BOLT ONTO THE BASE PLATE

Shear force Vj ,Ed,y

d,y

=1.21 Coeff. taking account of the bolt position - in the direction of shear [Table 3.4]

b,y

=1.00 Coeff. for resis tance calculation F1,vb,Rd [Table 3.4]

k1,y

= 2.50 Coeff. taking account of the bolt position - perpendicularly to the direction of shear [Table 3.4]

F1,vb,Rd,y

= k1,y

*b,y

*fup

*d*tp/

M2

F1,vb,Rd,y

=114.30 [kN] Resistance of an anchor bolt for bearing pressure onto the base plate [6.2.2.(7)]

Shear force Vj ,Ed,z

d,z

=1.86 Coeff. taking account of the bolt position - in the direction of shear [Table 3.4]

b,z

=1.00 Coeff. for resis tance calculation F1,vb,Rd [Table 3.4]

k1,z

= 2.50 Coeff. taking account of the bolt position - perpendicularly to the direction of shear [Table 3.4]

F1,vb,Rd,z

= k1,z

*b,z

*fup

*d*tp/

M2

F1,vb,Rd,z

=114.30 [kN] Resistance of an anchor bolt for bearing pressure onto the base plate [6.2.2.(7)]

SHEAR OF AN ANCHOR BOLT

b= 0.37 Coeff. for resis tance calculation F2,vb,Rd [6.2.2.(7)]

Avb= 1.98 [cm2

] Area of bolt section [6.2.2.(7)]fub

= 413.69 [MPa] Tensile strength of the anchor material [6.2.2.(7)]

M2

= 1.25 Partial safety factor [6.2.2.(7)]

F2,vb,Rd

= b*f

ub*A

vb/

M2

F2,vb,Rd

= 23.94 [kN] Shear resistance of a bolt - without lever arm [6.2.2.(7)]

M

= 2.00 Factor related to the fas tening of an anchor in the foundation CEB [9.3.2.2]

MRk,s

= 0.15 [kN*m] Characteristic bending resistance of an anchor CEB [9.3.2.2]

lsm

= 33 [mm] Lever arm length CEB [9.3.2.2]

Ms= 1.20 Partial safety factor CEB [3.2.3.2]F

v,Rd,sm=

M*M

Rk,s/(l

sm*

Ms)


44/45



Fv,Rd,sm

= 7.40 [kN] Shear resistance of a bolt - with lever arm CEB [9.3.1]

CONCRETE PRY-OUT FAILURE

NRk,c

= 20.41 [kN] Design uplift capacity CEB [9.2.4]

k3= 2.00 Factor related to the anchor length CEB [9.3.3]

Mc

= 2.16 Partial safety factor CEB [3.2.3.1]

Fv,Rd,cp

= k3*N

Rk,c/

Mc

Fv,Rd,cp

= 18.90 [kN] Concrete resistance for pry-out failure CEB [9.3.1]

CONCRETE EDGE FAILURE

Shear force Vj ,Ed,y

VRk,c,y

0=55.52 [kN] Characteristic resistance of an anchor

A,V,y

= 0.93 Factor related to anchor spacing and edge distance

h,V,y

= 1.00 Factor related to the foundation thickness

s,V,y= 0.98 Factor related to the influence of edges parallel to the shear load direction

ec,V,y

= 1.00 Factor taking account a group effect when different shear loads are acting on the individual anch

,V,y= 1.00 Factor related to the angle at which the shear load is applied

ucr,V,y

= 1.00 Factor related to the type of edge reinforcement used

Mc


Fv,Rd,c,y

= VRk,c,y

0*

A,V,y*

h,V,y*

s,V,y*

ec,V,y*,V,y*ucr,V,y/Mc

Fv,Rd,c,y

= 23.27 [kN] Concrete resistance for edge failure CEB [9.3.1]

Shear force Vj ,Ed,z

VRk,c,z

0=90.88 [kN] Characteristic resistance of an anchor

A,V,z

= 0.48 Factor related to anchor spacing and edge distance

h,V,z

= 1.00 Factor related to the foundation thickness

s,V,z

= 0.84 Factor related to the influence of edges parallel to the shear load direction

ec,V,z

= 1.00 Factor taking account a group effect when different shear loads are acting on the individual anch

,V,z= 1.00 Factor related to the angle at which the shear load is applied

ucr,V,z

= 1.00 Factor related to the type of edge reinforcement used

Mc


Fv,Rd,c,z= VRk,c,z0

*A,V,z*h,V,z*s,V,z*ec,V,z*,V,z*ucr,V,z/McF

v,Rd,c,z= 17.05 [kN] Concrete resistance for edge failure CEB [9.3.1]

SPLITTING RESISTANCE

Cf,d

= 0.30 Coeff. of friction between the base plate and concrete [6.2.2.(6)]

Nc,Ed

=85.19 [kN] Compressive force [6.2.2.(6)]

Ff,Rd

= Cf,d

*Nc,Ed

Ff,Rd

= 25.56 [kN] Slip resistance [6.2.2.(6)]

SHEAR CHECK

Vj,Rd,y

= nb*min(F

1,vb,Rd,y, F

2,vb,Rd, F

v,Rd,sm, F

v,Rd,cp, F

v,Rd,c,y) + F

f,Rd


45/45


Vj,Rd,y

= 69.95 [kN] Connection resistance for shear CEB [9.3.1]

Vj,Ed,y

/ Vj ,Rd,y

1,0 0.00 < 1.00 verified (0.00)

Vj,Rd,z

= nb*min(F

1,vb,Rd,z, F

2,vb,Rd, F

v,Rd,sm, F

v,Rd,cp, F

v,Rd,c,z) + F

f,Rd

Vj,Rd,z

= 69.95 [kN] Connection resistance for shear CEB [9.3.1]

Vj,Ed,z

/ Vj ,Rd,z

1,0 0.32 < 1.00 verified (0.32)

Vj,Ed,y

/ Vj ,Rd,y

+ Vj,Ed,z

/ Vj,Rd,z

1,0 0.32 < 1.00 verified (0.32)

WELDSBETWEENTHECOLUMNANDTHEBASEPLATE

= 15.92 [MPa] Normal stress in a weld [4.5.3.(7)]

= 15.92 [MPa] Perpendicular tangent stress [4.5.3.(7)]

yII

= -0.29 [MPa] Tangent stress parallel to Vj,Ed,y [4.5.3.(7)]

zII= 11.30 [MPa] Tangent stress parallel to Vj,Ed,z [4.5.3.(7)]

W

= 0.80 Resistance-dependent coefficient [4.5.3.(7)]

/ (0.9*fu/M2)) 1.0 (4.1) 0.06 < 1.00 verified (0.06)

(2+ 3.0 (

yII2+

2)) / (f

u/(

W*

M2))) 1.0 (4.1) 0.09 < 1.00 verified (0.09)

(2+ 3.0 (

zII2+

2)) / (f

u/(

W*

M2))) 1.0 (4.1) 0.10 < 1.00 verified (0.10)

WEAKESTCOMPONENT:

FOUNDATION - BEARING PRESSURE ONTO CONCRETE

REMARKS

Anchor curvature radius is too sm all. 33 [mm] < 48 [mm]

Segment L4 of the hook anchor is too short.65 [mm] < 79 [mm]

Connection conforms to the code Ratio0.32

report on structural elements design

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