calculation additional steel beam at clubhse rev1 300311

7/30/2019 Calculation Additional Steel Beam at Clubhse Rev1 300311

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THE VISTA

Structural Calcularions

* ADDITION STEEL BEAM AT CLUBHOUSE (Rev.01)

Submitted by : Tacheng Metal Co.


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BackgroundThe Vista is a high-rise condominium development located in Ho Chi Minh City, Vietnam. The faadeconsists of numerous cladding systems, in accordance with the architectural intent.

This report consists of the revision of structural check of additional beam at second storey made to supportcurtainwall.

The structural checks are for faade elements only. The adequacy of building structures supporting thesefaade systems is to be verified by structural engineers separately.

Design Criteria

Design Referencesa. Project Specificationsb. BS 6399 - Design Loading for Buildingc. BS 5950 - Structural Use of Steelwork in Buildingsd. AS 1288 Glass in Buildings-Selection and Installatione. WONJIN Stud Anchor WSA Design Data (attached)

Material SpecificationsStructural steel, Grade 43 fy = 275 N/mm2

E = 2.0 x 105 N/mm2

Design Loadings

Dead Load

Glass gl = 27 kN/m3

Wind Load

-1.72kPa, +1.29kPa

Serviceability Limit

Permissible Deflection Under Service Load

Steel span/240Glass Panel span/90, not exceeding 20mm


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Additional beam

Dead load, DL = 12mm thick glass + fixings + framing (20% glass load)= 1.2x0.012x27x6= 2.33kN/m

Wind suction, WL = 1.72x6= 9.98kN/m

Wind pressure, W L = 1.29x6= 7.74kN/m

SAP2000 Model

Nodes diagram

Model extrude view

The upper column end is released vertically withvertical slot hole for vertical tolerance.

All beams are designed wind pinned ends by released in bending moment,(refer frame released assignment table)


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Loading condition

Dead load vertical force= 1.2x0.012x27x6.0= 2.33kN/m

Dead load moment due toeccentricity= 1.2x0.012x27x6.0x0.43

= 1.003kNm/m


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Wind load in Y direction

Pressure in windward;

Suction in side wall

Wind load in X direction

Pressure in windward;

Suction in side wall


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Load combinations

Thermal expansion force= 60 oC


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Member fail ratio

Member fail ratio = 0.921 at notched part < 1.0 OK

Member code checking

NOTE: Member UB300x175x14x9 is referred to the notched member UB300x300x14x9 notched 125mm


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Deflection

Maximum dead load deflection = 1.48mm < lesser of 5500/240 or 20mm< 20mm - OK

Maximum thermal expansion = 4.2mm < lesser of 6000/300 or 20mm< 20mm - OK


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Maximum wind load deflection = 14.8mm < lesser of 5500/240 or 20mm

< 20mm - OK

Maximum wind load deflection = 12.9mm < lesser of 5500/240 or 20mm

< 20mm - OK


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Connection Design

Connection between beam UB300x300 and column UB250x250 & UC300x300 to UB300x300

All beams is designed pinned-pinned,Max. beam end force:Shear in major, Vx = 38.4kNShear in minor, Vy = 12.2kN

Axial, N = 26.7kNTorsion, T = 3.85kNm

Steel angle 100x100x6@150mm length

SS bolt M12

Beam to column flange


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Bolt connected to beam webBolt used = SS316 Class 70 M20Shear strength of bolt, pv = 311MPaTensile strength of bolt, pt = 374MPaBolt area, A = 245mm2No. of bolt = 2

Shear force per bolt, V = [(38.42+26.72)0.5/2]/2 - double shear= 11.69kN

Shear capacity of bolt, Vc = 245x311/1000= 76.2kN > V - OK

Bolt connected to main web or column flangeBolt used = SS316 Class 70 M20Shear strength of bolt, pv = 311MPaTensile strength of bolt, p t = 374MPaBolt area, A = 157mm2No. of bolt = 4Shear force per bolt, V = [(38.42+12.22)0.5/4

= 10.07kNShear capacity of bolt, Vc = 157x311/1000

= 48.8kN > V - OKTension force per bolt, V = 26.7/4+38.4x0.05/(2x0.1)

= 16.28kNTension capacity of bolt, Vc= 157x374/1000

= 58.7kN > T - OK

Combined strength = 0.48 < 1.4 - OK

SS bolt M12

SS bolt M12



Beam to column web

Beam to beam


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Reaction force

Connection A

Connection B

Connection C

Connection C

Connection A

Connection D

Connection D


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Column bottom end connection (Connection A)Fx = 11.43kNFy = 1.71kNFz = 33.62kN (Compression)Mx = 4.95kNMy = 36.65kNm

Welding to base 12mm thick base plateConservatively consider only the welding at bolt flange end,Welding strength = 220MPaWelding throat size = 0.7X9

= 6.3mmWelding length = 2x250

= 500mmLongitudinal stress = {[11.43x103/(500x6.3)]2+[1.71x103/(500x6.3)]2}0.5

= 6.32MPaTransverse strength, ptc = 220MPa

Transverse stress, pt = 36.65x106/[2(250x6.33/12+1252x250x6.3)/125]+4.95x106/[2(6.3x2503/12)/125]= 130.8MPa

Transverse strength, ptc = 1.25x220= 275MPa

Combined stress = 6.32/220+130.8/275= 0.504 < 1.0 - OK

9mm fillet weldis structurally adequate.

WSA M20 stud boltShear force per anchor, V = [(11.432+1.712)0.5/6

= 1.93kNShear capacity of anchor = min(26.4x1.46x1.65, 34.27)

= 34.27kN > V - OKPull-out force per anchor, P = 4.95/(3x0.4)+37.65x0.4/[2x(0.42+0.22)]-33.62/6

= 36.17kNTensile capacity of anchor = min(52.6x1.46x0.83x1.0, 54.4)

= 54.4kN > P - OKCombined capacity = 1.93/34.27+36.17/54.4

= 0.721 < 1.2 - OKHence 6 x WSA M20 stud boltis adequate.

Full fillet weld 9mm

Steel plate 500x500x12mm400mm

200mm

200mm


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Bracket for beam end (Connection B)Slot hole is provided for the connection between the cantilever beam to the main beam to allow for thermalexpansion,Vertical shear, Vv = 37.41kNPull-out force, P = 85.08kNMoment, M = 1.02kNm

Welding to base 12mm thick base plateWelding strength = 220MPaWelding throat size = 0.7X9

= 6.3mmWelding length = 2x250

= 500mmLongitudinal stress = 37.41x103/(500x6.3)

= 11.88MPaTransverse strength, ptc = 220MPa

Transverse stress, pt = 1.02x106/[2(250x6.33/12+1252x250x6.3)/125]+85.05x103/(500x6.3)= 29.6MPa

Transverse strength, ptc = 1.25x220= 275MPa

Combined stress = 11.99/220+29.6/275= 0.162 < 1.0 - OK

9mm fillet weldis structurally adequate.

WSA M20 stud boltShear force per anchor, V = 37.41/6


= 34.27kN > V - OKPull-out force per anchor, P = 1.02x0.4/[2x(0.42+0.22)]+85.08/6

= 15.2kNTensile capacity of anchor = min(52.6x1.46x0.83x1.0, 54.4)

= 54.4kN > P - OKCombined capacity = 6.24/34.27+15.2/54.4

= 0.461 < 1.2 - OKHence 6 x WSA M20 stud boltis adequate.

400mm

200mm

12mm think plate

500mm

Full fillet weld 9mm @ both flange.Since the moment force is less than thatfor connection A, 9mm weld is adequate.

4x bolt M16 with horizontal slot


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Bracket for beam end (Connection C)Vertical shear, Vv = 12.83kNHorizontal shear, VH = 31.42kNPull-out force, P = 34.65kN

Bolt M12 connect the bracket and webBolt used = SS316 Class 70 M20Shear strength of bolt, pv = 311MPaTensile strength of bolt, pt = 374MPaBolt area, A = 84mm2No. of bolt = 2Shear force per bolt, V = (12.832+34.652)0.5/2


= 76.2kN > V - OK

Steel plate 12 mm thickBending moment, M = 31.42x0.05

= 1.571kNmBending capacity, Mc = 270x122/6x275/106

= 1.78kNm > M - OK

10mm welding connecting the steel plate to base plateEffective throat = 7mmZH = 2x2702x7/6 = 170100mm3ZV = (2x73x270/12+2x62x270x7)/6 = 25252.5mm3MH = 0.04x12.83 = 0.513kNm

MV = 0.04x31.42 = 1.257kNmTransverse stress =1.257x106/25252.5+0.513x106/170100+34.65x103/(7x2x270)

= 62MPa


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WSA M20 stud bolt,

Pull out force per anchor, P = 34.65x0.25/(2x0.2)+12.95x0.04/(2x0.22)+31.42x0.04/(2x0.2)= 25.98kN

Shear force per anchor, Vc = [(12.83/4)2+(31.42/2)2]0.5= 16.03kN

Tensile capacity of anchor = min(52.6x1.46x0.805x1.0, 54.4)

= 54.4kN < P - OKShear capacity of anchor = min(26.4x1.46x1.60, 34.27)

= 34.27kN < V - OKCombined capacity = 25.98/54.4+16.03/34.27

= 0.95 < 1.2 - OK

Pull-out force per anchor, P = [(12.83/4)2+(31.42/2)2]0.5= 16.03kN

Shear force per anchor, V = 34.65x0.25/(2x0.2)+12.95x0.04/(2x0.22)+31.42x0.04/(2x0.2)= 25.98kN

Tensile capacity of anchor = min(52.6x1.46x0.805x0.97, 54.4)= 54.4kN < P - OK

Shear capacity of anchor = min(26.4x1.46x1.14, 34.27)= 34.27kN < V - OK

Combined capacity = 25.98/54.4+16.03/34.27= 1.06 < 1.2 - OK

Hence 4 x WSA M20 stud bolt is adequate.


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Column top end connection (Connection D)Vertical shear force, Fz = 5.18kN

Bolt M12 connect the bracket and web

Bolt used = SS316 Class 70 M20Shear strength of bolt, pv = 311MPa

Tensile strength of bolt, p t = 374MPaBolt area, A = 84mm2No. of bolt = 2Shear force per bolt, V = 5.18/2


= 76.2kN > V - OK

WSA M12 stud bolt,Shear force per anchor, V = 5.18/2


= 8.12kN < Vc - OKHence 2 x WSA M12 stud boltis adequate.

WSA stud bolt M12

Steel Angle 125x75x12 @100 mm length

SS bolt M12 with vertical slot hole


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APPENDIX:

WONJIN TECHNICAL DATA


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KENSUM ORIENT, INC. 05.Aug.2009

WONJIN STUD ANCHOR WSA / FOR INFORMATION

- 1 -


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- 3 -


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- 4 -


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- 5 -


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APPENDIX:

DETAIL REFERENCE


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calculation additional steel beam at clubhse rev1 300311

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