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Job No. Sheet No. Rev.

Job Title

XX

MS1553

Wind Induced (Static) Along-Flow Drag and (Dynamic) Along-Flow Gust Pressure Definition

Design overall building net drag pressure, pbuilding = 1.81 ⇒ 1.81 kPa cl.2.5.2

p building = p windward + p leeward ≥ 0.65 kPa

Design windward wall net drag pressure, pwindward = 0.28 ⇒ 0.65 kPa cl.2.4.1

Design leeward wall net drag pressure, pleeward = 1.53 ⇒ 1.53 kPa cl.2.4.1

Design internal wall net drag pressure, pinternal = 0.78 kPa cl.2.4.1

Dynamic pressure, qs = 0.5ρair.Vdes2 = 0.613Vdes

2 = 1.29 kPa cl.2.4.1

Design (3s-gust) wind speed at z, Vdes = 45.9 m/s cl.2.4.1

Design (3s-gust) wind speed at z=h, Vdes,z=h = 45.9 m/s cl.2.4.1

Site (3s-gust) wind speed, Vsit = 45.9 m/s cl.2.2

Height from the ground to the top of the structure, ht = 154.3 m OK

Average roof height of the structure above ground, h = 154.3 m OK

Breadth of the structure on plan normal to wind stream, b = 55.0 m

Depth of the structure on plan parallel to wind stream, d = 35.0 m

Height on structure above local ground level, z = 154.3 m OK

Station (3s-gust) wind speed, VS = 33.5 m/s T.3.1

Note V s is the 3s-gust wind speed for a 50-years return period;

Note that although the overall building net aerodynamic shape factor is 1.30 based on T.5.2: −

(a) that for an enclosed building roof could be -2.60 (upward) to 1.00 (downward) based

on T.5.3(b) (adopting -1.30 and 0.50) and T.5.1(b) (adopting 1.00C pe as internal,

thus effectively doubling the C pe ), additionally K l for cladding may apply;

Design upward roof net drag pressure, p upward = -3.36 K l kPa

Design downward roof net drag pressure, p downward = 1.29 K l kPa

(b) that for an attached canopy roof could be -1.50 (upward) to 1.20 (downward) based

on T.D8, additionally K l for cladding may apply;

Design upward canopy net drag pressure, p upward = -1.94 K l kPa

Design downward canopy net drag pressure, p downward = 1.55 K l kPa

(c) that for a hoarding or free standing wall could be 3.00 based on T.D2(c), with the

local pressure factor, K l for cladding not being applicable based on D2.1;

Design overall hoarding net drag pressure, p hoarding = 3.88 kPa

(d) that for an enclosed building cladding could be -3.90 (leeward) to 2.00 (windward)

based on T.5.2(c) and T.5.2(a) (adopting -0.65 and 0.80 respectively), T.5.6 (adopting

local pressure factor, K l for cladding of 3.00 and 1.25 respectively) and T.5.1(b)

(adopting 1.00C pe as internal, thus effectively doubling the C pe );

Design leeward cladding net drag pressure, p leeward = -5.04 kPa

Design windward cladding net drag pressure, p windward = 2.59 kPa

Structure Design - Wind Load Definition and Wind Effects v2015.01.xlsm

Structure Design - Wind Load Definition and Wind Effects 27/04/2016

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p ≥ 0.65 kPa

1.0

p ≥ 0.65 kPa


Job Title

XX

MS1553

Directional multiplier, Md = 1.00 = 1.00 cl.2.2

Terrain / height multiplier, Mz,cat = 1.24 cl.4.2

Height on structure above local ground level, z = 154.3 m T.4.1

Note that where variations in the surface pressure with height are considered, the area

may be subdivided so that the specified pressures are taken over appropriate areas;

Terrain category = T.4.1

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Job Title

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MS1553

Shielding multiplier, Ms = 1.00 cl.4.3

Shielding parameter, s = N/A cl.4.3.3

Average spacing of shielding buildings, ls = N/A m cl.4.3.3

Average height of shielding buildings, hs (≥ ht) = 0.000 m N/A

Average breadth of shielding buildings, bs = 0.000 m cl.4.3.3

Number of shielding buildings, ns = 0 cl.4.3.3

Note that n s is the number of upwind shielding buildings within a 45 ° cl.4.3.3

sector of radius 20h t and with h s ≥ h t ;

Note that the shielding multiplier, M s should be taken as 1.00 if the cl.4.3.1

average up-slope ground gradient is greater than 0.2;

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MS1553

Hill shape multiplier, Mh = 1.11 cl.4.4

Case A INVALID N/A cl.4.4

Case B VALID 1.11 cl.4.4

Case C INVALID N/A cl.4.4

INVALID N/A cl.4.4

INVALID N/A cl.4.4

Type of slope =

Height of hill, ridge or escarpment, H = 100.000 m cl.4.4

Distance, Lu = 150.000 m cl.4.4

Note that L u is the horizontal distance upwind from the crest of the hill,

ridge or escarpment to a level half the height below the crest;

Distance, H/(2Lu) = 0.333

Distance, x = 50.000 m cl.4.4

Note that x is the horizontal distance up-wind or down-wind of the

structure to the crest of the hill, ridge or escarpment;

Distance, L1 = MAX (0.4H, 0.36Lu) = 54.000 m cl.4.4

Distance, L2 = {4L1 hills, ridges; 10L1 escarpments} = 216.000 m cl.4.4

Height on structure above local ground level, z = 154.3 m cl.4.4

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Structure Design - Wind Load Definition and Wind Effects

{x ≤ H/4,

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Job Title

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MS1553

Importance factor, I = 1.00 T.3.2

Overall building net aerodynamic shape factor, Cfig,building = Cfig,windward+Cfig,leeward 1.30

Windward wall net aerodynamic shape factor, Cfig,windward = Cfig,e,w+Cfig,i,w = 0.20

Leeward wall net aerodynamic shape factor, Cfig,leeward = Cfig,e,l+Cfig,i,l = 1.10

Internal wall net aerodynamic shape factor, Cfig,internal = Cfig,i,i = 0.60

Note that for pressure coefficients, the height, h is the total building height, h t and not the

height on structure above local ground level, z;

Note that the frictional drag aerodynamic shape factor (acting on the side walls as opposed to cl.5.5

the windward and leeward walls on which the pressure drag acts) is ignored hereafter as it is

usually of a small magnitude;

Note that for windward and leeward walls, the aerodynamic shape factor, C fig is the net

aerodynamic shape factor, C fig =C fig,e -C fig,i where C fig,e is the external and C fig,i the internal

aerodynamic shape factors, respectively;

Note that for internal walls, conservatively the internal aerodynamic shape factor, C fig,i is

adopted as the net aerodynamic shape factor, C fig ;

Note +ve C p indicates rightwards action;



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MS1553

Windward wall external aerodynamic shape factor, Cfig,e,w = 0.80 cl.5.2

Leeward wall external aerodynamic shape factor, Cfig,e,l = 0.50 cl.5.2

Windward wall external pressure coefficient, Cp,e,w = 0.80 = 0.80 T.5.2(a)

Leeward wall external pressure coefficient, Cp,e,l = 0.50 T.5.2(b)

Depth to breadth ratio, d/b = 0.64 T.5.2(b)

Note that for the external leeward wall pressure coefficient, C p,e,l , the effect of the T.5.2(b)

roof is deemed to be negligible;

Area reduction factor, Ka = 1.00 = 1.00 cl.5.4.2

Action combination factor, Kc = 1.00 = 1.00 cl.5.4.3

Cladding local pressure factor, Kl = 1.00 = 1.00 cl.5.4.4

Porous cladding reduction factor, Kp = 1.00 = 1.00 cl.5.4.5

Windward wall internal aerodynamic shape factor, Cfig,i,w = -0.60 cl.5.2

Leeward wall internal aerodynamic shape factor, Cfig,i,l = 0.60 cl.5.2

Internal wall internal aerodynamic shape factor, Cfig,i,i = 0.60 cl.5.2

Note that in the case of internal pressure without dominant openings, the critical wall pressure

coefficient of T.5.1(a) MS1553 is applied to the windward and leeward walls simultaneously;

Note that in the case of internal pressure with dominant openings, the critical wall pressure

coefficient of T.5.1(b) MS1553 is applied to the windward and leeward walls simultaneously;



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MS1553

Internal wind pressure consideration =

Case A: No Dominant Openings

Internal pressure as max +ve or min -ve ? (where applicable) =

Case B: With Dominant Openings

Wall with dominant opening (where applicable) =

Ratio of dominant opening area to remaining openings (where applicable) =

Action combination factor, Kc = 1.00 = 1.00 cl.5.4.3

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MS1553

Overall building fundamental along-flow natural frequency, na = 0.20 Hz OK

Note for the calculation of n a , generally consider 1.00G+0.30Q for the computation of the mass component;

Dynamic response factor, Cdyn = 1.08 cl.6.1

Note that due to the fact that V des,z=h adopted and s=h, C dyn herewith is practically C dyn,z=h ;

Case f1 > 1.0 Hertz cl.6.2.1

Cdyn = 1.0

Case 0.2 ≤ f1 ≤ 1.0 Hertz cl.6.2.1

Case f1 < 0.2 Hertz cl.6.2.1

< Out of range >

Turbulence intensity at z=h, Ih = 0.150 T.6.1

Height on structure above local ground level, z = h = 154.3 m T.6.1


Peak factor for up-wind velocity fluctuations, gv = 3.7 = 3.7 cl.6.2.1

Height factor for resonant response, Hs = 1 + (s/h)2 = 2.0 AS/NZS 1170.2:2011

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{Cdyn ≥ 1.0}

AS/NZS 1170.2:2011


Job Title

XX

MS1553

Background factor, Bs = 0.819 cl.6.2.1

Height at which action effects are calculated, s = h = 154.3 m cl.6.2.1

Average breadth of the structure between s and h, bsh = b = 55.0 m cl.6.2.1

Effective turbulence length scale at h, Lh = 168.5 m cl.6.2.1

Lh =

Peak factor for resonant response, gR = 3.094 cl.6.2.1

Size reduction factor, S = 0.086 cl.6.2.1

Note V des herewith is specified as V des,z=h ;

Average breadth of the structure between 0 and h, b0h = b = 55.0 m cl.6.2.1

Spectrum of turbulence in approaching wind stream, Et = 0.082 cl.6.2.1

Reduced frequency, N = 1.1 cl.6.2.1


Damping ratio (as a fraction of critical) for ULS, ζULS = 0.020 T.6.2

Note ζ ULS usually 0.02 steel buildings and 0.05 concrete buildings; CTBUH

Note ζ ULS usually 0.02 steel buildings and 0.03 concrete buildings; AS/NZS 1170.2:2011

AS/NZS 1170.2:2011



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AS/NZS 1170.2:2011

AS/NZS 1170.2:2011

AS/NZS 1170.2:2011


Job Title

XX

MS1553

Wind Induced (Static) Cross-Flow Lift and (Dynamic) Cross-Flow Vortex Shedding Pressure Definition

Equivalent cross-flow static pressure, weq = 1.67 kPa cl.6.3.2.3


Overall building fundamental cross-flow natural frequency, nc = 0.20 Hz OK

Note for the calculation of n c , generally consider 1.00G+0.30Q for the computation of the mass component;

Net aerodynamic shape factor x dynamic response factor, Cfig.Cdyn = 1.29 cl.6.3.2.3

Peak factor for resonant response, gR = 3.094 cl.6.3.2.1

Mode shape correction factor for cross-flow acceleration, Km = 1.12 cl.6.3.2.1

Fundamental cross-flow mode shape power exponent, k = 1.50 cl.6.3.2.1

Peak factor for up-wind velocity fluctuations, gv = 3.7 = 3.7 cl.6.3.2.1

AS/NZS 1170.2:2011 Turbulence intensity at z=h, Ih = 0.150 T.6.1

Cross-flow force spectrum coefficient, Cfs = 0.0009 cl.6.3.2.2

Reduced velocity, Vn = 2.68 m/s cl.6.3.2.2


Note V n usually between 2.00 and 10.00m/s;

Building ratio (h:b:d) = 3.0 1.1 0.7

Building ratio (h:b:d) = 6.0 2.1 1.4

Turbulence intensity at z=2h/3, I2h/3 = 0.170 T.6.1

Height on structure above local ground level, z = 2h/3 =102.9 m T.6.1


Log10Cfs = -3.195 cl.6.3.2.2

Log10Cfs = -2.543 cl.6.3.2.2

Interpolated (for l2h/3) log10Cfs = -2.787



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l 2h/3

=

0.1

2

(h:b

:d)

=

(3:1

:1)

(h:b

:d)

=

(3:1

:1)

l 2h/3

=

0.2

0

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π

ρ

− 0.0028


Job Title

XX

MS1553

Wind Induced (Static) Cross-Flow Lift and (Dynamic) Cross-Flow Vortex Shedding Pressure Definition

Log10Cfs = -3.228 cl.6.3.2.2

Log10Cfs = -2.599 cl.6.3.2.2


Log10Cfs = -3.164 cl.6.3.2.2

Log10Cfs = -2.969 cl.6.3.2.2


Log10Cfs = -3.184 cl.6.3.2.2

Log10Cfs = -2.980 cl.6.3.2.2


Interpolated (for b) log10Cfs = -3.071

Interpolated (for d) log10Cfs = -2.915

Interpolated (for b and d, weighted) log10Cfs = -3.033

Damping ratio (as a fraction of critical) for ULS, ζULS = 0.020 T.6.2

(h:b

:d)

=

(6:1

:2)

l 2h/3

=

0.2

0

(h:b

:d)

=

(6:1

:1)

l 2h/3

=

0.2

0l 2

h/3

= 0

.12

(h:b

:d)

=

(6:2

:1)

(h:b

:d)

=

(6:2

:1)

l 2h/3

= 0

.20

(h:b

:d)

=

(6:1

:2)

l 2h/3

=

0.1

2



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=

(6:1

:1)

l 2h/3

=

0.1

2

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Job Title

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MS1553

Wind Induced (Dynamic) Acceleration Response Criteria for Occupancy Comfort

Note equations within this section are intrinsically linked to the SD - Wind Pressure {1D} sheet;

Peak acceleration criteria adopted =

0.177 m/s2

17.7 mg

1.77 %g

Overall building fundamental along-flow natural frequency, na (0.06 0.20 Hz OK

Period of maximum response, T = 600s = 600 s

Return period, R (0.5 ≤ R ≤ 10) = 10.0 year(s) OK

0.177 m/s2

17.7 mg

1.77 %g

Overall building fundamental cross-flow natural frequency, nc (0.06 0.20 Hz OK

Period of maximum response, T = 600s = 600 s

Return period, R (0.5 ≤ R ≤ 10) = 10.0 year(s) OK

Peak acceleration criteria

Note usually return period of 5 years (residential) and 10 years (office);

Melbourne

Melbourne

Along-flow peak gust acceleration criteria, ẍmax,limit =

Cross-flow vortex shedding acceleration criteria, ÿmax,limit =



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Job Title

XX

MS1553

Wind Induced (Dynamic) Along-Flow Gust Acceleration Response [MS1553]


0.104 m/s2

10.4 mg

1.04 %g

Average mass per unit height, m0 = (1.00G+0.30Q)/h = 690369 kg/m cl.6.2.2

Note generally consider 1.00G+0.30Q for the computation of the mass component;

Total dead load of building, G = 1000 MN

Total live load of building, Q = 150 MN

Total dynamic load of building, 1.00G+0.30Q = 1045 MN

Average roof height of the structure above ground, h = 154.3 m

Average roof height of the structure above ground, h = 154.3 m cl.6.2.1

Density of air, ρair = 1.225kg/m3 = 1.225 kg/m

3 cl.6.2.2

Peak factor for resonant response, gR = 3.094 cl.6.2.1

Size reduction factor, S = 0.086 cl.6.2.1

Spectrum of turbulence in approaching wind stream, Et = 0.082 cl.6.2.1

Damping ratio (as a fraction of critical) for SLS, ζSLS = 0.005 T.6.2

Note ζ SLS usually 0.01 steel buildings and 0.01 concrete buildings; CTBUH

Note ζ SLS usually 0.01 steel buildings and 0.01 concrete buildings; AS/NZS 1170.2:2011

Peak factor for up-wind velocity fluctuations, gv = 3.7 = 3.7 cl.6.2.1


Base wind bending moment, ΣM = 1170 MNm cl.6.2.2

Dynamic response factor, Cdyn,z=h = 1.08 cl.6.1

Along-flow peak gust acceleration utilisation, ẍmax/ẍmax,limit = 58% OK

Along-flow peak gust acceleration, ẍmax = cl.6.2.2



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Job Title

XX

MS1553

Wind Induced (Dynamic) Cross-Flow Vortex Shedding Acceleration Response [MS1553]


0.169 m/s2

16.9 mg

1.69 %g



Peak factor for resonant response, gR = 3.094 cl.6.3.2.1

Average mass per unit height, m0 = 690369 kg/m

Note generally consider 1.00G+0.30Q for the computation of the mass component;


3

Design (3s-gust) wind speed at z=h, Vdes,z=h = 45.9 m/s cl.2.4.1

Peak factor for up-wind velocity fluctuations, gv = 3.7 = 3.7 cl.6.3.2.1


Mode shape correction factor for cross-flow acceleration, Km = 1.12 cl.6.3.2.1

Cross-flow force spectrum coefficient, Cfs = 0.0009 cl.6.3.2.2

Damping ratio (as a fraction of critical) for SLS, ζSLS = 0.005 T.6.2

Cross-flow peak vortex shedding acceleration utilisation, ÿmax/ÿmax,limit = 95% OK

AS/NZS 1170.2:2011

Cross-flow peak vortex shedding acceleration, ÿmax = cl.6.3.2.1



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ρ π

ζ


Job Title

XX

CTBUH

Wind Induced (Dynamic) Along-Flow Gust Acceleration Response [CTBUH]


0.063 m/s2

6.3 mg

0.63 %g

Gust factor for resonant component, Gres = 1.107

Peak factor, gR = 3.094

Longitudinal turbulence intensity at height h, (σν/V)h = I 0.150

Size factor, S = 0.086

Overall building fundamental along-flow natural frequency, n0.20 Hz

Average roof height of the structure above ground, h154.3 m

Design (mean hourly) wind speed at z=h, Vh 29.5 m/s

Design (3s-gust) wind speed at z=h, V 45.9 m/s

Peak factor for up-wind velocity fluctuations, g3.7

Breadth of the structure on plan normal to wind stream, b =55.0 m

Longitudinal turbulence spectrum, Et = 0.082

Reduced frequency, N = naLh/Vh = 13.4

Effective turbulence length scale at h, Lh = 1000(h/10)1981.9 m

Damping ratio (as a fraction of critical) for SLS, ζSLS = 0.005

Mean base overturning moment, M = 0.6(0.5ρair).Vh2.b.h

2 = 420 MNm


3

Inertial base bending moment, M1 = (1/3).ρS.b.d.h2.(2π.na)

2 = 11598 MNm

Note the inertial base bending moment, M 1 is calculated for unit displacement

at the top of the building for a constant density and a linear mode shape;

Building density, ρS = m0/AF = 481 kg/m3

Average mass per unit height, m0 = 690369 kg/m

Floor area, AF = 1436 m2


Along-flow peak gust acceleration utilisation, ẍmax/ẍmax,limit = 36% OK

Along-flow peak gust acceleration, ẍmax =



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Job Title

XX

CTBUH

Wind Induced (Dynamic) Cross-Flow Vortex Shedding Acceleration Response [CTBUH]


0.124 m/s2

12.4 mg

1.24 %g

Peak factor, gR = 3.094


3

Design (mean hourly) wind speed at z=h, Vh = 29.5 m/s

Building density, ρS = 481 kg/m3


Cross-flow force spectrum coefficient, CFS = 0.0009

Reduced velocity, Vn = Vh/(nc.b) = 2.68 m/s

Overall building fundamental cross-flow natural frequency, n0.20 Hz

Breadth of the structure on plan normal to wind stream, b =55.0 m


Mode shape correction factor for cross-flow acceleration, Km = 1.12

Cross-flow peak vortex shedding acceleration utilisation, ÿmax/ÿmax,limit = 70% OK

Cross-flow peak vortex shedding acceleration, ÿmax =



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�̂�� 34@DB�#CO��B\> �9_\G . `�

Job No. Sheet No. Rev. Job No. Sheet No. Rev. Job No. Sheet No. Rev.

Job Title Job Title Job Title

XX XX XX

MS1553 MS1553 MS1553

Wind Load in Direction X Wind Load in Direction Y

Note combo boxes and their corresponding cells within this section are intrinsically linked to the SD - Wind Pressure {1D} and SD - Wind Accelerations {1D} sheets; Note combo boxes and their corresponding cells within this section are intrinsically linked to the SD - Wind Pressure {1D} and SD - Wind Accelerations {1D} sheets;

Design (3s-gust) wind speed at z=h, Vdes,z=h = 45.9 m/s cl.2.4.1 P-∆ factor in direction X = 1.33 Design (3s-gust) wind speed at z=h, Vdes,z=h = 45.9 m/s cl.2.4.1

Height from the ground to the top of the structure, ht = 154.3 m OK P-∆ wind shear in X (factored by 1.4) as a % of total building DL, G = 1.7% Height from the ground to the top of the structure, ht = 154.3 m OK

Average roof height of the structure above ground, h = 154.3 m Peak acceleration criteria adopted = Average roof height of the structure above ground, h = 154.3 m

Breadth of the structure on plan normal to wind stream, b = 35.0 m Total DL and LL of building, G and Q = 1000 150 MN Breadth of the structure on plan normal to wind stream, b = 55.0 m

Depth of the structure on plan parallel to wind stream, d = 55.0 m Building / floor area, AB / AF = 64621 1436 m2

17.8 Depth of the structure on plan parallel to wind stream, d = 35.0 m

Height on structure above local ground level, z = 154.3 m Damping ratio (as a fraction of critical) for SLS, ζSLS = 0.005 kPa Height on structure above local ground level, z = 154.3 m

Station (3s-gust) wind speed, VS = 33.5 m/s T.3.1 Base wind bending moment, ΣM = 715 MNm cl.6.2.2 Station (3s-gust) wind speed, VS = 33.5 m/s T.3.1

Terrain category = T.4.1 CTBUH Cross-flow force spectrum coefficient, CFS = 0.0020 Terrain category = T.4.1

Importance factor, I = 1.00 T.3.2 Along-flow peak gust acceleration = 6.9 mg Importance factor, I = 1.00 T.3.2

Overall building fundamental along-flow natural frequency, na = 0.20 Hz OK Along-flow peak gust acceleration utilisation = 39% OK Overall building fundamental along-flow natural frequency, na = 0.20 Hz OK

Damping ratio (as a fraction of critical) for ULS, ζULS = 0.020 T.6.2 Cross-flow peak vortex shedding acceleration = 15.8 mg Damping ratio (as a fraction of critical) for ULS, ζULS = 0.020 T.6.2

Overall building fundamental cross-flow natural frequency, nc = 0.20 Hz OK Cross-flow peak vortex shedding acceleration utilisation = 89% OK Overall building fundamental cross-flow natural frequency, nc = 0.20 Hz OK

Fundamental cross-flow mode shape power exponent, k = 1.50 cl.6.3.2.1 Fundamental cross-flow mode shape power exponent, k = 1.50 cl.6.3.2.1

1.74 1.00 0.29 1.45 1.81 1.67

Along Along Along Cross Cross Cross ΣΣΣΣ Along Along Along Along Along Along Along Along Cross Cross Cross

Storey Height Breadth Flow Flow Flow Flow Flow Flow Building Flow Net Flow Net Flow Flow Flow Storey Height Breadth Flow Flow Flow Flow Flow Flow

Storey Height Tributary Tributary Pressure Force P∆∆∆∆ Force Pressure Force P∆∆∆∆ Force Height Windward Leeward ΣΣΣΣMoment P∆∆∆∆ Base P∆∆∆∆ Base Storey Height Tributary Tributary Pressure Force P∆∆∆∆ Force Pressure Force P∆∆∆∆ Force

hs in X in X in X in Y in Y in Y ΣΣΣΣhs Pressure Pressure in X Shear X Moment X hs in Y in Y in Y in X in X in X

m m m kPa kN kN kPa kN kN m in X kPa in X kPa MNm kN MNm m m m kPa kN kN kPa kN kN

45 154.3 12347 6397 ΣΣΣΣ 715 952 45 154.3 20207 6811

St01 2.250 35.0 1.69 133 177 0.19 24 32 Stump 1.000 0.28 1.45 328 12347 435 St01 2.250 55.0 1.76 218 290 0.32 25 34

St02 4.500 3.750 35.0 1.69 222 296 0.19 39 53 5.500 0.28 1.45 286 12169 381 St02 4.500 3.750 55.0 1.76 364 484 0.32 42 56

St03 3.000 3.000 35.0 1.69 178 236 0.19 32 42 8.500 0.28 1.45 259 11874 345 St03 3.000 3.000 55.0 1.76 291 387 0.32 34 45

St04 3.000 3.000 35.0 1.69 178 236 0.19 32 42 11.500 0.28 1.45 233 11637 310 St04 3.000 3.000 55.0 1.76 291 387 0.32 34 45

St05 3.000 3.000 35.0 1.69 178 236 0.19 32 42 14.500 0.28 1.45 207 11401 276 St05 3.000 3.000 55.0 1.76 291 387 0.32 34 45

St06 3.000 3.000 35.0 1.69 178 236 0.19 32 42 17.500 0.28 1.45 182 11164 242 St06 3.000 3.000 55.0 1.76 291 387 0.32 34 45

St07 3.000 3.000 35.0 1.69 178 236 0.19 32 42 20.500 0.28 1.45 157 Storey 10928 210 St07 3.000 3.000 55.0 1.76 291 387 0.32 34 45

St08 3.000 3.000 35.0 1.69 178 236 0.19 32 42 23.500 0.28 1.45 133 10691 178 St08 3.000 3.000 55.0 1.76 291 387 0.32 34 45

St09 3.000 3.750 35.0 1.69 222 296 0.19 39 53 26.500 0.28 1.45 110 Note that a transfer 10455 146 St09 3.000 3.750 55.0 1.76 364 484 0.32 42 56

St10 4.500 4.500 35.0 1.69 267 355 0.19 47 63 31.000 0.28 1.45 75 level is akin to a 10159 100 St10 4.500 4.500 55.0 1.76 436 581 0.32 50 67

St11 4.500 5.250 35.0 1.69 311 414 0.19 55 74 35.500 0.28 1.45 42 100% effective 9805 56 St11 4.500 5.250 55.0 1.76 509 677 0.32 59 78

St12 6.000 4.650 35.0 1.69 276 367 0.19 49 65 41.500 0.28 1.45 387 outrigger for base 9391 516 St12 6.000 4.650 55.0 1.76 451 600 0.32 52 69

St13 3.300 3.300 35.0 1.69 196 260 0.19 35 46 44.800 0.28 1.45 365 moment resolution; 9024 487 St13 3.300 3.300 55.0 1.76 320 426 0.32 37 49

St14 3.300 3.300 35.0 1.69 196 260 0.19 35 46 48.100 0.28 1.45 343 For no transfer level 8764 458 St14 3.300 3.300 55.0 1.76 320 426 0.32 37 49

St15 3.300 3.300 35.0 1.69 196 260 0.19 35 46 51.400 0.28 1.45 322 insert St01; 8504 430 St15 3.300 3.300 55.0 1.76 320 426 0.32 37 49

St16 3.300 3.300 35.0 1.76 203 271 0.54 97 129 54.700 0.29 1.45 302 8244 402 St16 3.300 3.300 55.0 1.83 333 443 0.90 104 138

St17 3.300 3.300 35.0 1.76 203 271 0.54 97 129 58.000 0.29 1.45 282 7973 376 St17 3.300 3.300 55.0 1.83 333 443 0.90 104 138

St18 3.300 3.300 35.0 1.76 203 271 0.54 97 129 61.300 0.29 1.45 263 7703 351 St18 3.300 3.300 55.0 1.83 333 443 0.90 104 138

St19 3.300 3.300 35.0 1.76 203 271 0.54 97 129 64.600 0.29 1.45 245 7432 326 St19 3.300 3.300 55.0 1.83 333 443 0.90 104 138

St20 3.300 3.300 35.0 1.76 203 271 0.54 97 129 67.900 0.29 1.45 227 7162 303 St20 3.300 3.300 55.0 1.83 333 443 0.90 104 138

St21 3.300 3.300 35.0 1.76 203 271 0.54 97 129 71.200 0.29 1.45 210 6891 280 St21 3.300 3.300 55.0 1.83 333 443 0.90 104 138

St22 3.300 3.900 35.0 1.76 240 320 0.54 115 153 74.500 0.29 1.45 194 6621 258 St22 3.300 3.900 55.0 1.83 393 523 0.90 122 163

St23 4.500 3.900 35.0 1.76 240 320 0.54 115 153 79.000 0.29 1.45 172 6301 230 St23 4.500 3.900 55.0 1.83 393 523 0.90 122 163

St24 3.300 3.300 35.0 1.76 203 271 0.54 97 129 82.300 0.29 1.45 158 5981 210 St24 3.300 3.300 55.0 1.83 333 443 0.90 104 138

St25 3.300 3.300 35.0 1.76 203 271 0.54 97 129 85.600 0.29 1.45 143 5711 191 St25 3.300 3.300 55.0 1.83 333 443 0.90 104 138

St26 3.300 3.300 35.0 1.76 203 271 0.54 97 129 88.900 0.29 1.45 130 5440 173 St26 3.300 3.300 55.0 1.83 333 443 0.90 104 138

St27 3.300 3.300 35.0 1.76 203 271 0.54 97 129 92.200 0.29 1.45 117 5170 156 St27 3.300 3.300 55.0 1.83 333 443 0.90 104 138

St28 3.300 3.300 35.0 1.76 203 271 0.54 97 129 95.500 0.29 1.45 105 4899 140 St28 3.300 3.300 55.0 1.83 333 443 0.90 104 138

St29 3.300 3.300 35.0 1.76 203 271 0.54 97 129 98.800 0.29 1.45 94 4629 125 St29 3.300 3.300 55.0 1.83 333 443 0.90 104 138

St30 3.300 3.300 35.0 1.76 203 271 0.54 97 129 102.100 0.29 1.45 83 4358 110 St30 3.300 3.300 55.0 1.83 333 443 0.90 104 138

St31 3.300 3.300 35.0 1.74 201 267 1.00 181 240 105.400 0.29 1.45 73 4087 97 St31 3.300 3.300 55.0 1.81 328 437 1.67 192 256

St32 3.300 3.300 35.0 1.74 201 267 1.00 181 240 108.700 0.29 1.45 63 3821 84 St32 3.300 3.300 55.0 1.81 328 437 1.67 192 256

St33 3.300 3.300 35.0 1.74 201 267 1.00 181 240 112.000 0.29 1.45 54 3554 72 St33 3.300 3.300 55.0 1.81 328 437 1.67 192 256

St34 3.300 3.300 35.0 1.74 201 267 1.00 181 240 115.300 0.29 1.45 46 3287 61 St34 3.300 3.300 55.0 1.81 328 437 1.67 192 256

St35 3.300 3.300 35.0 1.74 201 267 1.00 181 240 118.600 0.29 1.45 39 3020 52 St35 3.300 3.300 55.0 1.81 328 437 1.67 192 256

St36 3.300 3.300 35.0 1.74 201 267 1.00 181 240 121.900 0.29 1.45 32 2753 42 St36 3.300 3.300 55.0 1.81 328 437 1.67 192 256

St37 3.300 3.300 35.0 1.74 201 267 1.00 181 240 125.200 0.29 1.45 26 2486 34 St37 3.300 3.300 55.0 1.81 328 437 1.67 192 256

St38 3.300 3.300 35.0 1.74 201 267 1.00 181 240 128.500 0.29 1.45 20 2220 27 St38 3.300 3.300 55.0 1.81 328 437 1.67 192 256

St39 3.300 3.300 35.0 1.74 201 267 1.00 181 240 131.800 0.29 1.45 15 1953 20 St39 3.300 3.300 55.0 1.81 328 437 1.67 192 256

St40 3.300 3.300 35.0 1.74 201 267 1.00 181 240 135.100 0.29 1.45 11 1686 15 St40 3.300 3.300 55.0 1.81 328 437 1.67 192 256

St41 3.300 3.300 35.0 1.74 201 267 1.00 181 240 138.400 0.29 1.45 8 1419 10 St41 3.300 3.300 55.0 1.81 328 437 1.67 192 256

St42 3.300 3.300 35.0 1.74 201 267 1.00 181 240 141.700 0.29 1.45 5 1152 6 St42 3.300 3.300 55.0 1.81 328 437 1.67 192 256

St43 3.300 3.300 35.0 1.74 201 267 1.00 181 240 145.000 0.29 1.45 3 885 3 St43 3.300 3.300 55.0 1.81 328 437 1.67 192 256

Transfer Level

cf. 0.002

MS1553

Automated

Calculations

CONSULTING

E N G I N E E R S



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E N G I N E E R S



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E N G I N E E R SjXXX 1 jXXX 2

27/04/2016 Structure Design - Wind Load Definition and Wind Effects



27/04/2016Structure Design - Wind Load Definition and Wind Effects

Structure Design - Wind Load Definition and Wind Effects v2015.01.xlsm Structure Design - Wind Load Definition and Wind Effects v2015.01.xlsm Structure Design - Wind Load Definition and Wind Effects v2015.01.xlsm


Wind Load

Generation and Wind Acceleration in X

Made by Date Chd.

Drg. Ref.

Member/Location

Made by Date Chd.

Drg. Ref.

Member/Location

Made by Date Chd.

Drg. Ref.

Member/Location

Wind Pressure Analysis in X

Storey Tabulation in

X and Y

Wind Pressure Analysis in Y



XX XX XX

MS1553 MS1553 MS1553

Wind Load in Direction X Wind Load in Direction Y

Note combo boxes and their corresponding cells within this section are intrinsically linked to the SD - Wind Pressure {1D} and SD - Wind Accelerations {1D} sheets; Note combo boxes and their corresponding cells within this section are intrinsically linked to the SD - Wind Pressure {1D} and SD - Wind Accelerations {1D} sheets;

Design (3s-gust) wind speed at z=h, Vdes,z=h = 45.9 m/s cl.2.4.1 P-∆ factor in direction X = 1.33 Design (3s-gust) wind speed at z=h, Vdes,z=h = 45.9 m/s cl.2.4.1

Height from the ground to the top of the structure, ht = 154.3 m OK P-∆ wind shear in X (factored by 1.4) as a % of total building DL, G = 1.7% Height from the ground to the top of the structure, ht = 154.3 m OK

Average roof height of the structure above ground, h = 154.3 m Peak acceleration criteria adopted = Average roof height of the structure above ground, h = 154.3 m

Breadth of the structure on plan normal to wind stream, b = 35.0 m Total DL and LL of building, G and Q = 1000 150 MN Breadth of the structure on plan normal to wind stream, b = 55.0 m

Depth of the structure on plan parallel to wind stream, d = 55.0 m Building / floor area, AB / AF = 64621 1436 m2

17.8 Depth of the structure on plan parallel to wind stream, d = 35.0 m

Height on structure above local ground level, z = 154.3 m Damping ratio (as a fraction of critical) for SLS, ζSLS = 0.005 kPa Height on structure above local ground level, z = 154.3 m

Station (3s-gust) wind speed, VS = 33.5 m/s T.3.1 Base wind bending moment, ΣM = 715 MNm cl.6.2.2 Station (3s-gust) wind speed, VS = 33.5 m/s T.3.1

Terrain category = T.4.1 CTBUH Cross-flow force spectrum coefficient, CFS = 0.0020 Terrain category = T.4.1

Importance factor, I = 1.00 T.3.2 Along-flow peak gust acceleration = 6.9 mg Importance factor, I = 1.00 T.3.2

Overall building fundamental along-flow natural frequency, na = 0.20 Hz OK Along-flow peak gust acceleration utilisation = 39% OK Overall building fundamental along-flow natural frequency, na = 0.20 Hz OK

Damping ratio (as a fraction of critical) for ULS, ζULS = 0.020 T.6.2 Cross-flow peak vortex shedding acceleration = 15.8 mg Damping ratio (as a fraction of critical) for ULS, ζULS = 0.020 T.6.2

Overall building fundamental cross-flow natural frequency, nc = 0.20 Hz OK Cross-flow peak vortex shedding acceleration utilisation = 89% OK Overall building fundamental cross-flow natural frequency, nc = 0.20 Hz OK

Fundamental cross-flow mode shape power exponent, k = 1.50 cl.6.3.2.1 Fundamental cross-flow mode shape power exponent, k = 1.50 cl.6.3.2.1

1.74 1.00 0.29 1.45 1.81 1.67

Along Along Along Cross Cross Cross ΣΣΣΣ Along Along Along Along Along Along Along Along Cross Cross Cross

Storey Height Breadth Flow Flow Flow Flow Flow Flow Building Flow Net Flow Net Flow Flow Flow Storey Height Breadth Flow Flow Flow Flow Flow Flow

Storey Height Tributary Tributary Pressure Force P∆∆∆∆ Force Pressure Force P∆∆∆∆ Force Height Windward Leeward ΣΣΣΣMoment P∆∆∆∆ Base P∆∆∆∆ Base Storey Height Tributary Tributary Pressure Force P∆∆∆∆ Force Pressure Force P∆∆∆∆ Force

hs in X in X in X in Y in Y in Y ΣΣΣΣhs Pressure Pressure in X Shear X Moment X hs in Y in Y in Y in X in X in X

m m m kPa kN kN kPa kN kN m in X kPa in X kPa MNm kN MNm m m m kPa kN kN kPa kN kN

45 154.3 12347 6397 ΣΣΣΣ 715 952 45 154.3 20207 6811

cf. 0.002

MS1553

Automated

Calculations

CONSULTING

E N G I N E E R S



CONSULTING

E N G I N E E R S



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E N G I N E E R SjXXX 1 jXXX 2




27/04/2016Structure Design - Wind Load Definition and Wind Effects

Structure Design - Wind Load Definition and Wind Effects v2015.01.xlsm Structure Design - Wind Load Definition and Wind Effects v2015.01.xlsm Structure Design - Wind Load Definition and Wind Effects v2015.01.xlsm


Wind Load

Generation and Wind Acceleration in X

Made by Date Chd.

Drg. Ref.

Member/Location

Made by Date Chd.

Drg. Ref.

Member/Location

Made by Date Chd.

Drg. Ref.

Member/Location

Wind Pressure Analysis in X


X and Y

Wind Pressure Analysis in Y

St44 3.300 4.650 35.0 1.74 283 376 1.00 255 339 148.300 0.29 1.45 1 619 1 St44 3.300 4.650 55.0 1.81 463 615 1.67 271 361

St45 6.000 3.000 35.0 1.74 182 243 1.00 164 218 154.300 0.29 1.45 0 243 0 St45 6.000 3.000 55.0 1.81 299 397 1.67 175 233

Note when expanding or contracting table, refresh equations within columns with summation, Σ as they are dependent upon other rows; Note when expanding or contracting table, refresh equations within columns with summation, Σ as they are dependent upon other rows;



XX XX XX

MS1553 MS1553 MS1553

Wind Load Shear Force Diagrams in Direction X and Y Wind Load Bending Moment Diagrams in Direction X and Y

Note combo boxes and their corresponding cells within this section are intrinsically linked to the SD - Wind Pressure {1D} and SD - Wind Accelerations {1D} sheets;

P-∆ factor in direction Y = 1.33

P-∆ wind shear in Y (factored by 1.4) as a % of total building DL, G = 2.8%


Total DL and LL of building, G and Q = 1000 150 MN

Building / floor area, AB / AF = 64621 1436 m2

17.8

Damping ratio (as a fraction of critical) for SLS, ζSLS = 0.005 kPa


CTBUH Cross-flow force spectrum coefficient, CFS = 0.0009

Along-flow peak gust acceleration = 10.4 mg

Along-flow peak gust acceleration utilisation = 58% OK

Cross-flow peak vortex shedding acceleration = 16.9 mg

Cross-flow peak vortex shedding acceleration utilisation = 95% OK

0.28 1.53

ΣΣΣΣ Along Along Along Along Along

Building Flow Net Flow Net Flow Flow Flow

Height Windward Leeward ΣΣΣΣMoment P∆∆∆∆ Base P∆∆∆∆ Base

ΣΣΣΣhs Pressure Pressure in Y Shear Y Moment Y

m in Y kPa in Y kPa MNm kN MNm

ΣΣΣΣ 1170 1558

Stump 1.000 0.27 1.53 536 20207 713

5.500 0.27 1.53 469 19917 623

8.500 0.27 1.53 425 19433 565

11.500 0.27 1.53 382 19046 508

14.500 0.27 1.53 339 18659 452

17.500 0.27 1.53 298 18272 397

20.500 0.27 1.53 258 Storey 17885 343

23.500 0.27 1.53 218 17498 291

26.500 0.27 1.53 180 Note that a transfer 17111 239

31.000 0.27 1.53 123 level is akin to a 16627 164

35.500 0.27 1.53 69 100% effective 16047 92

41.500 0.27 1.53 633 outrigger for base 15369 845

44.800 0.27 1.53 597 moment resolution; 14770 796

48.100 0.27 1.53 561 For no transfer level 14344 749

51.400 0.27 1.53 527 insert St01; 13918 703

54.700 0.28 1.53 494 13492 659

58.000 0.28 1.53 462 13050 616

61.300 0.28 1.53 430 12607 574

64.600 0.28 1.53 400 12164 534

67.900 0.28 1.53 372 11721 495

71.200 0.28 1.53 344 11278 458

74.500 0.28 1.53 317 10836 422

79.000 0.28 1.53 282 10312 376

82.300 0.28 1.53 258 9789 343

85.600 0.28 1.53 235 9346 313

88.900 0.28 1.53 213 8904 283

92.200 0.28 1.53 192 8461 255

95.500 0.28 1.53 172 8018 229

98.800 0.28 1.53 153 7575 204

102.100 0.28 1.53 136 7132 180

105.400 0.28 1.53 119 6690 158

108.700 0.28 1.53 103 6253 138

112.000 0.28 1.53 89 5816 118

115.300 0.28 1.53 76 5380 101

118.600 0.28 1.53 63 4943 84

121.900 0.28 1.53 52 4506 69

125.200 0.28 1.53 42 4069 56

128.500 0.28 1.53 33 3633 44

131.800 0.28 1.53 25 3196 33

135.100 0.28 1.53 18 2759 24

138.400 0.28 1.53 13 2323 17

141.700 0.28 1.53 8 1886 11

145.000 0.28 1.53 4 1449 6



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MS1553

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Calculations

jXXX

CONSULTING

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Consulting Engineers 5

CONSULTING

E N G I N E E R S


Consulting Engineers jXXX


Structure Design - Wind Load Definition and Wind Effects v2015.01.xlsmStructure Design - Wind Load Definition and Wind Effects v2015.01.xlsm

Wind Load

Generation and Wind Acceleration in Y

Made by Date Chd.

Drg. Ref.

Member/Location

Made by Date Chd.

Drg. Ref.

Member/Location


X and Y

Made by Date Chd.

Drg. Ref.

Member/Location

0.000

20.000

40.000

60.000

80.000

100.000

120.000

140.000

160.000

180.000

0 5000 10000 15000 20000 25000

Bu

ild

ing

Heig

ht

(m

)

Shear Force (kN)

Wind Load Shear Force Diagrams

VSLS,X

VSLS,Y

0.000

20.000

40.000

60.000

80.000

100.000

120.000

140.000

160.000

180.000

0 200 400 600 800 1000 1200 1400 1600 1800

Bu

ild

ing

Heig

ht

(m

)

Bending Moment (MNm)

Wind Load Bending Moment Diagrams

MSLS,X

SUM-MSLS,X

MSLS,Y

SUM-MSLS,Y



XX XX XX

MS1553 MS1553 MS1553

Wind Load Shear Force Diagrams in Direction X and Y Wind Load Bending Moment Diagrams in Direction X and Y

Note combo boxes and their corresponding cells within this section are intrinsically linked to the SD - Wind Pressure {1D} and SD - Wind Accelerations {1D} sheets;

P-∆ factor in direction Y = 1.33

P-∆ wind shear in Y (factored by 1.4) as a % of total building DL, G = 2.8%


Total DL and LL of building, G and Q = 1000 150 MN

Building / floor area, AB / AF = 64621 1436 m2

17.8

Damping ratio (as a fraction of critical) for SLS, ζSLS = 0.005 kPa


CTBUH Cross-flow force spectrum coefficient, CFS = 0.0009

Along-flow peak gust acceleration = 10.4 mg

Along-flow peak gust acceleration utilisation = 58% OK

Cross-flow peak vortex shedding acceleration = 16.9 mg

Cross-flow peak vortex shedding acceleration utilisation = 95% OK

0.28 1.53

ΣΣΣΣ Along Along Along Along Along

Building Flow Net Flow Net Flow Flow Flow

Height Windward Leeward ΣΣΣΣMoment P∆∆∆∆ Base P∆∆∆∆ Base

ΣΣΣΣhs Pressure Pressure in Y Shear Y Moment Y

m in Y kPa in Y kPa MNm kN MNm

ΣΣΣΣ 1170 1558



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MS1553

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Calculations

jXXX

CONSULTING

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Consulting Engineers 5

CONSULTING

E N G I N E E R S


Consulting Engineers jXXX


Structure Design - Wind Load Definition and Wind Effects v2015.01.xlsmStructure Design - Wind Load Definition and Wind Effects v2015.01.xlsm

Wind Load

Generation and Wind Acceleration in Y

Made by Date Chd.

Drg. Ref.

Member/Location

Made by Date Chd.

Drg. Ref.

Member/Location


X and Y

Made by Date Chd.

Drg. Ref.

Member/Location

100.000

120.000

140.000

160.000

180.000

Bu

ild

ing

Heig

ht

(m

)

Wind Load Shear Force Diagrams

VSLS,X

VSLS,Y

100.000

120.000

140.000

160.000

180.000

Bu

ild

ing

Heig

ht

(m

)

Wind Load Bending Moment Diagrams

MSLS,X

SUM-MSLS,X

MSLS,Y

SUM-MSLS,Y

148.300 0.28 1.53 2 1012 2

154.300 0.28 1.53 0 397 0

as they are dependent upon other rows;


Job Title

XX

MS1553

Wind Load Displacements in Direction X

Note storey references and cumulative building heights within this section are intrinsically linked to the SD - Wind Load {X, Y} sheet;

Criteria for δX / h 1 : 500 =

Criteria for |∆δX| / hs 1 : 500 =

Total Total Total Total Relative Inter Relative Relative

Storey Disp Building Disp Disp Disp Storey Disp Disp

in X, δδδδX Height, h Ratio Ratio in X, ∆δ∆δ∆δ∆δX Height, hs Ratio Ratio

mm m δδδδX / h Check mm m |∆δ∆δ∆δ∆δX| / hs Check

St01 0.00 1.000 0.00000 OK 1.000 0.00000 OK

St02 0.00 5.500 0.00000 OK 4.500 0.00000 OK

St03 0.00 8.500 0.00000 OK 3.000 0.00000 OK

St04 0.00 11.500 0.00000 OK 3.000 0.00000 OK

St05 0.00 14.500 0.00000 OK 3.000 0.00000 OK

St06 0.00 17.500 0.00000 OK 3.000 0.00000 OK

St07 0.00 20.500 0.00000 OK 3.000 0.00000 OK

St08 0.00 23.500 0.00000 OK 3.000 0.00000 OK

St09 0.00 26.500 0.00000 OK 3.000 0.00000 OK

St10 0.00 31.000 0.00000 OK 4.500 0.00000 OK

St11 0.00 35.500 0.00000 OK 4.500 0.00000 OK

St12 0.00 41.500 0.00000 OK 6.000 0.00000 OK

St13 0.00 44.800 0.00000 OK 3.300 0.00000 OK

St14 0.00 48.100 0.00000 OK 3.300 0.00000 OK

St15 0.00 51.400 0.00000 OK 3.300 0.00000 OK

St16 0.00 54.700 0.00000 OK 3.300 0.00000 OK

St17 0.00 58.000 0.00000 OK 3.300 0.00000 OK

St18 0.00 61.300 0.00000 OK 3.300 0.00000 OK

St19 0.00 64.600 0.00000 OK 3.300 0.00000 OK

St20 0.00 67.900 0.00000 OK 3.300 0.00000 OK

St21 0.00 71.200 0.00000 OK 3.300 0.00000 OK

St22 0.00 74.500 0.00000 OK 3.300 0.00000 OK

St23 0.00 79.000 0.00000 OK 4.500 0.00000 OK

St24 0.00 82.300 0.00000 OK 3.300 0.00000 OK

St25 0.00 85.600 0.00000 OK 3.300 0.00000 OK

St26 0.00 88.900 0.00000 OK 3.300 0.00000 OK

St27 0.00 92.200 0.00000 OK 3.300 0.00000 OK

St28 0.00 95.500 0.00000 OK 3.300 0.00000 OK

St29 0.00 98.800 0.00000 OK 3.300 0.00000 OK

St30 0.00 102.100 0.00000 OK 3.300 0.00000 OK

St31 0.00 105.400 0.00000 OK 3.300 0.00000 OK

St32 0.00 108.700 0.00000 OK 3.300 0.00000 OK

St33 0.00 112.000 0.00000 OK 3.300 0.00000 OK

St34 0.00 115.300 0.00000 OK 3.300 0.00000 OK

St35 0.00 118.600 0.00000 OK 3.300 0.00000 OK

St36 0.00 121.900 0.00000 OK 3.300 0.00000 OK

St37 0.00 125.200 0.00000 OK 3.300 0.00000 OK

St38 0.00 128.500 0.00000 OK 3.300 0.00000 OK

St39 0.00 131.800 0.00000 OK 3.300 0.00000 OK

St40 0.00 135.100 0.00000 OK 3.300 0.00000 OK

0.00200


0.00200


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Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

MS1553

Wind Load Displacements in Direction X


Criteria for δX / h 1 : 500 =

Criteria for |∆δX| / hs 1 : 500 =



in X, δδδδX Height, h Ratio Ratio in X, ∆δ∆δ∆δ∆δX Height, hs Ratio Ratio

mm m δδδδX / h Check mm m |∆δ∆δ∆δ∆δX| / hs Check

0.00200


0.00200


CONSULTING

E N G I N E E R S



Made by Date Chd.

Drg. Ref.

Member/Location

St41 0.00 138.400 0.00000 OK 3.300 0.00000 OK

St42 0.00 141.700 0.00000 OK 3.300 0.00000 OK

St43 0.00 145.000 0.00000 OK 3.300 0.00000 OK

St44 0.00 148.300 0.00000 OK 3.300 0.00000 OK

St45 0.00 154.300 0.00000 OK 6.000 0.00000 OK


Job Title

XX

MS1553

Wind Load Displacements in Direction Y


Criteria for δY / h 1 : 500 =

Criteria for |∆δY| / hs 1 : 500 =



in Y, δδδδY Height, h Ratio Ratio in Y, ∆δ∆δ∆δ∆δY Height, hs Ratio Ratio

mm m δδδδY / h Check mm m |∆δ∆δ∆δ∆δY| / hs Check

St01 0.00 1.000 0.00000 OK 1.000 0.00000 OK

St02 0.00 5.500 0.00000 OK 4.500 0.00000 OK

St03 0.00 8.500 0.00000 OK 3.000 0.00000 OK

St04 0.00 11.500 0.00000 OK 3.000 0.00000 OK

St05 0.00 14.500 0.00000 OK 3.000 0.00000 OK

St06 0.00 17.500 0.00000 OK 3.000 0.00000 OK

St07 0.00 20.500 0.00000 OK 3.000 0.00000 OK

St08 0.00 23.500 0.00000 OK 3.000 0.00000 OK

St09 0.00 26.500 0.00000 OK 3.000 0.00000 OK

St10 0.00 31.000 0.00000 OK 4.500 0.00000 OK

St11 0.00 35.500 0.00000 OK 4.500 0.00000 OK

St12 0.00 41.500 0.00000 OK 6.000 0.00000 OK

St13 0.00 44.800 0.00000 OK 3.300 0.00000 OK

St14 0.00 48.100 0.00000 OK 3.300 0.00000 OK

St15 0.00 51.400 0.00000 OK 3.300 0.00000 OK

St16 0.00 54.700 0.00000 OK 3.300 0.00000 OK

St17 0.00 58.000 0.00000 OK 3.300 0.00000 OK

St18 0.00 61.300 0.00000 OK 3.300 0.00000 OK

St19 0.00 64.600 0.00000 OK 3.300 0.00000 OK

St20 0.00 67.900 0.00000 OK 3.300 0.00000 OK

St21 0.00 71.200 0.00000 OK 3.300 0.00000 OK

St22 0.00 74.500 0.00000 OK 3.300 0.00000 OK

St23 0.00 79.000 0.00000 OK 4.500 0.00000 OK

St24 0.00 82.300 0.00000 OK 3.300 0.00000 OK

St25 0.00 85.600 0.00000 OK 3.300 0.00000 OK

St26 0.00 88.900 0.00000 OK 3.300 0.00000 OK

St27 0.00 92.200 0.00000 OK 3.300 0.00000 OK

St28 0.00 95.500 0.00000 OK 3.300 0.00000 OK

St29 0.00 98.800 0.00000 OK 3.300 0.00000 OK

St30 0.00 102.100 0.00000 OK 3.300 0.00000 OK

St31 0.00 105.400 0.00000 OK 3.300 0.00000 OK

St32 0.00 108.700 0.00000 OK 3.300 0.00000 OK

St33 0.00 112.000 0.00000 OK 3.300 0.00000 OK

St34 0.00 115.300 0.00000 OK 3.300 0.00000 OK

St35 0.00 118.600 0.00000 OK 3.300 0.00000 OK

St36 0.00 121.900 0.00000 OK 3.300 0.00000 OK

St37 0.00 125.200 0.00000 OK 3.300 0.00000 OK

St38 0.00 128.500 0.00000 OK 3.300 0.00000 OK

St39 0.00 131.800 0.00000 OK 3.300 0.00000 OK

St40 0.00 135.100 0.00000 OK 3.300 0.00000 OK

0.00200

0.00200



CONSULTING

E N G I N E E R S



Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

MS1553

Wind Load Displacements in Direction Y


Criteria for δY / h 1 : 500 =

Criteria for |∆δY| / hs 1 : 500 =



in Y, δδδδY Height, h Ratio Ratio in Y, ∆δ∆δ∆δ∆δY Height, hs Ratio Ratio

mm m δδδδY / h Check mm m |∆δ∆δ∆δ∆δY| / hs Check

0.00200

0.00200



CONSULTING

E N G I N E E R S



Made by Date Chd.

Drg. Ref.

Member/Location

St41 0.00 138.400 0.00000 OK 3.300 0.00000 OK

St42 0.00 141.700 0.00000 OK 3.300 0.00000 OK

St43 0.00 145.000 0.00000 OK 3.300 0.00000 OK

St44 0.00 148.300 0.00000 OK 3.300 0.00000 OK

St45 0.00 154.300 0.00000 OK 6.000 0.00000 OK


Job Title

XX

EC1-1-4

Wind Vortex Shedding Annex E

Note non-directional (i.e. X or Y) specific equations within this section are intrinsically linked to

the SD - Wind Pressure {1D} and SD - Wind Accelerations {1D} sheets;

Design (mean hourly) wind speed at z=h, Vh = 29.5 m/s

Design (3s-gust) wind speed at z=h, Vdes,z=h = 45.9 m/s

Peak factor for up-wind velocity fluctuations, gv = 3.7 = 3.7

Turbulence intensity at z=h, Ih = 0.150

Design (10-mins mean) wind speed at z=h, vm = 1.05Vh = 31.0 m/s Annex B.2

ISO 4354


Structural damping, δs = 2π.ζSLS = 0.031

Equivalent mass, mi,e = m0 = 690369 kg/m

Density of air, ρ = 1.250kg/m3 = 1.250 kg/m

3

Mode shape factor, K = 0.13 = 0.13

Effective correlation length factor, KW = 1.00 = 1.00

Wind Vortex Shedding in Direction X

Note equations within this section are intrinsically linked to the SD - Wind Load {X, Y} sheet and non-directional

(i.e. X or Y) specific equations within this section are intrinsically linked to the SD - Wind Pressure {1D} sheet;

Critical wind velocity, vcrit,i = 46.7 m/s


Overall building fundamental cross-flow natural frequency, nc = 0.20 Hz

Strouhal number, St = 0.15

Susceptibility to vortex shedding =

Scruton number, Sc = 28.3

Maximum displacement, yF,max = 0 mm

Lateral force coefficient, clat = 0.0

Basic lateral force coefficient, clat,0 = 2.3

Base shear, ΣV = Fw(s).h/2 = 0 kN

Base moment, ΣM = ΣV.2h/3 = 0 MNm

Wind Vortex Shedding in Direction Y

Note equations within this section are intrinsically linked to the SD - Wind Load {X, Y} sheet and non-directional

(i.e. X or Y) specific equations within this section are intrinsically linked to the SD - Wind Pressure {1D} sheet;



Overall building fundamental cross-flow natural frequency, nc = 0.20 Hz

Strouhal number, St = 0.15

Susceptibility to vortex shedding =

Scruton number, Sc = 11.5

Maximum displacement, yF,max = 0 mm

Lateral force coefficient, clat = 0.0

Basic lateral force coefficient, clat,0 = 2.3

Base shear, ΣV = Fw(s).h/2 = 0 kN

Base moment, ΣM = ΣV.2h/3 = 0 MNm

Not Susceptible

Not Susceptible


CONSULTING

E N G I N E E R S




Drg. Ref.

Member/Location

O� � OMP�,TU�1 � @HE�


Job Title

XX

EC1-1-4

Wind Galloping in Direction X Annex E


Factor of galloping instability, aG = 1.2

Susceptibility to galloping =

Wind Galloping in Direction Y


Factor of galloping instability, aG = 1.2

Susceptibility to galloping =


CONSULTING

E N G I N E E R S




jXXX 2

Not Susceptible

Not Susceptible

Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC1-1-4

Wind Flutter in Direction X Annex E

Note equations within this section are intrinsically linked to the SD - Wind Load {X, Y} sheet;

Overall building fundamental along-flow natural frequency, na = 0.20 Hz

Overall building fundamental torsional natural frequency, nT = 3.00 Hz

Susceptibility to flutter = nT ≥ 2.na =

Wind Flutter in Direction Y

Note equations within this section are intrinsically linked to the SD - Wind Load {X, Y} sheet;

Overall building fundamental along-flow natural frequency, na = 0.20 Hz

Overall building fundamental torsional natural frequency, nT = 3.00 Hz

Susceptibility to flutter = nT ≥ 2.na =

Not Susceptible

Not Susceptible



CONSULTING

E N G I N E E R S



Made by Date Chd.

Drg. Ref.

Member/Location

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