Pmu-Structural Calculations

 

JEWEL OF THE CREEK DEVELOPMENT PHASE 2,PLOT

NO

129-104 PORT SAED, DUBAI

PERFORMANCE MOCKUP UNIT (PMU) STRUCTURAL CALCULATIONS EXPECTED RESULTS FOR GENERAL CURTAIN WALL TEST WALL TEST

(3.3 M H X 1.5 M W (MAX)) (MAX))

1

 

PERFORMANCE MOCKUP UNIT UNIT  (PMU)

STRUCTURAL CALCULATIONS FOR

JEWEL OF THE CREEK ,DEVELOPMENT , PHASE 2

INTRODUCTION:  The Following Report Contains the Structural Calculations for Curtain Wall for The Jewel of The Creek Development, Phase-2. This Structural Calculation Is Assessed as Per Bs:8118: Par-1. (Structural Use of Aluminum) With Required Support Paper at Latest of This Report. Report.PMU PMU (Performance Mock-Up Unit) For External Aluminum and Glass Works Laboratory Testing as Per Section 08 44 13 Metal-Framed Curtain Wall Part 1.03 C. This Test Reflects the Adequacy of Curtain Wall System as Per Project Specifications for All the Jewel of The Creek Buildings (Phase 2).

GLASS DETAILS:

It consists  of  28 mm Tempered

Glass. 

=28 mm (Used in Analysis)

6+16+6 mm

DEFLECTION Deflection Limits as per Project Specifications L/175.

ALUMINIUM PROPERTIES:  Density  = 2710 kg/m3  Modulus of   elasticity  = 70000 N/mm2  Modulus of  rigidity 

= 26600 N/mm2

2

 

LOAD COMBINATION ( BS 8118: Part 1:1991) 

WIND LOADS Maximum Design Wind Pressure /Suction is 2.0 kpa as per Wind Simulation Studies  and Discussion with the Consultant.

MAXIMUM MULLION TO MULLION SPACING Maximum spacing is (1.2 +1.78 )/2= 1.49 m≈1.50 m to calculate the Tributary Area.(Maximum D3)

3

 

PROFILE SELECTION (NO REIFORCEMENT /STIFFENERS)

Aluminum Mullion GE 14546

, Bracket  to Bracket(in-in) Height is 33 3300 mm. Bracket to

4

 

GE 14546

Geometric properties of the cross-section Parameter Value A Sectional area 11.21 Av,y Conventional shearing area along Y-axis 1.87 Av,z Conventional shearing area along Z-axis 6.13 a Angle between Y-Z and U-V axes 0 Iy Moment of inertia about axis parallel to Y 417.56 passing through centroid Iz Moment of inertia about axis parallel to Z 67.92 passing through centroid It Torsional moment of inertia (St. Venant) 170.22 Iw Warping constant 509.03 iy Radius of gyration about axis parallel to Y 6.1 passing through centroid iz Radius of gyration about axis parallel to Z 2.46 passing through centroid Wu+ Elastic modulus about U-axis (+ve extreme) 48.37 Wu- Elastic modulus about U-axis (-ve extreme) 46.27 Wv+ Elastic modulus about V-axis (+ve extreme) 22.09 Wv- Elastic modulus about V-axis (-ve extreme) 22.09 W Plastic modulus about axis parallel to U-axis 61.61 pl,u Wpl,v Plastic modulus about axis parallel to V-axis 24.9 Iu Moment of inertia about U-axis 417.56 Iv Moment of inertia about V-axis 67.92 iu Radius of gyration about U-axis 6.1 iv Radius of gyration about V-axis 2.46 au+ Centroid to edge of compression zone along 1.97 +ve U-axis au- Centroid to edge of compression zone along 1.97 -ve U-axis av+ Centroid to edge of compression zone along 4.32 +ve V-axis av- Centroid to edge of compression zone along 4.13 yM

-ve V-axis Distance to centroid oid alon long Y-axis xis

-10 -1037.44

cm^2  cm^2 cm^2  deg cm^4 cm^4  cm^4  cm^6  cm  cm  cm^3 cm^3  cm^3  cm^3 cm^3  cm^3  cm^4 cm^4  cm  cm cm  cm  cm  cm  cm 

1 5

 

 

zM Sw Yb Zb P Pi Pe

Distance to centroid along Z-axis Sectorial static moment Distance to shear centre along Y-axis Distance to shear centre along Z-axis Perimeter Internal perimeter External perimeter

-9.48 0 -1037.44 -11.21 99.63 44.34 55.28

cm  cm^4  cm  cm  cm  cm  cm 

I1 I2 I12 Ip ip Wp yp zp up vp

Moment of inertia about Y-axis Moment of inertia about Z-axis Product of inertia about the centroid Polar moment of inertia about centroid Polar radius of gyration about centroid Polar elastic modulus about centroid Distance to equal area axis along Y-axis Distance to equal area axis along Z-axis Distance to equal area axis along U-axis Distance to equal area axis along V-axis

417.56 2995811.61 -110.03 485.48 6.58 52.98 0 0.33 0 0.33

cm^4 cm^4  cm^4  cm^4  cm  cm^3  cm  cm  cm  cm 

 

Overall dimensions 61.5x176.577 mm

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STAAD ANALYSIS

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STAAD-1.5M-3.4M.STD

 Job Information Job  

Engineer

Checked

Approved

Name:

30-Nov-21

Date: Project ID

Project Name Structure Type

PLANE FRAME

Number of Nodes Number of Elements

2 Highest Node 1 Highest Beam

Number of Basic Load Cases

3

Number of Combination Load Cases

8

2 1

Included in this printout are data for: The Whole Structure All Included in this printout are results for load cases: Type L/C

Primary Primary Primary Combination Combination Combination Combination Combination Combination Combination Combination

1 2 3 4 5 6 7 8 9 10 11

Name

DEAD LOAD WIND LOAD (2.0 KN/M2 X 1.5M)=3.00 K WIND LOAD (2.0 KN/M2 X 1.5M)=3.0 KN/ DL+WL(+) DL+WL(-) 1.2DL+1.2WL(+) 1.2DL+1.2WL(-) 1.35DL+1.5W L(+) 1.35DL+1.5W L(-) 1.2DL+1.6WL(+) 1.2DL+1.6WL(-)

 Section Properties Section Prop

Section

Area 2

1

Prismatic General

(cm ) 11.210

Iyy 4

(cm ) 67.920

J

Izz 4

(cm ) 417.560

Material 4

(cm ) 1.000 ALUMINUM

Date/Time

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 Combination Load Cases Combination Comb.

Combination L/C Name

4

DL+WL(+)

5

DL+WL(-)

6

1.2DL+1.2WL(+)

7

1.2DL+1.2WL(-)

8

1.35DL+1.5WL(+)

9

1.35DL+1.5WL(-)

10

1.2DL+1.6WL(+)

11

1.2DL+1.6WL(-)

Primary

Primary L/C Name

1 2 1 3 1 2 1 3 1 2 1 3 1 2 1 3

DEAD LOAD W IIN ND LOAD (2.0 KN/M2 X 1.5M)=3.00 K DEAD LOAD WI WIN ND LOAD (2.0 KN/M KN/M2 2 X 1.5M)= )=3 3.0 KN KN// DEAD LOAD W IIN ND LOAD (2.0 KN/M2 X 1.5M)=3.00 K DEAD LOAD WI WIN ND LOAD (2.0 KN/M KN/M2 2 X 1.5M)= )=3 3.0 KN KN// DEAD LOAD W IIN ND LOAD (2.0 KN/M2 X 1.5M)=3.00 K DEAD LOAD WI WIN ND LOAD (2.0 KN/M KN/M2 2 X 1.5M)= )=3 3.0 KN KN// DEAD LOAD W IIN ND LOAD (2.0 KN/M2 X 1.5M)=3.00 K DEAD LOAD WI WIN ND LOAD (2.0 KN/M KN/M2 2 X 1.5M)= )=3 3.0 KN KN//

Factor  

1.00 1.00 1.00 1.00 .00 1.20 1.20 1.20 1.20 .20 1.35 1.50 1.35 1.50 .50 1.20 1.60 1.20 1.60 .60

3.300m

 Y X Z

OVERALL GEOMETRY 

Load 3

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3.300m R1

 Y X Z

GE 14546 

Load 3

-0.500 kN/m

 Y X Z

Load 1

DEAD LOAD

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STAAD-1.5M-3.4M.STD

 Y X Z

Load 2 3.000 kN/m

WIND LOAD (2.0 KN/M2 X 1.5M)=3.00 KN/M (POSITIVE PRESSURE)

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 Y X Z

Load 3

-3.000 kN/m

WIND LOAD (2.0 KN/M2 X 1.5M)=3.0 KN/M (SUCTION-)

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Max: 16.001 mm

 Y X Z

Load 4 : Displacement Displacement - mm

DL+WL, 16.001 MM < 3300/175=18.85 MM (O.K!) (FOR +AND -)

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Max: -4.900 kN-m

Date/Time

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 Y

Load 6 : Bending Z Moment - kN-m

X Z

MAXIMUM MOMENT= 1.2DL+1.2WL= 4.9 KNM < 6.44 KNM (MULLION CAPACITY ) (FOR +AND -)

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Max: -5.940 kN

Date/Time

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 Y

Load 6 : Shear Y Force - kN

X Z

MAXIMUM SHEAR FORCE 1.2DL+1.2WL=5.940 KN < 19.83 KN (FOR +AND -)

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0 kN

Date30-Nov-21

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Date/Time

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 Y

Load 6 : Axial Force Force - kN

X Z

2.098 kN

MAXIMUM AXIAL FORCE =1.2DL+1.2WL=2.098KN βo

Slender

ε = √(250 MPa/po) ε=

Slenderness Limit Constant 1.25

βo = 22*ε

27.5

Limit for a semi‐compact section

β1 = 18*ε

22.5

Limit for a fully compact section

ELEMENT CLASSIFICATION FOR WEB ELEMENT:

yo/yc= gr = βw =

‐ 0.82 0.4

Stress Gradient Coefficient (Figure 4.2) Slenderness Parameter

(gr*d/tw)

βw =

31.31 SLENDER!

ELEMENT CLASSIFICATION FOR FLANGE ELEMENT:

βf  =

b/tf 

βf  =

20.50 FULLY COMPACT!

Slenderness Parameter

CHECK FOR BENDING MOMENT RESISTANCE OF MULLION: 3

48306.05 mm

Wx=SCX ɤm =

1.2

Mz =

4.9 k kN N ‐m

MRX = MRX = Since:Mz< MRX

(ρo*Wx)/ɤm

Factored max.bending moment generated from STAAD.

6.44 kN‐m O.K!

21

21

   

CHECK FOR SHEAR RESISTANCE: According to BS 8118: Part 1: 1991 ‐ table 4.3, d w    < 49 * ε Fully Compact t w 

d w    >

49 * ε

Slender

t w 

=√

(250 ) po

ε=

1.25

d tw

78.28

THE SECTION IS

SLENDER!

Vmax=

5.94 kN kN

Nw=

Factored max.shear generated from STAAD

1

Avw=

Number of webs

0.8*Nw*d*tw

Effective shear area 3

250.48 mm

Avw= VRSWY=

(ρV*AVW)/ɤm

VRSWY=

Factored shear resistance 19.83 kN

Since:Vmax< VRSWY O.K! CHECK FOR AXIAL RESISTANCE FOR COMPRESSION MEMBERS: According to BS 8118: Part 1: 1991 ‐ table 4.7.3

Pcw =

2.098

P1 =

Factored max.axial force (Compression) generated from STAA

ρa

P1 = e= K= l= l=

e*K

ry=

l/ry

 λ=  λ=

Ps = PRC =

According 4.7.6.2 175 MPa 1500.00 mm 0.7 mm 1050 mm

Distance between Transoms Effective length factor for Lateral Torsional Buckling Effective length for Lateral Torsional Buckling

24.61 mm

Minor Axis Radius of Gyration

42.67 120 MPa

Buckling stress ‐ Figure 4.10(a)

(Ps*Am)/ɤm

PRC =

111.76 kN

Since:Pcw< PRC

O.K! LATERAL TORSIONAL BUCKLING CHECK:

According BS 8118: Part 1: 1991 ‐ 4.5.6

=√

(250 ) po

ε= 1.25 For Unwelded , Fully Compact Sections,4.5.6.5 ρ1 =ρo For Other Sections , Including Hybrid ,4.5.6.5 ρ1 = (ɤm*MRX)/Wx ρ1 = e= K= l= l= ry=  λ=

e*K

l/ry 42.67

 λ=

From Fig.4.9 ps= MRS= MRS= Since:Mz< MRS

160.00 MPa 1500 mm 0.7 mm 1050 mm 24.61 mm

135 MPa (ps*Wx/ɤm) 5.43 kN‐m O.K!

Distance between Transoms Effective length factor for Lateral Torsional Buckling Effective length for Lateral Torsional Buckling Minor Axis Radius of Gyration

22

 

BEARING CAPACITY OF SECTION The bearing capacity of the connected ply is given by the following. ∗∗∗∗ BRP= According 6.4.4 ɤ

N= db=

2 14 mm

tw =

2.00 mm

db/t=

7.00

C=

2

C=

20t/db

C= Hence C= BRP=

2

Number of Flanges or Webs Connecting to Screw/Bolt Dia of Hole (2 NOS M 12 BOLT) Wall Thickness When db/t βo

Slender

ε= ε=

√(250 MPa/ρo)

Slenderness Limit Constant 1.25

βo = 22*ε

27.5

Limit for a semi‐compact section

β1 = 18*ε

22.5

Limit for a fully compact section ELEMENT CLASSIFICATION CLASSIFICATION FOR WEB ELEMENT:

yo/yc= gr = βw =

‐0.82 0.45 (gr*d/tw)

βw =

Stress Gradient Coefficient (Figure 4.2) Slenderness Parameter

35.22 SLENDER!

ELEMENT CLASSIFICATION CLASSIFICATION FOR FLANGE ELEMENT:

βf  = βf  =

b/tf 

Slenderness Parameter 20.50

FULLY COMPACT!

28

 

CHECK FOR BENDING MOMENT RESISTANCE OF TRANSOM: 3

48306.05 mm

Wx= ɤm =

1.2 2

Mz =

(1.2*W *Lt  )  )//8

Mz =

Actual Factored max.bending moment . 1.55 kN‐m

MRX =

(ρo*Wx)/ɤm

MRX =

Allowable bending moment . 6.44 kN‐m

Since:Mz< MRX

O.K!

CHECK FOR SHEAR RESISTANCE: According to BS 8118: Part 1: 1991 ‐ table 4.3, d w   < 49 * ε Fully Compact t w 

d w   >

49 * ε

Slender

t w 

=√

(250 ) po

ε= d tw THE SECTION IS Vmax=

1.25 78.28 SLENDER!

(1.2*W *Lt)/2

Vmax= Nw= Avw=

2 3

500.96 mm (ρV*AVW)/ɤm

VRSWY= Since:Vmax< VRSWY

Number of webs Effective shear area

0.8*Nw*d*t w

Avw= VRSWY=

Factored max.shear 4.14 kN

Factored shear resistance 39.66 kN

O.K!

29

 

ADEQUACY OF GLASS THICKNESS

30

 

 ADEQUACY OF GLASS THICKNESS (AS PER ASTM E 1300 – 2002) 

INTRODUCTION:

This report given structural calculation of glass thickness for  Jewel of Creek Creek @Dubai, as @Dubai, as per (ASTM E 1300 – 2002)  2002)  according wind load calculations as per (2.0 kpax1.5) 3.0  3.0  kpa. This analysis was done with the aid of software

SAFLEX programmer for determining of glass size and thickness in conjunction with ASTM E 1300 code of practice, Glass selection calculations ensuring the adequacy of glass thickness so that not more than 8 glass units per thousand breaks during the building life.

The typical Curtain Wall consists of 28 mm Double Glazed Vision Panel

Outer Frame:

6 mm Thick Tempered,

Air Space:

16 mm.

Inner Pane:

6 mm Thick Tempered.

31

 

The glass unit is supported supp orted on 2 nos. setting blocks as shown.

2300 mm (MAX) P 

P 

a

a

75

L=1500(Max)

Design wind load considered

Simplified glass panel size

= 3. 3.0 0 kpa

= 1500 x 2300 mm 

Deflection:  Maximum Allowable deflection (From output window below) 

= 25 mm

3

 

32

 

Permissible deflection deflection = (short side length) / 50, limited to 25 mm = 1500 / 50, limited to 25 mm = 30 mm, limited to 25 mm

= 23 mm