Structural Calculation Of Curtain Wall
This document was uploaded by user and they confirmed that they have the permission to share it. If you are author or own the copyright of this book, please report to us by using this DMCA report form. Report DMCA
Overview
Download & View Structural Calculation Of Curtain Wall as PDF for free.
More details
- Words: 17,228
- Pages: 118
Loading documents preview...
ACACIA - 1, B+G+9 RES., MIDRISE BLOCK (3 Nos.) WITH RETAIL SPACES
STRUCTURAL CALCULATION OF CURTAIN WALL Rev.00
LOCATION :
DUBAI, UAE
CLIENT
:
EMAAR PROPERTIES PJSC
CONSULTANT
:
NATIONAL ENGINEERING BUREAU
CONTARCTOR :
SOBHA ENGINEERING AND CONTRACTING LLC
SOBHA GLAZING AND METAL SYSTEMS FZCO P.O.Box.No.263247, Dubai, United Arab Emirates
ACACIA - 1, B+G+9 RES., MIDRISE BLOCK (3 Nos.) WITH RETAIL SPACES
CONTENTS -
INTRODUCTION AND SPECIFICATIONS PROFILE DETAILS DESIGN OF MULLION DESIGN OF TRANSOM CURTAIN WALL ANALYSIS 2.9M HEIGHT CURTAIN WALL ANALYSIS 3.5M HEIGHT BOTTOM BRACKET DESIGN TOP BRACKET DESIGN ANALYSIS OF GLASS TECHNICAL REFERENCE DRAWING REFERENCE
SOBHA GLAZING AND METAL SYSTEMS FZCO P.O.Box.No.263247, Dubai, United Arab Emirates
PAGES 001 008 011 018 025 035 048 061 072 075 113
1.0 Introduction & Specification
Page 1
DESIGN CRITERIA General The structural performance of Stick curtain wall system for the above mentioned project shall be checked using the following design codes and standards: Wind load according to ASCE 7 ‐05 ASTM E 1300‐03: for glazing members Structural use of aluminum, Part 1: Code of practice for design BS 8118:Part 1:1991 Structural use of steelwork in building, Part 1: Code of practice for design rolled and welded sections BS 5950‐1:2000 Mechanical Properties of Material Properties of Glass (Based on ASTM E1300‐03 Standard Practice for Determining Load Resistance of Glass in Buildings) Modulus of Elasticity
Eg :=
71700 Mpa
Shear Modulus
Gg :=
28300 Mpa
Coefficient of Linear expansion
Ɛg :=
8.30E‐06 Δ ̊C‐1
Density
ωg :=
2500 Kg.m‐3
Properties of 6063‐T6 Aluminium Alloy (Based on ASTM B 221M‐02) Modulus of Elasticity
E :=
70000 Mpa
Shear Modulus
G :=
26600 Mpa
Coefficient of Linear expansion
Ɛ :=
2.30E‐05 Δ ̊C‐1
Density
ωg :=
Yield Strength (Extrusion)
Y :=
160 Mpa
Tensile Strength (Extrusion)
Ta :=
175 Mpa
2710 Kg.m‐3
Properties of Grade S275 Steel Material Modulus of Elasticity
E :=
205000 Mpa
Coefficient of Linear expansion
Ɛ :=
1.20E‐05 Δ ̊C‐1
Design Strength
Py :=
275 Mpa
Bearing Strength
Pbs :=
460 Mpa
Properties of GI Bolts (Grade 8.8) and Stainless Steel Bolts (Grade A4‐70) 1) GI Bolts Yield Strength Ultimate Tensile Strength
Yb := Ub :=
520 Mpa 800 Mpa
Page 2
2) SS Bolts Yield Strength Ultimate Tensile Strength
Yb := Ub :=
450 Mpa 700 Mpa
Anchor Fixing Materials Fischer Fixing System Design Criteria for Wind Load Based from the project specification, glazed aluminium curtain wall Basic Wind Speed
Vb :=
45 m/s
Exposure =
C
Building Height (Roof Deck)
H :=
46.5 m
Building length
L :=
106.5 m
Building Width
W :=
100.5 m
Clear Height of Mullion
h :=
Tributary Width ‐1
tw1 :=
1.08 m
Tributary Width‐2
tw1 :=
0.99 m
tw :=
1.035 m
Mean Tributary Width
tw = (tw1+tw2)/2
13.52 mm laminated glass (inner) + 18mm air gap+ 6mm tempered glass (outer) tg =
2.9 m
19.52 mm
Design Criteria for Dead Load Dead Loads (i.e, extrusions, glass) shall be incorporated within the calculation set. STAAD Pro automatically computes the self weight of the member being analyzed Deflection Limits under Serviceability Loading Deflection limits shall be according to the project specification and AAMA code Deflection of Framing members: Allowable deflection of framing members perpendicular to the plane of the wall shall not exceed Span / 175 or 19mm whichever is lesser as per project specification Allowable deflection of framing members parallel to the plane of the wall shall not exceed 3.20mm (Do not deflect an amount which will reduce glazing bit below 75% of design dimension =15*75%=11.25mm. The allowable deflection is 15‐11.25 = 3.75mm. minimum value taken for allowable deflection 3.75 or 3.20mm) Deflection of glass: Maximum allowable lateral centre deflection of glass at design wind pressure limits to 1/50 of short side length or 25 mm whichecer is less
Load Combinations For Aluminium members and glazing: The following combination according to BS 8118: Part 1: 1991 code & BS 5950‐1:2000 code & ASTM E1300 ‐ 03 ‐ STANDARD I. Serviceability limit state: 1.0 (Self Weight + Dead Load + Wind Load) II. Ultimate limit state: 1.2 (Self Weight + Dead Load + Wind Load) For Brackets: 1.4 ( Self Weight + Dead Load + Wind Load)
Page 3
PROJECT : CLIENT : JOB NO. :
PAGE : DESIGN BY : REVIEW BY :
DATE :
Wind Analysis for Building with h > 60 ft, Based on ASCE 7-05 / IBC 2006 / CBC 2007
INPUT DATA Exposure category (B, C or D) Importance factor (0.87, 1.0 or 1.15) Basic wind speed (IBC Tab 1609.3.1V 3S)
I = V =
C 1.00 101
Category II, page 77 mph
Building height to roof
Kzt = H =
1 152
Flat, page 26 & 45 ft
Parapet height Building length Building width Natural frequency (Sec.6.2 & 6.5.8.2)
HP L B n1
Effective area of mullion
AM =
Topographic factor (Sec.6.5.7.2)
= 4 = 350 = 329 = 0.98684
AP =
Effective area of panel
ft ft ft Hz, (1 / T)
550
ft2
3675
ft2
DESIGN SUMMARY Max building horizontal force normal to building length, L, face Max overturning moment at wind normal to building length, L, face Max building horizontal force normal to building length, B, face Max overturning moment at wind normal to building length, B, face Max building upward force Max building torsion force
= = = = = =
1661.3 413748.3 1544.8 405736.0 2972.4 92024.4
kips ft - kips kips ft - kips kips ft - kips
ANALYSIS Velocity pressures
qz = 0.00256 Kz Kzt Kd V2 I where:
qz = velocity pressure at height, z. (Eq. 6-15, page 27)
pmin =
10
psf (Sec. 6.1.4.1 & 6.1.4.2)
Kz = velocity pressure exposure coefficient evaluated at height, z. (Tab. 6-3, Case 2, page 79) Kd = wind directionality factor. (Tab. 6-4, for building, page 80) z = height above ground
=
0.85
z (ft) Kz
0 - 15
20
25
30
40
50
60
70
80
90
100
120
0.85
0.90
0.94
0.98
1.04
1.09
1.13
1.17
1.21
1.24
1.26
1.31
qz (psf)
18.87
19.98
20.87
21.75
23.09
24.20
25.08
25.97
26.86
27.52
27.97
29.08
z (ft) Kz
140
156
156
156
156
156
156
156
156
156
1 36 1.36
1 38 1.38
1 38 1.38
1 38 1.38
1 38 1.38
1 38 1.38
1 38 1.38
1 38 1.38
1 38 1.38
1 38 1.38
qz (psf)
30.19
30.72
30.72
30.72
30.72
30.72
30.72
30.72
30.72
30.72
0.18
or
Design pressures for MWFRS
p = q G Cp - qh (G Cpi) where:
p = pressure on surface for rigid building with all h. (Eq. 6-17, page 28). q = qz for windward wall at height z above the ground, see table above. G Cp i = internal pressure coefficient. (Fig. 6-5, Enclosed Building, page 47)
=
-0.18
qh = qz value at mean roof height, h, for leeward wall, side walls, and roof. Cp = external pressure coefficient, see right down tables. G = gust effect factor (Sec. 6.5.8.1 & 6 1 1.7 I g 2 Q 2 g 2 R 2 z Q R 0.925 , for n1 1.0 1 1.7 g v I z G 1 1.7 g Q I zQ 0.925 , for n1 1.0 1 1.7 g v I z
= 0.839
Iz =
0.17
z =
91.2
Q=
0.81
z min =
15
gQ =
3.4
613
c=
0.2
gR =
4.19
Lz = =
Rh =
0.150
RB =
0.073
RL =
0.021
N1 =
5.37
Rn =
0.048
R =
0.075
h=
152
gv =
3.4
Vz =
112.6
Fig. 6-6 fo < 10o, page 48 Roof To L Face To L Face To L Face To L Face
Roof
q G Cp Figure for Gable, Hip Roof, page 48 Fig. 6-6, page 48 Wall Windward Wall Leeward Wall Leeward Wall Side Wall
Direction All To L Dir To B Dir All
L/B All 0.94 1.06 All
Cp 0.80 -0.50 -0.49 -0.70
h/B 0.47 0.47 0.47 0.47 h/L
Distance 78 156 312 329 Distance
Cp -0.90 -0.90 -0.50 -0.30 Cp
To B Face
0.45
78
-0.90
To B Face
0.45 0.45 0.45
156 312 350
-0.90 -0.50 -0.30
To B Face To B Face
Page 4
0.05
(cont'd) Hence, MWFRS Net Pressures are given by following tables (Sec. 6.5.12.2.1, Page 28)
Windward Wall
Surface
z (ft)
P (psf) with GCPi - GCPi
0 - 15 20 25 30
7.13 7.87 8.47 9.06
40
Surface
z (ft)
18.19 18.93 19.53 20.12
Side Wall
All
9.96
21.02
Surface
z (ft)
50 60 70 80
10.70 11.30 11.89 12.49
21.76 22.36 22.95 23.55
Leeward
All
90
12.94
24.00
Surface
Dist. (ft)
100 120 140 156
13.23 13.98 14.72 15.08
24.29 25.04 25.78 26.14
Roof
0 - 78 156 312 329
Normal to L Face
Normal to L Face
P (psf) with GCPi - GCPi -23.56
-12.50
P (psf) with GCPi - GCPi -18.41
-7.35
P (psf) with GCPi - GCPi -28.72 -28.72 -18.41 -13.26
-17.66 -17.66 -7.35 -2.20
Normal to B Face
Surface
z (ft)
Leeward
All
Normal to B Face
Surface
Dist. (ft)
Roof
0 - 78 156 312 350
P (psf) with GCPi - GCPi -18.08
-7.02
P (psf) with GCPi - GCPi -28.72 -28.72 -18.41 -13.26
-17.66 -17.66 -7.35 -2.20
Figure 6-9, page 54 Base Forces
Normal to L Face Case 1 Case 2
Normal to B Face Case 1 Case 2
Wind with Angle Case 3 Case 4
ASCE-7
VBase
(kips)
1661
1246
1545
1159
2405
1277
MBase
(ft - kips)
413748
310311
405736
304302
614613
326253
Fig. 6-9
MT
(ft - kips)
0
65415
0
57176
0
92024
Page 52
1578
FUpward (kips)
2015
1512
1948
1461
2972
(kips)
546
546
513
513
794
749
Min. wind
FUp,min (kips)
1152
1152
1152
1152
1152
1152
Sec. 6.1.4.1
Vmin
Design pressures for components and cladding
p = q (G Cp) - qi (G Cpi) where:
p = pressure on component for building with h > 60 ft. (Eq. 6-23, page 29). pmin =
10.00
psf (Sec. 6.1.4.2, pg 21)
q = qz for windward wall at height z above the ground, see table above. qh = qz value at mean roof height, h, for leeward wall, side walls, and roof. G Cp i = internal pressure coefficient. (Fig. 6-5) = a = Zone width = MAX[ MIN(0.1B, 0.1L), 3] = 32.9 G Cp = external pressure coefficient. (Fig. 6-17, page 65) Wall Comp.
Actual Effective Area ( ft2 )
Mullion Panel
z (ft)
0 - 15 20 25 30 40 50 60 70 80 90 100 120 140 156
550 3675
0.18 or -0.18 ft, (Fig 6-17 note 8, pg 65)
Zone 4 GCP - GCP
GCP
- GCP
0.60 0.60
0.60 0.60
-1.00 -1.00
-0.70 -0.70
Zone 5
Mullion Pressure (psf) Zone 4 Zone 5
Panel Pressure (psf) Zone 5 Zone 4
Positive
Negative
Positive
Negative
Positive
Negative
Positive
Negative
14.72 15.58 16.28 16.97 18.01 18.87 19.56 20.26 20.95 21.47 21.82 22.68 23.55 23.96
-27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03
14.72 15.58 16.28 16.97 18.01 18.87 19.56 20.26 20.95 21.47 21.82 22.68 23.55 23.96
-36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25
14.72 15.58 16.28 16.97 18.01 18.87 19.56 20.26 20.95 21.47 21.82 22.68 23.55 23.96
-27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03
14.72 15.58 16.28 16.97 18.01 18.87 19.56 20.26 20.95 21.47 21.82 22.68 23.55 23.96
-36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25
Page 5
2.0 Load Computation
Page 6
Glass Load Computation (Dead Load):
Density of glass,
d =
2500 Kg/m³
Thickness of Internal glass
t1 =
13.52 mm
Thickness of external glass
t2 =
6 mm
Total thickness of glass
Tthick =
Total weight of glass
Tglass =
19.52 mm 48.8 Kg/m²
Glass adopter provided on both side to transfer load of glass on transom, so considering point load on both side @ 150mm from the ends
SI No. 1 2 3 4 5 6
Width of Glass meter 1.08 1.08 1.08 0.99 0.99 0.99
Height of Glass (clear opening) meter 1.17 1.26 0.47 1.17 1.26 0.47
Weight of Glass Kg 61.664 66.407 24.771 56.525 60.873 22.707
10% additional weight of glass (Accessories) Kg 6.166 6.641 2.477 5.653 6.087 2.271
Load distribution on transom on both side (D/2) KN 0.333 0.358 0.134 0.305 0.328 0.123
Tributary width m 0.540 1.035 1.035 0.540
Wind Pressure on Mullion Kpa 1.300 1.300 1.300 1.300
Uniform load on Mullion KN 0.702 1.346 1.346 0.702
Wind Load Computation:
SI No. 1 2 3 4
Width of Panel 1 Width of Panel 2 m m 0 1.08 1.08 0.99 0.99 1.08 1.08 0
Page 7
3.0 Profile Details
Page 8
Page 9
Page 10
4.0 Design of Mullion
Page 11
MULLION PROFILE "100*45" TAKEN FOR DESIGN Material type (BS 8118: Part1: 1991) Alloy 6063 ‐ T6 Ea :=
70000 Mpa
Modulus of Elasticity
Eg :=
70000 Mpa
Shear Modulus
Gg :=
26600 Mpa
Coefficient of Linear expansion
Ɛg :=
2.30E‐05 Δ ̊C‐1
Density
ωg :=
2710 Kg.m‐3
̊ρ0 :=
160 Mpa
BS ‐ 8118 table 4.1
limiting stress for bending and over all yielding
̊ρV :=
95 Mpa
BS ‐ 8118 table 4.1
limiting stress for shear
̊ρa :=
175 Mpa
BS ‐ 8118 table 4.1
limiting stress for local capacity
Section Properties b =
45 mm
Profile Width
d =
100 mm
Profile Depth
bf =
40.3 mm
Element Width
tf =
3.5 mm
Profile Flange Thickness
dw =
80.3 mm
Element Depth
tw =
1.8 mm
Profile Web Thickness
gr =
0.5
Stress gradient coefficient, figure 4.2
CX =
22.5 mm
Distance from neutral Y‐axis to extreme fibers
CY =
55.5 mm
Distance from neutral X‐axis to extreme fibers
IX =
114.9 cm4
Moment of inertia at major axis
IY =
22.15 cm4
Moment of inertia at minor axis
WX = IX/CY
20.703 cm3
Elastic section modulus at x‐x axis
WY = IY/CX
9.844 cm3
Elastic section modulus at y‐y axis
A =
7.63 cm2
Cross ‐ Section area
Check for deflection Applying wind load
WL :=
Profile "100*45" it had max. deflection
1.3 kNm‐1
(uniformly distributed load) at mullion δ max :=
14.092 mm
Page 12
L =
2900 mm
δ allow = min (L/175, 19mm) δ allow =
16.571 mm
Since: δ max =
refer to project specification and AAMA code
14.092 mm
<
δ allow =
16.57143 mm
OK
Section Classification β < β1
fully compact
β1 < β < β0
semi compact
β > β0
slender
Ɛ := sqrt(250/ρ0) β0 =
22 Ɛ
β0 =
27.5
β1 =
18 Ɛ
β1 =
22.5
Ɛ = 1.25
Slenderness limit constant
Upper limit for a semi‐compact section
Upper limit for a fully compact section
Element clacification for web element dW =
80.3 mm
tw =
1.8 mm
gr = βW = βW = β1 =
width of the web element thickness of the web element
0.55
stress gradient coefficient (figure 4.2)
gr.dW.tw‐1
Slenderness parameter
24.536 22.5 <
βW =
24.536 >
β0 =
27.5 Semi Compact
Element clacification for flange element bf =
40.3 mm
tf =
3.5 mm
βf = βf = β1 =
width of the compression flange thickness of the compression flange
bf.tf‐1
slenderness parameter
11.514 22.5 >
βf =
11.514 <
β0 =
27.5
Thus the section is Fully compact
Page 13
Effective section determination for web element βW/Ɛ =
19.629
According BS8118: part1: 1991 ‐ table 4.4, Curve selection for international elements "C" kL = twe =
1
local buckling factor
kL.tW
according to figure 4.5 curve c
twe =
1.8 mm
Effective section thickness
Cxe =
22.5 mm
distance from neutral y‐axis to extreme fibers
Cye =
55.5 mm
distance from neutral x‐axis to extreme fibers
Ixe =
114.9 cm4
Effective moment of inertia at major axis
Iye =
22.15 cm4
Effective moment of inertia at minor axis
Wxe =
Ixe/Cye =
20.703 cm3
Effective elastic section modulus at x‐x axis
Wye =
Iye/Cxe =
9.844 cm3
Effective elastic section modulus at y‐y axis
Ae =
7.63 cm2
r = sqrt(Ixe/Ae) =
Effective cross section area
38.806 mm
radius of gyration
Check for bending moments resistance γm =
1.2
MZ = MRx =
material factor clause 4.5.5 table 3.3
1.794 kNm (ρ0.Wxe/γm)=
since: Mz
1.794 kNm
My =
0.023 kNm
MRy =
factored max. BM generated from staad 2.760 kNm
<
0.023 kNm
2.760 kNm
OK
factored max. BM generated from staad
(ρ0.Wye/γm) =
since: My =
MRx =
factored moment resistance at major axis
1.313 kNm
<
MRy =
factored moment resistance at minor axis 1.313 kNm
OK
Check for shear resistance according to BS 8118 part 1: 1991 ‐ section 4.5.3 dw/tw
≤
49Ɛ
fully compact
Page 14
dw/tw
>
49Ɛ
Ɛ := sqrt(250/ρ0) dw/twe = 49Ɛ = dw/twe =
slender
Ɛ =
1.25
Slenderness limit constant
44.611 61.25 44.611 >
49Ɛ =
61.25
SLENDER
Vy =
2.755 kN
factored max shear (Fy) generated from staad
Vz =
0.048 kN
factored max shear (Fz) generated from staad
NW =
2
number of webs
Nf =
2
number of flange
Yielding check for Fy Avw = Avw =
0.8.Nw.dw.twe
effective shear area
231.264 mm2
VRSWY = ρV.Avw/γm = Vy =
2.755 kN
18.308 kN <
VRSWY =
factored shear resistance 18.308 kN
OK
Buckling check for Fy VRSWY = 340kN/mm2.Nw.twe³/dw.γm VRSWY = Vy =
factored buckling resistance
41.156 kN 2.755 kN
<
VRSWY =
41.156 kN
OK
Yielding check for Fz Avf = Avf =
0.8.Nf.bf.tf
effective shear area
225.68 mm2
VRSWY = ρV.Avw/γm = Vz =
0.048 kN
17.866 kN <
VRSWY =
factored shear resistance 17.866 kN
OK
Buckling check for Fz VRSWY = 340kN/mm2.Nf.tf³/2.bf.γm VRSWY = Vz =
factored buckling resistance
301.437 kN 0.048 kN
<
VRSWY =
301.437 kN
OK
Page 15
Check for tension resistance According to BS 8118: part 1: 1991 ‐ 4.6.2 P =
1.464 kN
γm = PRS =
Factored max axial force due to dead load generated from STAAD
1.2
Material factor clause 4.5.5 table 3.3
(ρo.Ae/γm) =
P =
101.733 KN
1.464 KN
<
factored tension resistance
PRS =
101.733 kN
OK
Section check for bending with axial force (tension) According to BS 8118 part 1: 1991 4.8 P = PRS = My = MRy = MZ = MRx = SC =
1.464 101.733 0.023 1.313 1.794 2.760
(P/PR + My/Mry + Mz/Mrx)
SC = Since
KN KN kNm kNm kNm kNm
0.682 SC =
≤
1
0.682 ≤
1
OK
Check for compression resistance According to BS 8118: part 1: 1991 ‐ 4.7.3 P =
1.464 kN
γm =
1.2
Material factor clause 4.5.5 table 3.3
r = sqrt(Ixe/Ae) = l = ̊ρs := PRS = P =
Factored max axial force due to dead load generated from STAAD
L/r =
38.806 mm
radius of gyration
74.73091 80 Mpa
(ρs.Ae/γm) = 1.464 KN
figure 4.10 (b) Column buckling stress 50.86667 KN <
PRS =
factored compression resistance 50.867 kN
OK
Page 16
Section check for bending with axial force (Compression) According to BS 8118 part 1: 1991 4.8 P = PRS = My = MRy =
1.464 50.867 0.023 1.313
MZ = MRx = SC =
1.794 kNm 2.760 kNm (P/PR + My/Mry + Mz/Mrx)
SC = Since
KN KN kNm kNm
0.696 SC =
≤
1
0.696 ≤
1
OK
Page 17
5.0 Design of Transom
Page 18
TRANSOM "100*45" TAKEN FOR DESIGN Material type (BS 8118: Part1: 1991) Alloy 6063 ‐ T6 Wp =
1.3 kPa
TW max. =
1080 mm
b = Ltran =
design wind pressure Max. width of panel
45 mm
mullion width
Tw max.‐b
Ltran =
length of transom
1035 mm
Material Type (BS8118:part1:1991) Alloy 6063‐T6 Ea :=
70000 Mpa
Modulus of Elasticity
Eg :=
70000 Mpa
Shear Modulus
Gg :=
26600 Mpa
Coefficient of Linear expansion
Ɛg :=
2.31E‐05 Δ ̊C‐1
Density
ωg :=
2710 Kg.m‐3
̊ρ0 :=
160 Mpa
BS ‐ 8118 table 4.1
limiting stress for bending and over all yielding
̊ρV :=
95 Mpa
BS ‐ 8118 table 4.1
limiting stress for shear
̊ρa :=
175 Mpa
BS ‐ 8118 table 4.1
limiting stress for local capacity
Section Properties b =
45 mm
Profile Width
d =
100 mm
Profile Depth
bf =
40.3 mm
Element Width
tf =
3.5 mm
Profile Flange Thickness
dw =
80.3 mm
Element Depth
tw =
1.8 mm
Profile Web Thickness
gr =
0.5
Stress gradient coefficient, figure 4.2
CX =
55.5 mm
Distance from neutral Y‐axis to extreme fibers
CY =
22.5 mm
Distance from neutral X‐axis to extreme fibers
IX =
22.15 cm4
Moment of inertia at major axis
Page 19
IY =
114.9 cm4
Moment of inertia at minor axis
WX = IX/CY
9.844 cm3
Elastic section modulus at x‐x axis
WY = IY/CX
20.703 cm3
Elastic section modulus at y‐y axis
A =
7.63 cm2
Cross ‐ Section area
Load analysis due to wind load h1 =
1260 mm
height of glass above transom
h2 =
1170 mm
height of glass below transom
a1 =
1215 mm
Refer to elevation figure
γf = W =
1.2 Wp.a1
W = Wf =
W.γf
factored wind load 1.895 kNm‐1
Wf.Ltran/2
Vz = MZ =
Wind Load
1.580 kNm‐1
Wf = VZ =
Load factor table 3.1
Max. design shear due to wind load
0.981 kN Wf.Ltran²/8
Mz =
Max. design moment due to wind load
0.254 kNm
Section Classification β < β1
fully compact
β1 < β < β0
semi compact
β > β0
slender
Ɛ := sqrt(250/ρ0) β0 =
22 Ɛ
β0 =
27.5
β1 =
18 Ɛ
β1 =
22.5
Ɛ =
1.25
Slenderness limit constant
limit for a semi‐compact section
limit for a fully compact section
Element clacification for web element dW =
80.3 mm
width of the web element
Page 20
tw =
1.8 mm
thickness of the web element
gr =
0.5
stress gradient coefficient (figure 4.2)
βW =
gr.dW.tw‐1
βW =
22.30556
β1 =
Slenderness
22.5 >
βW =
22.30556 <
β0 =
27.5 Fully Compact
Element clacification for flange element bf =
40.3 mm
tf =
3.5 mm
βf = βf =
width of the compression flange thickness of the compression flange
bf.tf‐1
slenderness parameter
11.51429
β1 =
22.5 >
βf =
11.51429 <
β0 =
27.5
Thus the section is fully Compact Effective section determination for web element βW/Ɛ =
17.84444
According BS8118: part1: 1991 ‐ table 4.4, Curve selection for international elements "C" kL = twe =
1
local buckling factor according figure 4.5 curve c
kL.tW
according to figure 4.5 curve c
twe =
1.8 mm
effective thickness
bfe =
40.3 mm
Cxe =
55.5 mm
distance from neutral y‐axis to extreme fibers
Cye =
22.5 mm
distance from neutral x‐axis to extreme fibers
Ixe =
22.15 cm4
Effective moment of inertia at x‐x axis
Iye =
114.9 cm4
Effective moment of inertia at y‐y axis
effective width
Wxe =
Ixe/Cye =
9.844 cm3
Effective elastic section modulus at x‐x axis
Wye =
Iye/Cxe =
20.703 cm3
Effective elastic section modulus at y‐y axis
Ae = r = sqrt(Ixe/Ae) =
7.63 cm2 17.038 mm
Effective cross section area radius of gyration
Page 21
Check for bending moments resistance γm =
1.2
MZ = MRz =
material factor clause 4.5.5 table 3.3
0 kNm
factored max. BM generated from staad
(ρ0.Wye/γm) =
since: Mz =
0 kNm
2.760 kNm
<
factored moment resistance at major axis
MRz =
2.760 kNm
OK
Check for shear resistance according to BS 8118 part 1: 1991 ‐ section 4.5.3 γm =
1.2
Material factor clause 4.5.5 table 3.3
Vz =
0.517 KN
Max. design shear due to wind load
dw/tw
≤
49Ɛ
fully compact
dw/tw
>
49Ɛ
slender
Ɛ = sqrt(250/ρ0) dw/twe =
Ɛ =
1.25
Slenderness limit constant
44.611
49Ɛ =
61.25
dw/twe =
44.611 >
49Ɛ =
61.25
SLENDER
Yielding check Nw= Avw = Av = VRSY =
2
number of webs
0.8.Nw.dw.twe
effective shear area
231.264 mm2 ρV.Av/γm =
Vz =
0.517 kN
18.308 kN <
VRSY =
factored shear resistance 18.308 kN
OK
Buckling check VRSWY = 340kN/mm2.Nw.twe³/dw.γm VRSB = Vz =
factored buckling resistance
41.156 kN 0.517 kN
<
VRSB =
41.156 kN
OK
Load analysis due to dead load ρg =
24.525 kNm‐3
Unit weight of glass
Page 22
̊tg =
19.52 mm
Thickness of glass at vision area
h1 =
1260 mm
Max. height of glass panel
Ltran =
1035 mm
length of transom
a =
150 mm
location of setting block
γf =
1.2
Load factor table 3.1
DLg =
̊ρg.Ltran.h1.tg
DLg =
0.624 kN
DLgf = DLgf =
DLg.γf
Factored load of glass
0.749 N
Pg1 =
Pg2 =
Pg =
DLgf/2 =
Swtran =
ωa.g.A.1.1
Swtran =
Dead load due to glass weight
Pg 0.375 kN Self weight of transom (10% additional for accessories)
0.412 kNm‐1
DL tran = Swtran.γf
0.494 kNm‐1
Vy =
DLtran.Ltran/2 + Pg
Vy =
0.630 kN
My =
DLtran.Ltran²/8 + Pg.a
My =
0.122 kNm
Factored self weight of transom Max design shear due to dead load
Max design bending due to dead load
Check for bending moment resistance γm = My = MRx = MRX = Since
1.2
Material factor clause 4.5.5 table 3.3
0.079 kNm
Factored max bending moment generated from staad
ρ0.Wxe/γm
Factored moment resistance at major axis
1.313 kNm My =
0.079 kNm
<
MRX =
1.313 kNm
OK
Check for shear resistance according to BS8118 part1: 1991 ‐ table 4.3 γm =
1.2
Material factor clause 4.5.5 table 3.3
Page 23
Vy =
0 kN
Max design shear due to dead load
bfe/tf
≤
49Ɛ
fully compact
bfe/tf
>
49Ɛ
slender
Ɛ = sqrt(250/ρ0) bfe/tf =
Av = VRS =
Slenderness limit constant
61.25 11.51429 <
Nf= Av =
1.25
11.51429
49Ɛ = bfe/tf =
Ɛ =
49Ɛ =
61.25
2
Thus the section is Fully Compact Number of elements
0.8.Nf.bfe.tf
effective shear area
225.68 mm2 ρV.Av/γm =
Vy =
17.86633 kN
0 kN
<
factored shear resistance
VRS =
17.86633 kN
OK
Section check for bending with axial force According to BS 8118 part 1: 1991 4.8 MZ = MRz = My = MRx = SC =
0 2.760 0.122 1.313
(Mz/Mrz + My/Mrx)
SC = Since
KN kNm kNm kNm
0.093 SC =
≤
1
0.093 ≤
1
OK
Page 24
6.1 Curtain wall Analysis 2.9m height.
Page 25
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 10:50
Job Information Engineer
Checked
Approved
Name: 07-Dec-17
Date: Structure Type
SPACE FRAME
Number of Nodes
16
Highest Node
16
Number of Elements
24
Highest Beam
24
Number of Basic Load Cases
2
Number of Combination Load Cases
3
Included in this printout are data for: The Whole Structure All Included in this printout are results for load cases: Type L/C
Name
Primary
1
DEAD LOAD
Primary
2
WIND LOAD
Combination
3
LOAD COMBINATION FOR DEFELCTION
Combination
4
LOAD COMBINATION FOR LIMIT STATE
Combination
5
LOAD COMBINATION FOR ANCHOR DES
Nodes Node
X
Y
Z
(m)
(m)
(m)
1
0.000
0.000
0.000
2
1.080
0.000
0.000
3
2.070
0.000
0.000
4
3.150
0.000
0.000
5
0.000
1.170
0.000
6
1.080
1.170
0.000
7
2.070
1.170
0.000
8
3.150
1.170
0.000
9
0.000
2.430
0.000
10
1.080
2.430
0.000
11
2.070
2.430
0.000
12
3.150
2.430
0.000
13
0.000
2.900
0.000
14
1.080
2.900
0.000
15
2.070
2.900
0.000
16
3.150
2.900
0.000
Print Time/Date: 21/12/2017 11:49
STAAD.Pro for Windows 20.07.04.12
Print Run 1 of 3
Page 26
Job No
Sheet No
Rev
2 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 10:50
Beams Beam
Node A Node B
Length
Property
(m)
(degrees)
1
1
2
1.080
2
90
2
2
3
0.990
2
90
3
3
4
1.080
2
90
4
5
6
1.080
2
90
5
6
7
0.990
2
90
6
7
8
1.080
2
90
7
9
10
1.080
2
90
8
10
11
0.990
2
90
9
11
12
1.080
2
90
10
13
14
1.080
2
90
11
14
15
0.990
2
90
12
15
16
1.080
2
90
13
1
5
1.170
1
90
14
5
9
1.260
1
90
15
9
13
0.470
1
90
16
2
6
1.170
1
90
17
6
10
1.260
1
90
18
10
14
0.470
1
90
19
3
7
1.170
1
90
20
7
11
1.260
1
90
21
11
15
0.470
1
90
22
4
8
1.170
1
90
23
8
12
1.260
1
90
24
12
16
0.470
1
90
Section Properties Prop
Section
Area
Iyy
Izz
J
(cm2)
(cm4)
(cm4)
(cm4)
Material
1
MULLION100X45
7.630
22.154
114.900
81.352
ALUMINUM
2
TRANSOM100X45
7.630
22.154
114.900
81.352
ALUMINUM
Materials Mat
Name
E
(kN/mm2)
Density
(kg/m3)
(1/°K)
1
STEEL
205.000
0.300
7.83E+3
12E -6
2
STAINLESSSTEEL
197.930
0.300
7.83E+3
18E -6
3
ALUMINUM
68.948
0.330
2.71E+3
23E -6
4
CONCRETE
21.718
0.170
2.4E+3
10E -6
Print Time/Date: 21/12/2017 11:49
STAAD.Pro for Windows 20.07.04.12
Print Run 2 of 3
Page 27
Job No
Sheet No
Rev
3 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 10:50
Supports Node
X
Y
Z
(kN/mm)
(kN/mm)
(kN/mm)
rX
rY
rZ
1
Fixed
Fixed
Fixed
-
-
-
2
Fixed
Fixed
Fixed
-
-
-
3
Fixed
Fixed
Fixed
-
-
-
4
Fixed
Fixed
Fixed
-
-
-
13
Fixed
-
Fixed
-
-
-
14
Fixed
-
Fixed
-
-
-
15
Fixed
-
Fixed
-
-
-
16
Fixed
-
Fixed
-
-
-
(kN-m/deg) (kN-m/deg) (kN-m/deg)
Basic Load Cases Number
Name
1
DEAD LOAD
2
WIND LOAD
Combination Load Cases Comb.
Combination L/C Name
Primary
3
LOAD COMBINATION FOR DEFELCTION
1
DEAD LOAD
2
WIND LOAD
1.00
1
DEAD LOAD
1.20
2
WIND LOAD
1.20
1
DEAD LOAD
1.40
2
WIND LOAD
1.40
4
LOAD COMBINATION FOR LIMIT STATE
5
LOAD COMBINATION FOR ANCHOR DES
Print Time/Date: 21/12/2017 11:49
Primary L/C Name
STAAD.Pro for Windows 20.07.04.12
Factor 1.00
Print Run 3 of 3
Page 28
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 11:51
Entity Color Legend MULLION100X45 TRANSOM100X45 Default Plate Color Default Solid Color
Y X Z
Load 3
Whole Structure
Print Time/Date: 21/12/2017 11:52
STAAD.Pro for Windows 20.07.04.12
Print Run 1 of 2
Page 29
Job No
Sheet No
Rev
2 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 11:51
Y X Z
Load 1
Self weight. Print Time/Date: 21/12/2017 11:52
STAAD.Pro for Windows 20.07.04.12
Print Run 2 of 2
Page 30
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
20-Dec-2017 14:26
Node Displacement Summary Node
L/C
X
Y
Z
Resultant
rX
rY
rZ
(mm)
(mm)
(mm)
(mm)
(rad)
(rad)
(rad)
Max X
1
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.011
0.000
0.000
Min X
1
3:LOAD COMB
0.000
0.000
0.000
-0.011
0.000
0.000
Max Y
1
3:LOAD COMB
0.000 0.000
0.000
0.000
0.000
-0.011
0.000
0.000
Min Y
14
3:LOAD COMB
0.000
0.000
0.031
0.015
0.000
0.000
Max Z
1
3:LOAD COMB
0.000
-0.031 0.000
0.000
0.000
-0.011
0.000
0.000
Min Z
6
3:LOAD COMB
0.000
-0.023
13.524
-0.004
0.000
0.000
Max rX
14
3:LOAD COMB
0.000
-0.031
-13.524 0.000
0.031
0.015
0.000
0.000
Min rX
2
3:LOAD COMB
0.000
0.000
0.000
0.000
0.000
0.000
Max rY
1
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.015 -0.011
0.000
0.000
Min rY
1
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.011
0.000
Max rZ
1
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.011
0.000 0.000
Min rZ
1
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.011
0.000
Max Rst
6
3:LOAD COMB
0.000
-0.023
-13.524
13.524
-0.004
0.000
0.000 0.000
0.000
Beam Displacement Detail Summary Displacements shown in italic indicate the presence of an offset Beam L/C d X (m)
(mm)
Y
Z
Resultant
(mm)
(mm)
(mm)
Max X
3
3:LOAD COMB
0.216
0.000
-0.301
0.000
0.301
Min X
3
3:LOAD COMB
0.864
-0.301
0.000
0.301
Max Y
1
3:LOAD COMB
0.000
-0.000 0.000
0.000
0.000
0.000
Min Y
6
3:LOAD COMB
0.540
-0.000
-11.432
11.444
Max Z
1
3:LOAD COMB
0.000
0.000
-0.538 0.000
0.000
0.000
Min Z
17
3:LOAD COMB
0.252
0.000
-0.025
14.092
Max Rst
17
3:LOAD COMB
0.252
0.000
-0.025
-14.092 -14.092
Print Time/Date: 20/12/2017 15:13
STAAD.Pro for Windows 20.07.04.12
14.092
Print Run 1 of 1
Page 31
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
Date07-Dec-17
File
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 10:50
Beam Maximum Forces by Section Property Axial Max Fx
Section
Shear Max Fy Max Fz
(kN) MULLION100X45
Max +ve
(kN)
1.464
Max -ve TRANSOM100X45
Print Time/Date: 21/12/2017 10:51
(kN)
Torsion Max Mx (kNm)
Bending Max My Max Mz (kNm)
(kNm)
2.710
0.044
0.000
0.023
0.119
-2.755
-0.048
0.000
-0.021
-1.794
Max +ve
0.000
0.000
0.517
0.119
0.032
0.000
Max -ve
-0.039
-0.000
-0.517
-0.119
-0.079
-0.000
STAAD.Pro for Windows 20.07.04.12
Print Run 1 of 1
Page 32
Job No
Bottom reaction summary
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 11:51
Reaction Summary Node
L/C
Horizontal FX
Vertical FY
Horizontal FZ
MX
Moment MY
MZ
(kN)
(kN)
(kN)
(kNm)
(kNm)
(kNm)
Max FX
4
5:LOAD COMB
0.002
1.327
1.447
0.000
0.000
0.000
Min FX
1
5:LOAD COMB
1.327
1.447
0.000
0.000
0.000
Max FY
2
5:LOAD COMB
-0.002 0.000
2.387
2.710
0.000
0.000
0.000
Min FY
4
4:LOAD COMB
0.002
1.241
0.000
0.000
0.000
Max FZ
2
5:LOAD COMB
0.000
1.137 2.387
2.710
0.000
0.000
0.000
Min FZ
1
4:LOAD COMB
-0.002
1.138
0.000
0.000
0.000
Max MX
1
4:LOAD COMB
-0.002
1.138
1.241 1.241
0.000
0.000
0.000
Min MX
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000
Max MY
1
4:LOAD COMB
-0.002
1.138
1.241
0.000 0.000
0.000
0.000
Min MY
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000
Max MZ
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000 0.000
Min MZ
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000
0.000
Print Time/Date: 21/12/2017 11:58
STAAD.Pro for Windows 20.07.04.12
0.000
Print Run 1 of 1
Page 33
Job No
Top bracket reaction summary
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 11:51
Reaction Summary Node
L/C
Horizontal FX
Vertical FY
Horizontal FZ
MX
Moment MY
MZ
(kN)
(kN)
(kN)
(kNm)
(kNm)
(kNm)
Max FX
16
5:LOAD COMB
0.048
0.000
1.403
0.000
0.000
0.000
Min FX
13
5:LOAD COMB
0.000
1.403
0.000
0.000
0.000
Max FY
13
4:LOAD COMB
-0.044 -0.038
0.000
1.202
0.000
0.000
0.000
Min FY
13
4:LOAD COMB
-0.038
1.202
0.000
0.000
0.000
Max FZ
14
5:LOAD COMB
-0.002
0.000 0.000
2.755
0.000
0.000
0.000
Min FZ
13
4:LOAD COMB
-0.038
0.000
0.000
0.000
0.000
Max MX
13
4:LOAD COMB
-0.038
0.000
1.202 1.202
0.000
0.000
0.000
Min MX
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000
Max MY
13
4:LOAD COMB
-0.038
0.000
1.202
0.000 0.000
0.000
0.000
Min MY
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000
Max MZ
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000 0.000
Min MZ
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000
0.000
Print Time/Date: 21/12/2017 11:59
STAAD.Pro for Windows 20.07.04.12
0.000
Print Run 1 of 1
Page 34
6.2 Curtain wall Analysis 3.5m height.
Page 35
Page 36
Page 37
Glass Load Computation (Dead Load):
Density of glass,
d =
2500 Kg/m³
Thickness of Internal glass
t1 =
13.52 mm
Thickness of external glass
t2 =
6 mm
Total thickness of glass
Tthick =
Total weight of glass
Tglass =
19.52 mm 48.8 Kg/m²
Glass adopter provided on both side to transfer load of glass on transom, so considering point load on both side @ 150mm from the ends
SI No. 1 2 3 4 5 6
Width of Glass meter 1.5 1.5 1.5 1.53 1.53 1.53
Height of Glass (clear opening) meter 2.43 0.44 0.63 2.43 0.44 0.63
Weight of Glass Kg 177.876 32.208 46.116 181.434 32.852 47.038
10% additional weight of glass (Accessories) Kg 17.788 3.221 4.612 18.143 3.285 4.704
Load distribution on transom on both side (D/2) KN 0.960 0.174 0.249 0.979 0.177 0.254
Tributary width m 0.765 1.515 1.515 0.765
Wind Pressure on Mullion Kpa 1.740 1.740 1.740 1.740
Uniform load on Mullion KN 1.331 2.636 2.636 1.331
Wind Load Computation:
SI No. 1 2 3 4
Width of Panel 1 Width of Panel 2 m m 0 1.53 1.53 1.5 1.5 1.53 1.53 0
Page 38
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 13:22
Job Information Engineer
Checked
Approved
Name: 19-Dec-17
Date: Structure Type
SPACE FRAME
Number of Nodes
20
Highest Node
20
Number of Elements
31
Highest Beam
31
Number of Basic Load Cases
2
Number of Combination Load Cases
3
Included in this printout are data for: The Whole Structure All Included in this printout are results for load cases: Type L/C
Name
Primary
1
DEAD LOAD
Primary
2
WIND LOAD
Combination
3
LOAD COMBINATION FOR DEFELCTION
Combination
4
LOAD COMBINATION FOR LIMIT STATE
Combination
5
LOAD COMBINATION FOR ANCHOR DES
Nodes Node
X
Y
Z
(m)
(m)
(m)
1
0.000
0.000
0.000
2
1.530
0.000
0.000
3
3.030
0.000
0.000
4
4.530
0.000
0.000
5
0.000
2.430
0.000
6
1.530
2.430
0.000
7
3.030
2.430
0.000
8
4.530
2.430
0.000
9
0.000
2.870
0.000
10
1.530
2.870
0.000
11
3.030
2.870
0.000
12
4.530
2.870
0.000
13
0.000
3.500
0.000
14
1.530
3.500
0.000
15
3.030
3.500
0.000
16
4.530
3.500
0.000
17
6.060
0.000
0.000
18
6.060
2.430
0.000
19
6.060
2.870
0.000
20
6.060
3.500
0.000
Print Time/Date: 21/12/2017 13:23
STAAD.Pro for Windows 20.07.04.12
Print Run 1 of 3
Page 39
Job No
Sheet No
Rev
2 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 13:22
Beams Beam
Node A Node B
Length
Property
(m)
(degrees)
1
1
2
1.530
2
90
2
2
3
1.500
2
90
3
3
4
1.500
2
90
4
5
6
1.530
2
90
5
6
7
1.500
2
90
6
7
8
1.500
2
90
7
9
10
1.530
2
90
8
10
11
1.500
2
90
9
11
12
1.500
2
90
10
13
14
1.530
2
90
11
14
15
1.500
2
90
12
15
16
1.500
2
90
13
1
5
2.430
1
90
14
5
9
0.440
1
90
15
9
13
0.630
1
90
16
2
6
2.430
1
90
17
6
10
0.440
1
90
18
10
14
0.630
1
90
19
3
7
2.430
1
90
20
7
11
0.440
1
90
21
11
15
0.630
1
90
22
4
8
2.430
1
90
23
8
12
0.440
1
90
24
12
16
0.630
1
90
25
17
18
2.430
1
90
26
18
19
0.440
1
90
27
19
20
0.630
1
90
28
4
17
1.530
2
90
29
8
18
1.530
2
90
30
12
19
1.530
2
90
31
16
20
1.530
2
90
Section Properties Prop
Section
Area
Iyy
Izz
J
(cm2)
(cm4)
(cm4)
(cm4)
Material
1
MULLION120X45
18.260
46.466
480.200
103.559
ALUMINUM
2
TRANSOM120X45
8.580
178.900
26.433
103.559
ALUMINUM
Materials Mat
Name
E
(kN/mm2)
Density
(kg/m3)
(1/°K)
1
STEEL
205.000
0.300
7.83E+3
12E -6
2
STAINLESSSTEEL
197.930
0.300
7.83E+3
18E -6
3
ALUMINUM
68.948
0.330
2.71E+3
23E -6
4
CONCRETE
21.718
0.170
2.4E+3
10E -6
Print Time/Date: 21/12/2017 13:23
STAAD.Pro for Windows 20.07.04.12
Print Run 2 of 3
Page 40
Job No
Sheet No
Rev
3 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 13:22
Supports Node
X
Y
Z
(kN/mm)
(kN/mm)
(kN/mm)
rX
rY
rZ
1
Fixed
Fixed
Fixed
-
-
-
2
Fixed
Fixed
Fixed
-
-
-
3
Fixed
Fixed
Fixed
-
-
-
4
Fixed
Fixed
Fixed
-
-
-
13
Fixed
-
Fixed
-
-
-
14
Fixed
-
Fixed
-
-
-
15
Fixed
-
Fixed
-
-
-
16
Fixed
-
Fixed
-
-
-
17
Fixed
Fixed
Fixed
-
-
-
20
Fixed
-
Fixed
-
-
-
(kN-m/deg) (kN-m/deg) (kN-m/deg)
Basic Load Cases Number
Name
1
DEAD LOAD
2
WIND LOAD
Combination Load Cases Comb.
Combination L/C Name
Primary
3
LOAD COMBINATION FOR DEFELCTION
1
DEAD LOAD
2
WIND LOAD
1.00
1
DEAD LOAD
1.20
2
WIND LOAD
1.20
1
DEAD LOAD
1.40
2
WIND LOAD
1.40
4
LOAD COMBINATION FOR LIMIT STATE
5
LOAD COMBINATION FOR ANCHOR DES
Print Time/Date: 21/12/2017 13:23
Primary L/C Name
STAAD.Pro for Windows 20.07.04.12
Factor 1.00
Print Run 3 of 3
Page 41
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 13:22
Entity Color Legend MULLION120X45 TRANSOM120X45 Default Plate Color Default Solid Color
Y X Z
Load 3
Whole Structure
Print Time/Date: 21/12/2017 13:36
STAAD.Pro for Windows 20.07.04.12
Print Run 1 of 2
Page 42
Job No
Sheet No
Rev
2 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 13:22
Y X Z
Load 1
Self weight
Print Time/Date: 21/12/2017 13:36
STAAD.Pro for Windows 20.07.04.12
Print Run 2 of 2
Page 43
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 13:22
Node Displacement Summary Node
L/C
X
Y
Z
Resultant
rX
rY
rZ
(mm)
(mm)
(mm)
(mm)
(rad)
(rad)
(rad)
Max X
1
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.008
0.002
0.000
Min X
5
3:LOAD COMB
-0.012
-7.145
7.146
0.004
0.002
-0.000
Max Y
1
3:LOAD COMB
-0.073 0.000
0.000
0.000
0.000
-0.008
0.002
0.000
Min Y
15
3:LOAD COMB
0.000
0.000
0.023
0.014
-0.000
-0.000
Max Z
1
3:LOAD COMB
0.000
-0.023 0.000
0.000
0.000
-0.008
0.002
0.000
Min Z
7
3:LOAD COMB
-0.071
-0.021
12.856
0.008
-0.000
-0.000
Max rX
15
3:LOAD COMB
0.000
-0.023
-12.855 0.000
0.023
0.014
-0.000
-0.000
Min rX
3
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.000
0.000
Max rY
1
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.014 -0.008
0.002
0.000
Min rY
17
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.008
0.000
Max rZ
2
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.014
-0.002 0.000
Min rZ
9
3:LOAD COMB
-0.038
-0.013
-4.712
4.712
0.007
0.002
Max Rst
7
3:LOAD COMB
-0.071
-0.021
-12.855
12.856
0.008
-0.000
-0.000 -0.000
0.001
Beam Displacement Detail Summary Displacements shown in italic indicate the presence of an offset Beam L/C d X (m)
(mm)
Y
Z
Resultant
(mm)
(mm)
(mm)
Max X
28
3:LOAD COMB
0.765
0.000
-0.355
0.000
0.355
Min X
16
3:LOAD COMB
0.972
-0.008
-11.504
11.508
Max Y
1
3:LOAD COMB
0.000
-0.303 0.000
0.000
0.000
0.000
Min Y
28
3:LOAD COMB
0.765
0.000
0.000
0.355
Max Z
12
3:LOAD COMB
0.600
-0.000
-0.355 -0.027
0.019
0.033
Min Z
19
3:LOAD COMB
1.701
-0.079
-0.014
15.445
Max Rst
19
3:LOAD COMB
1.701
-0.079
-0.014
-15.445 -15.445
Print Time/Date: 21/12/2017 13:22
STAAD.Pro for Windows 20.07.04.12
15.445
Print Run 1 of 1
Page 44
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
Date19-Dec-17
File
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 13:22
Beam Maximum Forces by Section Property Axial Max Fx
Section
Shear Max Fy Max Fz
(kN) MULLION120X45
Max +ve
(kN)
1.577
Max -ve TRANSOM120X45
Print Time/Date: 21/12/2017 13:27
(kN)
Torsion Max Mx (kNm)
Bending Max My Max Mz (kNm)
(kNm)
6.448
0.031
0.000
0.045
0.126
-6.512
-0.100
-0.003
-0.037
-5.597
Max +ve
0.059
0.002
1.424
0.139
0.063
0.003
Max -ve
-0.110
-0.002
-1.395
-0.139
-0.215
-0.003
STAAD.Pro for Windows 20.07.04.12
Print Run 1 of 1
Page 45
Job No
Bottom bracket reaction summary
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 16:10
Reaction Summary Node
L/C
Horizontal FX
Vertical FY
Horizontal FZ
MX
Moment MY
MZ
(kN)
(kN)
(kN)
(kNm)
(kNm)
(kNm)
Max FX
17
5:LOAD COMB
0.003
2.351
3.317
0.000
0.000
0.000
Min FX
2
5:LOAD COMB
4.349
6.407
0.000
0.000
0.000
Max FY
2
5:LOAD COMB
-0.024 -0.024
4.349
6.407
0.000
0.000
0.000
Min FY
1
4:LOAD COMB
0.001
2.843
0.000
0.000
0.000
Max FZ
3
5:LOAD COMB
0.002
1.974 4.313
6.448
0.000
0.000
0.000
Min FZ
1
4:LOAD COMB
0.001
1.974
0.000
0.000
0.000
Max MX
1
4:LOAD COMB
0.001
1.974
2.843 2.843
0.000
0.000
0.000
Min MX
1
4:LOAD COMB
0.001
1.974
2.843
0.000
0.000
Max MY
1
4:LOAD COMB
0.001
1.974
2.843
0.000 0.000
0.000
0.000
Min MY
1
4:LOAD COMB
0.001
1.974
2.843
0.000
0.000
Max MZ
1
4:LOAD COMB
0.001
1.974
2.843
0.000
0.000 0.000
Min MZ
1
4:LOAD COMB
0.001
1.974
2.843
0.000
0.000
0.000
Print Time/Date: 23/12/2017 12:55
STAAD.Pro for Windows 20.07.04.12
0.000
Print Run 1 of 1
Page 46
Job No
Top bracket reaction summary
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 16:10
Reaction Summary Node
L/C
Horizontal FX
Vertical FY
Horizontal FZ
MX
Moment MY
MZ
(kN)
(kN)
(kN)
(kNm)
(kNm)
(kNm)
Max FX
20
5:LOAD COMB
0.040
0.000
3.205
0.000
0.000
0.000
Min FX
13
5:LOAD COMB
0.000
3.205
0.000
0.000
0.000
Max FY
13
4:LOAD COMB
-0.028 -0.024
0.000
2.747
0.000
0.000
0.000
Min FY
13
4:LOAD COMB
-0.024
2.747
0.000
0.000
0.000
Max FZ
14
5:LOAD COMB
0.000
0.000 0.000
6.510
0.000
0.000
0.000
Min FZ
20
4:LOAD COMB
0.034
0.000
0.000
0.000
0.000
Max MX
13
4:LOAD COMB
-0.024
0.000
2.747 2.747
0.000
0.000
0.000
Min MX
13
4:LOAD COMB
-0.024
0.000
2.747
0.000
0.000
Max MY
13
4:LOAD COMB
-0.024
0.000
2.747
0.000 0.000
0.000
0.000
Min MY
13
4:LOAD COMB
-0.024
0.000
2.747
0.000
0.000
Max MZ
13
4:LOAD COMB
-0.024
0.000
2.747
0.000
0.000 0.000
Min MZ
13
4:LOAD COMB
-0.024
0.000
2.747
0.000
0.000
0.000
Print Time/Date: 23/12/2017 12:55
STAAD.Pro for Windows 20.07.04.12
0.000
Print Run 1 of 1
Page 47
7.0 Bottom Bracket design
Page 48
Page 49
Job No
Bottom reaction summary
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 11:51
Reaction Summary Node
L/C
Horizontal FX
Vertical FY
Horizontal FZ
MX
Moment MY
MZ
(kN)
(kN)
(kN)
(kNm)
(kNm)
(kNm)
Max FX
4
5:LOAD COMB
0.002
1.327
1.447
0.000
0.000
0.000
Min FX
1
5:LOAD COMB
1.327
1.447
0.000
0.000
0.000
Max FY
2
5:LOAD COMB
-0.002 0.000
2.387
2.710
0.000
0.000
0.000
Min FY
4
4:LOAD COMB
0.002
1.241
0.000
0.000
0.000
Max FZ
2
5:LOAD COMB
0.000
1.137 2.387
2.710
0.000
0.000
0.000
Min FZ
1
4:LOAD COMB
-0.002
1.138
0.000
0.000
0.000
Max MX
1
4:LOAD COMB
-0.002
1.138
1.241 1.241
0.000
0.000
0.000
Min MX
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000
Max MY
1
4:LOAD COMB
-0.002
1.138
1.241
0.000 0.000
0.000
0.000
Min MY
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000
Max MZ
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000 0.000
Min MZ
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000
0.000
Print Time/Date: 21/12/2017 11:58
STAAD.Pro for Windows 20.07.04.12
0.000
Print Run 1 of 1
Page 50
ANALYSIS OF STEEL BRACKET: Rwind =
2.71 KN
Fz
Support reactions due to wind load STAAD output file (factorized load)
Rdead =
2.387 KN
FY
Support reactions due to dead load STAAD output file (factorized load)
Horizon =
0.002 kN
Fx
Check for Fin Bolt(s) as per BS 8118‐1: 1991 Size =
M10
Bolt Size
grade =
A4‐70
Grade Considered
Vbolt =
sqrt(Rwind² + Rdead²)/2 =
1.806 kN
Vbolt =
1.806 kN
Shear Load at bolt cross‐section double shear (factored)
VR =
15.53 kN
Shear capacity of chosen bolt size/grade
Since; Vbolt =
1.806 KN
<
VR =
15.53 kN
OK
Check for Tension T1bolt =
Fx =
TR =
0.002 kN 26.1 kN
Since; Tbolt =
Tension capacity of chosen bolt size/grade 0.002 KN
<
TR =
26.1 kN
OK
Combined check for Tension & shear (Tbolt/TR)² + (Vbolt/VR)² =
0.014 <
1.4
OK
Check for bearing df =
10 mm
Fastener diameter (nominal)
t =
1.8 mm
Bearing thickness (mullion)
γm =
1.2
Material factor
Pa =
460 Mpa
Limiting stress for local capacity
BRP =
10.35 KN
Bearing capacity (as per BS 8118: part1 & BS‐5950)
Page 51
Since; Vbolt =
1.806 KN
<
BRP =
10.35 kN
OK
Thus the strength requirements for the fin bolt are satisfied Check for built‐up Steel bracket (fin plate) as per BS 5950:part1:2000 Py =
275 Mpa
tf =
6 mm
bf =
70 mm
Zzf =
Section thickness Section width
2*tf.bf²/6
Zzf = Mrzf =
Design strength
Elastic Section Modulus
9800 mm3
Bending moment capacity
py.Zzf/γm
Mrzf =
2.246 kNm
Mzf =
0.11935
Since; Mzf =
Actual moment 0.119 KNm
<
Mrzf =
2.246 KNm
OK
The strength requirements for the fin plates and welds are satisfied Computation for width of compression triangle mr =
70000 Mpa/29000 Mpa =
pg =
30 Mpa
pt =
600 Mpa
2.414
Modular Ratio Concrete strength Bolt Strength
n =
mr.pg.40 mm/mr.pg+pt =
Tbolt=
[Rdead (40+ 10)mm + Rwind(40 mm ‐ n/3)]/2 . ( 40 mm ‐ n/3)
Tbolt=
2.902 KN
Py =
275 Mpa
tb =
8 mm
bb =
215 mm
sxb =
0.25.bb.tb² =
4.308
Width of compression Triangle refer to figure
tensile load on anchor bolts considering 20mm tolerence Design strength Section thickness Section width 3440 mm3
Plastic section capacity
Page 52
MRb =
py.sxb/γm =
0.788 kNm
Mb =
Tbolt. 50mm =
0.145 kNm
Since; Mb =
0.145 KNm
<
Bending moment capacity Local bending moment at base plate MRb =
0.788 KNm
OK
The strength requirement for the base plate is satisfied Check for Anchor bolts at Steel Bracket Vabolt= Rdead Vabolt=
2.387 kN
Tabolt= Rwind Tabolt=
2.71 kN
Mabolt= Rdead(40+10) mm Mabolt=
0.11935
use anchor bolt 2 M‐10 for detail refer the anchor design.
Page 53
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
fischer FZE Jebel Ali Free Zone Warehouse No XB 01 P.O. Box 261738 Dubai [email protected] www.fischer.ae
Design Specifications Anchor Anchor system Anchor Anchorage depth
fischer Bolt anchor FAZ II Bolt anchor FAZ II 10/10, zinc plated steel 40 mm
Design Data
Anchor design in Concrete according European Technical Assessment ETA-05/0069, Option 1, Issued 03/07/2017
Geometry / Loads / Scale units mm, kN, kNm
Value of design actions (including partial safety factor for the load)
Static
Not drawn to scale
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 54
Page 1
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Input data Design method Base material Concrete condition Reinforcement
TR055/ETAG 001, Annex C, Method A Normal weight concrete, C30/37, EN 206 Cracked, dry hole No or standard reinforcement. Edge reinforcement with stirrups. With reinforcement against splitting hammer drilling Push-through installation Annular gap not filled Static or quasi-static Base plate flush installed on base material 70 mm x 215 mm x 8 mm Customized profile
Drilling method Installation type Annular gap Type of loading Base plate location Base plate geometry Profile type
Design actions *⁾ # 1
NSd kN
VSd,x kN
VSd,y kN
MSd,x kNm
MSd,y kNm
MT,Sd kNm
Type of loading
2.39
0.00
2.71
0.00
-0.12
0.00
Static or quasi-static
*⁾ The required partial safety factors for actions are included
Resulting anchor forces Tensile action kN
Shear Action kN
Shear Action x kN
Shear Action y kN
1
3.09
1.36
0.00
1.36
2
3.09
1.36
0.00
1.36
Anchor no.
max. concrete compressive strain : max. concrete compressive stress : Resulting tensile actions : Resulting compression actions :
0.11 3.5 6.19 3.80
‰ N/mm² kN , X/Y position ( 0 / 0 ) kN , X/Y position ( -32 / 0 )
Resistance to tension loads Action kN
Capacity kN
Utilisation βN %
Steel failure *
3.09
18.87
16.4
Pullout failure *
3.09
10.57
29.3
Concrete cone failure
3.09
7.39
41.9
Proof
* Most unfavourable anchor
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 55
Page 2
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Steel failure ( NRd,s )
NRk,s kN
γMs
NRd,s kN
NSd kN
βN,s %
28.30
1.50
18.87
3.09
16.4
Anchor no.
βN,s %
Group N°
Decisive Beta
1
16.4
1
βN,s;1
2
16.4
2
βN,s;2
NRk,p kN
Ψc
γMp
NRd,p kN
NSd kN
βN,p %
15.86
1.220
1.50
10.57
3.09
29.3
Pullout failure ( NRd,p )
The given Psi,c-factor may has been determined by interpolation.
Anchor no.
βN,p %
Group N°
Decisive Beta
1, 2
29.3
1
βN,p;1
Concrete cone failure ( NRd,c )
Eq. (5.2)
Eq. (5.2a)
Eq. (5.2c)
Eq. (5.2d)
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 56
Page 3
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Eq. (5.2e)
NRk,c kN
γMc
NRd,c kN
NSd kN
βN,c %
11.08
1.50
7.39
3.09
41.9
Anchor no.
βN,c %
Group N°
Decisive Beta
1
41.9
1
βN,c;1
2
41.9
2
βN,c;2
Resistance to shear loads Proof
Action kN
Capacity kN
Utilisation βV %
Steel failure without lever arm *
1.36
17.12
7.9
Concrete pry-out failure
1.36
19.20
7.1
* Most unfavourable anchor
Steel failure without lever arm ( VRd,s )
VRk,s kN
γMs
VRd,s kN
VSd kN
βVs %
21.40
1.25
17.12
1.36
7.9
Anchor no.
βVs %
Group N°
Decisive Beta
1
7.9
1
βVs;1
2
7.9
2
βVs;2
Concrete pry-out failure ( VRd,cp )
Eq. (5.6)
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 57
Page 4
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Eq. (5.2)
Eq. (5.2a)
Eq. (5.2c)
Eq. (5.2d) Eq. (5.2e)
VRk,cp kN
γMc
VRd,cp kN
VSd kN
βV,cp %
28.81
1.50
19.20
1.36
7.1
βV,cp %
Group N°
Decisive Beta
1
7.1
1
βV,cp;1
2
7.1
2
βV,cp;2
Anchor no.
Utilization of tension and shear loads Tension loads
Utilisation βN %
Shear Loads
Utilisation βV %
Steel failure *
16.4
Steel failure without lever arm *
7.9
Pullout failure *
29.3
Concrete pry-out failure
7.1
Concrete cone failure
41.9
* Most unfavourable anchor
Resistance to combined tensile and shear loads Eq. (5.8a)
Proof successful
Eq. (5.8b) Eq. (5.9)
Information concerning the anchor plate Base plate details Plate thickness specified by user without proof Profile type
t = 8 mm Customized profile
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 58
Page 5
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Technical remarks All data and information in the software is based on fischer products and common engineering knowledge. Please check all the proof results against local valid standards and approvals. As fischer is not the design office, the attached is no guarantee for incorrect input or assumptions. Any recommendations have to be approved by the building-authority or project engineer. Results are valid only for anchor system calculated in the attached. If any part of the system is changed, it will invalidate this report and new calculations would be required. The calculation was done under the assumption that a sufficient splitting reinforcement is available. In this case the spliiting failure can be omitted. The transmission of the anchor loads to the supports of the concrete member shall be shown for the ultimate limit state and the serviceability limit state; for this purpose, the normal verifications shall be carried out under due consideration of the actions introduced by the anchors. For these verifications the additional provisions given in the current design method shall be taken into account. As a pre-condition the anchor plate is assumed to be flat when subjected to the actions. Therefore, the plate must be sufficiently stiff. The C-Fix anchor plate design is based on a proof of stresses and does not allow a statement about the stiffness of the plate. The proof of the necessary stiffness is not carried out by C-Fix.
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 59
Page 6
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Installation data Anchor Anchor system Anchor
fischer Bolt anchor FAZ II Bolt anchor FAZ II 10/10, zinc plated steel
Accessories
Blow-out pump ABG big Hammer drill bit SDS Plus IV 10/100/160
Art.-No. 94981 Art.-No. 89300 Art.-No. 504140
Installation details Thread diameter Drill hole diameter Drill hole depth Anchorage depth Drilling method Drill hole cleaning Installation type Annular gap Installation torque Socket size Base plate thickness Total fixing thickness Tfix,max
M 10 d0 = 10 mm h2 = 65 mm hef = 40 mm hammer drilling only blow out by hand Push-through installation Annular gap not filled Tinst = 45.0 Nm 17 mm t = 8 mm tfix = 8 mm tfix, max = 30 mm
Base plate details Base plate material Base plate thickness Clearance hole in base plate
S 275 t = 8 mm df=12 mm
Attachment Profile type Distance between profiles
Customized profile 15 mm
Profile dimensions
mm
Height
6
Width
70
Anchor coordinates Anchor no.
x mm
y mm
1
0
72.5
2
0
-72.5
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 60
Page 7
8.0 Top Bracket design
Page 61
Page 62
Job No
Top bracket reaction summary
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 11:51
Reaction Summary Node
L/C
Horizontal FX
Vertical FY
Horizontal FZ
MX
Moment MY
MZ
(kN)
(kN)
(kN)
(kNm)
(kNm)
(kNm)
Max FX
16
5:LOAD COMB
0.048
0.000
1.403
0.000
0.000
0.000
Min FX
13
5:LOAD COMB
0.000
1.403
0.000
0.000
0.000
Max FY
13
4:LOAD COMB
-0.044 -0.038
0.000
1.202
0.000
0.000
0.000
Min FY
13
4:LOAD COMB
-0.038
1.202
0.000
0.000
0.000
Max FZ
14
5:LOAD COMB
-0.002
0.000 0.000
2.755
0.000
0.000
0.000
Min FZ
13
4:LOAD COMB
-0.038
0.000
0.000
0.000
0.000
Max MX
13
4:LOAD COMB
-0.038
0.000
1.202 1.202
0.000
0.000
0.000
Min MX
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000
Max MY
13
4:LOAD COMB
-0.038
0.000
1.202
0.000 0.000
0.000
0.000
Min MY
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000
Max MZ
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000 0.000
Min MZ
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000
0.000
Print Time/Date: 21/12/2017 11:59
STAAD.Pro for Windows 20.07.04.12
0.000
Print Run 1 of 1
Page 63
ANALYSIS OF STEEL BRACKET: Rwind =
2.755 KN
Fz
Rdead =
0 KN
FY
0.048 kN
Fx
Horizon =
Support reactions due to wind load STAAD output file (factorized load)
Check for Fin Bolt(s) as per BS 8118‐1: 1991 Size =
M10
Bolt Size
grade =
A4‐70
Grade Considered
Vbolt =
sqrt(Rwind² + Rdead²)/2 =
1.378 kN
Vbolt =
1.378 kN
Shear Load at bolt cross‐section double shear (factored)
VR =
15.53 kN
Shear capacity of chosen bolt size/grade
Since; Vbolt =
1.378 KN
<
VR =
15.53 kN
OK
Check for Tension Tbolt =
Fx =
TR =
0.048 kN 26.1 kN
Since; Tbolt =
Tension capacity of chosen bolt size/grade 0.048 KN
<
TR =
26.1 kN
OK
Combined check for Tension & shear (Tbolt/TR)² + (Vbolt/VR)² =
0.008 <
1.4
OK
Check for bearing df =
10 mm
Fastener diameter (nominal)
t =
1.8 mm
Bearing thickness
γm =
1.2
Material factor table 3.3 of BS8118: part1
Pa =
460 Mpa
Limiting stress for local capacity
BRP =
13.8 KN
Bearing capacity (as per BS 8118: part1)
Page 64
Since; Vbolt =
1.378 KN
<
BRP =
13.8 kN
OK
Thus the strength requirements for the fin bolt are satisfied Check for built‐up steel bracket (fin plate) as per BS 5950:part1:2000 Py =
275 Mpa
tf =
6 mm
bf =
70 mm
Zzf =
Section width Elastic Section Modulus
9800 mm3
Bending moment capacity
py.Zzf/γm
Mrf = Mf =
Section thickness
2*tf.bf²/6
Zzf = Mrf =
Design strength
2.246 kNm Rwind (40+ 20)
Mf =
Bending Moment at Fin Plate
0.220 kNm
Since; Mf =
Considering 20mm tolerence 0.220 KNm
<
Mrf =
2.246 KNm
OK
The strength requirements for the fin plates and welds are satisfied Computation for width of compression triangle mr =
70000 Mpa/29000 Mpa =
pg =
30 Mpa
pt =
600 Mpa
2.414
Modular Ratio Concrete strength Bolt Strength
n =
mr.pg.40 mm/mr.pg+pt =
Tbolt=
[Rwind (40 + 20)mm + Rdead(40 mm ‐ n/3)]/2 . ( 40 mm ‐ n/3)
Tbolt=
2.143 KN
Py =
275 Mpa
tb =
8 mm
bb =
215 mm
4.308
Width of compression Triangle refer to figure
tensile load on anchor bolts considering 20mm tolerence Design strength Section thickness Section width
Page 65
sxb =
0.25.bb.tb² =
3440 mm3
Plastic section capacity
MRb =
py.sxb/γm =
0.788 kNm
Bending moment capacity
Mb =
Tbolt.55mm =
0.118 kNm
Since; Mb =
0.118 KNm
<
Local bending moment at base plate MRb =
0.788 KNm
OK
The strength requirement for the base plate is satisfied Check for Anchor bolts at Steel Bracket Tabolt= Rwind Tabolt=
2.755 kN
Mabolt= Rwind(40+20) mm Mabolt=
0.1653
use anchor bolt 2 M‐10 for detail refer the anchor design.
Page 66
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
fischer FZE Jebel Ali Free Zone Warehouse No XB 01 P.O. Box 261738 Dubai [email protected] www.fischer.ae
Design Specifications Anchor Anchor system Anchor Anchorage depth
fischer Bolt anchor FAZ II Bolt anchor FAZ II 10/10, zinc plated steel 40 mm
Design Data
Anchor design in Concrete according European Technical Assessment ETA-05/0069, Option 1, Issued 03/07/2017
Geometry / Loads / Scale units mm, kN, kNm
Value of design actions (including partial safety factor for the load)
Static
Not drawn to scale
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 67
Page 1
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Input data Design method Base material Concrete condition Reinforcement
TR055/ETAG 001, Annex C, Method A Normal weight concrete, C30/37, EN 206 Cracked, dry hole No or standard reinforcement. Edge reinforcement with stirrups. With reinforcement against splitting hammer drilling Push-through installation Annular gap not filled Static or quasi-static Base plate flush installed on base material 70 mm x 215 mm x 8 mm Customized profile
Drilling method Installation type Annular gap Type of loading Base plate location Base plate geometry Profile type
Design actions *⁾ # 1
NSd kN
VSd,x kN
VSd,y kN
MSd,x kNm
MSd,y kNm
MT,Sd kNm
Type of loading
2.76
0.00
0.00
0.00
-0.16
0.00
Static or quasi-static
*⁾ The required partial safety factors for actions are included
Resulting anchor forces Tensile action kN
Shear Action kN
Shear Action x kN
Shear Action y kN
1
3.92
0.00
0.00
0.00
2
3.92
0.00
0.00
0.00
Anchor no.
max. concrete compressive strain : max. concrete compressive stress : Resulting tensile actions : Resulting compression actions :
0.14 4.5 7.84 5.08
‰ N/mm² kN , X/Y position ( 0 / 0 ) kN , X/Y position ( -32 / 0 )
Resistance to tension loads Action kN
Capacity kN
Utilisation βN %
Steel failure *
3.92
18.87
20.8
Pullout failure *
3.92
10.57
37.1
Concrete cone failure
3.92
7.39
53.1
Proof
* Most unfavourable anchor
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 68
Page 2
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Steel failure ( NRd,s )
NRk,s kN
γMs
NRd,s kN
NSd kN
βN,s %
28.30
1.50
18.87
3.92
20.8
Anchor no.
βN,s %
Group N°
Decisive Beta
1
20.8
1
βN,s;1
2
20.8
2
βN,s;2
NRk,p kN
Ψc
γMp
NRd,p kN
NSd kN
βN,p %
15.86
1.220
1.50
10.57
3.92
37.1
Pullout failure ( NRd,p )
The given Psi,c-factor may has been determined by interpolation.
Anchor no.
βN,p %
Group N°
Decisive Beta
1, 2
37.1
1
βN,p;1
Concrete cone failure ( NRd,c )
Eq. (5.2)
Eq. (5.2a)
Eq. (5.2c)
Eq. (5.2d)
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 69
Page 3
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Eq. (5.2e)
NRk,c kN
γMc
NRd,c kN
NSd kN
βN,c %
11.08
1.50
7.39
3.92
53.1
Anchor no.
βN,c %
Group N°
Decisive Beta
1
53.1
1
βN,c;1
2
53.1
2
βN,c;2
Resistance to combined tensile and shear loads Proof successful
(5.8a)
Information concerning the anchor plate Base plate details Plate thickness specified by user without proof Profile type
t = 8 mm Customized profile
Technical remarks All data and information in the software is based on fischer products and common engineering knowledge. Please check all the proof results against local valid standards and approvals. As fischer is not the design office, the attached is no guarantee for incorrect input or assumptions. Any recommendations have to be approved by the building-authority or project engineer. Results are valid only for anchor system calculated in the attached. If any part of the system is changed, it will invalidate this report and new calculations would be required. The calculation was done under the assumption that a sufficient splitting reinforcement is available. In this case the spliiting failure can be omitted. The transmission of the anchor loads to the supports of the concrete member shall be shown for the ultimate limit state and the serviceability limit state; for this purpose, the normal verifications shall be carried out under due consideration of the actions introduced by the anchors. For these verifications the additional provisions given in the current design method shall be taken into account. As a pre-condition the anchor plate is assumed to be flat when subjected to the actions. Therefore, the plate must be sufficiently stiff. The C-Fix anchor plate design is based on a proof of stresses and does not allow a statement about the stiffness of the plate. The proof of the necessary stiffness is not carried out by C-Fix.
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 70
Page 4
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Installation data Anchor Anchor system Anchor
fischer Bolt anchor FAZ II Bolt anchor FAZ II 10/10, zinc plated steel
Accessories
Blow-out pump ABG big Hammer drill bit SDS Plus IV 10/100/160
Art.-No. 94981 Art.-No. 89300 Art.-No. 504140
Installation details Thread diameter Drill hole diameter Drill hole depth Anchorage depth Drilling method Drill hole cleaning Installation type Annular gap Installation torque Socket size Base plate thickness Total fixing thickness Tfix,max
M 10 d0 = 10 mm h2 = 65 mm hef = 40 mm hammer drilling only blow out by hand Push-through installation Annular gap not filled Tinst = 45.0 Nm 17 mm t = 8 mm tfix = 8 mm tfix, max = 30 mm
Base plate details Base plate material Base plate thickness Clearance hole in base plate
S 275 t = 8 mm df=12 mm
Attachment Profile type Distance between profiles
Customized profile 15 mm
Profile dimensions
mm
Height
6
Width
70
Anchor coordinates Anchor no.
x mm
y mm
1
0
72.5
2
0
-72.5
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 71
Page 5
9.0 Analysis of Glass
Page 72
ANALYSIS OF CURTAIN WALL GLASS 13.52mm laminated (glass inner) + 18 mm Air gap + 6mm fully tempered glass (outer) Reference Drawings and Pane a =
1260 mm
Long side
b =
1080 mm
Short side
t1 =
13.52 mm
Interior Lite Thickness LG
t2 =
6 mm
Exterior Lite Thickness FT
AR =
a/b =
1.167 Aspect Ratio
Computation for Load Resistance Capacity As per ASTME 1300‐03 qw = NFL1 =
1.3 kPa 8 kPa
Design wind pressure Non factored load for 13.52mm interior lite‐figureA1.9
GT1 =
3.6
Glass type factor for interior lite‐FT (Table 2)
LS1 =
1.1
Load share factor for interior lite ‐ table 5
LR1 = LR1 =
NFL1.GT1.LS1 31.68
NFL2 =
2.6 kPa
GT2 =
3.6
LS2 =
10.8
kPa kPa
Non factored load for 6mm Exterior lite‐figureA1.6 Glass type factor for interior lite‐FT (Table 2) Load share factor for interior lite ‐ table 5
LR2 =
NFL2.GT2.LS2
kPa
LR2 = LR =
101.088
kPa
LR = Since qw =
Load Resistance Capacity ‐ for interior Lite
Load Resistance Capacity ‐ for interior Lite
min(LR1,LR2) 31.68 kPa 1.3 Kpa
<
LR =
31.68 Kpa
OK
Ok for 13.52mm laminated FT glass + 6mm fully tempered glass in strength
Page 73
Computation for Center of Glass Deflection using alternate analysis prescribed by ASTM E1300‐03 qdef = qw
Design wind pressure
qdef =
1.3 Kpa
E =
71700 Mpa
Modulus of Elasticity for Glass
AR =
1.167
Aspect Ratio
r0 =
0.553 ‐ 3.83 AR + 1.11 AR² ‐ 0.0969 AR³
r0 = r1 =
‐2.558 ‐2.29 + 5.83 AR ‐ 2.17 AR² + 0.2067 AR³
r1 = r2 =
Calculation Parameters
1.886
Calculation Parameter
1.485 ‐ 1.91 AR + 0.82 AR² ‐ 0.0822 AR³
r2 =
0.242
Calculation Parameter
Ls1 =
t1³/(t1³+t2³) =
0.919623 Deflection load share factor for interior lite
Ls2 =
t2³/(t1³+t2³) =
0.080377 Deflection load share factor for exterior lite
X1 =
ln[ ln {Ls1.qdef.((a.b)²/(E.t14))}] =
0.790 For interior lite
X2 =
ln[ ln {Ls2.qdef.((a.b)²/(E.t24))}] =
0.316 For interior lite
δ1 =
t1.e
δ2 =
t2.e
δmax =
r0+r1.X1+r2.X1²
=
4.790 mm
r0+r1.X2+r2.X2²
=
4.950 mm
4.950 mm
Allowable Glass Deflection δallow =
min (b/50, 25mm) =
Since: δmax =
4.950 mm
21.6 mm <
δallow =
Since the maximum center of glass deflection δmax = 4.950 mm is less than the allowable
21.6 mm
δallow =
OK
21.6 mm
Ok for 13.52mm laminated FT glass + 6mm fully tempered glass in deflection
Page 74
10.0 Technical References
Page 75
Page 76
Page 77
STRUCTURAL CAPACITIES OF GRADE 8.8 BOLTS AS PER BS 8118 - 1 : 1991 TABLE S1. Tension, Shear & Bearing Capacity Size M6
Nominal Tensile Diameter Stress area
Bolt Capacity Tensile
Shear
Bearing Capacity, min (VRF, VRP) < VRS (KN) Aluminum ply thickness, t (mm)
df (mm)
As (mm²)
PRT (KN)
VRS (KN)
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
6.00
20.10
16.75
9.97
1.75
2.63
3.5
4.38
5.25
6.13
7
7.88
8.75
9.63
10.5
11.38
12.25
13.13
14
14.88
15.75
16.63
17.5
M8
8.00
36.60
30.5
18.15
2.33
3.5
4.67
5.83
7
8.17
9.33
10.5
11.67
12.83
14
15.17
16.33
17.5
18.67
19.83
21
22.17
23.33
M10
10.00
58.00
48.33
28.76
2.92
4.38
5.83
7.29
8.75
10.21
11.67
13.13
14.58
16.04
17.5
18.96
20.42
21.88
23.33
24.79
26.25
27.71
29.17
M12
12.00
84.30
70.25
41.8
2.92
5.25
7
8.75
10.5
12.25
14
15.75
17.5
19.25
21
22.75
24.5
26.25
28
29.75
31.5
33.25
35
M14
14.00
115.00
95.83
57.02
3.06
6.13
8.17
10.21
12.25
14.29
16.33
18.38
20.42
22.46
24.5
26.54
28.58
30.63
32.67
34.71
36.75
38.79
40.83 46.67
M16
16.00
157.00
130.83
77.85
3.5
6.58
9.33
11.67
14
16.33
18.67
21
23.33
25.67
28
30.33
32.67
35
37.33
39.67
42
44.33
M18
18.00
192.00
160
95.2
3.94
6.58
10.5
13.13
15.75
18.38
21
23.63
26.25
28.88
31.5
34.13
36.75
39.38
42
44.63
47.25
49.88
52.5
M20
20.00
245.00
204.17
121.48
4.38
6.56
11.67
14.58
17.5
20.42
23.33
26.25
29.17
32.08
35
37.92
40.83
43.75
46.67
49.58
52.5
55.42
58.33
M22
22.00
303.00
252.5
150.24
4.81
7.22
11.68
16.04
19.25
22.46
25.67
28.88
32.08
35.29
38.5
41.71
44.92
48.13
51.33
54.54
57.75
60.96
64.17
M24
24.00
353.00
294.17
175.03
5.25
7.88
11.69
17.5
21
24.5
28
31.5
35
38.5
42
45.5
49
52.5
56
59.5
63
66.5
70
=
1.00
=
2
WHERE : α c
; For steel and stainless steel bolts and rivets ; When df/t<10
(BS 8118 : Part 1:1991 Section 6.4.3) (BS 8118 : Part 1:1991 Section 6.4.4)
; When 10
(BS 8118 : Part 1:1991 Section 6.4.4)
c
=
20t / df
c
=
1.5
; When df/t>13
(BS 8118 : Part 1:1991 Section 6.4.4)
αs
=
0.7
; For steel bolts or rivets
(BS 8118 : Part 1:1991 Section 6.4.2)
K1
=
0.85
; For Normal Clearance bolts
(BS 8118 : Part 1:1991 Section 6.4.2)
γm
=
1.2
; Material factor
(BS 8118 : Part 1:1991 Section 3.3.3 Table 3.3)
pa
=
175
pf
=
1000 N/mm² ; yield strength of bolts (bearing)
N/mm² ; Limiting stress for local Capacity (Alum. Alloy 6063-T6)
(BS 8118 : Part 1:1991 Section 4.2 Table 4.1) (BS 8118 : Part 1:1991 Section 6.4.1)
PRT
=
αpf As / γm
; Tensile Capacity
(BS 8118 : Part 1:1991 Section 6.4.3)
VRS
=
αspf As K1 / γm
; Shear Capacity
(BS 8118 : Part 1:1991 Section 6.4.2)
BRF
=
df t 2 pf / γm
; Bearing Capacity of fastener
(BS 8118 : Part 1:1991 Section 6.4.4)
BRP
=
c df t pa / γm
; Bearing Capacity of connected ply
(BS 8118 : Part 1:1991 Section 6.4.4)
NOTES : *Shaded bearing capacity values are greater than the shear capacity of bolt Hence, use minimum shear capacity of bolt
Page 78
Page 79
EXCEPTION: For buildings whose mean roof height is less than or equal to 30 ft, the upwind distance may be reduced to 1,500 ft (457 m).
Exposure C: Exposure C shall apply for all cases where Exposures B or D do not apply. Exposure D: Exposure D shall apply where the ground surface roughness, as defined by Surface Roughness D, prevails in the upwind direction for a distance greater than 5,000 ft (1,524 m) or 20 times the building height, whichever is greater. Exposure Dshall extend into downwind areas of Surface Roughness B or C for a distance of 600 ft (200 m) or 20 times the height of the building, whichever is greater. For a site located in the transition zone between exposure categories, the category resulting in the largest wind forces shall be used. EXCEPTION: An intermediate exposure between the preceding categories is pennitted in a transition zone provided that it is detennined by a rational analysis method defined in the recognized literature.
4. HILj, 2 0.2. 5. H is greater than or equal to 15 ft (4.5 m) for Exposures C and D and 60 ft (18 m) for Exposure B.
6.5.7.2 Topographic Factor. The wind speed-up effect shall be included in the calculation of design wind loads by using the factor K,,:
where K I , K2, and K3 are given in Fig. 6-4. If site conditions and locations of structures do not meet all the conditions specified in Section 6.5.7.1 then K, = 1.0.
6.5.8 Gust Effect Factor. 6.5.8.1 Rigid Structures. For rigid structures as defined in Section 6.2, the gust-effect factor shall be taken as 0.85 or calculated by the formula:
6.5.6.4 Exposure Category for Main Wind-Force Resisting System. 6.5.6.4.1 Buildings and Other Structures. For each wind direction considered, wind loads for the design of the MWFRS determined from Fig. 6-6 shall be based on the exposure categories defined in Section 6.5.6.3. 6.5.6.4.2 Low-Rise Buildings. Wind loads for the design of the MWFRSs for low-rise buildings shall be determined using a velocity pressure qj, based on the exposure resulting in the highest wind loads for any wind direction at the site where external pressure coefficients GCPj given in Fig. 6-10 are used.
I
6.5.6.5 Exposure Category for Components and Cladding. Components and cladding design pressures for all buildings and other structures shall be based on the exposure resulting in the highest wind loads for any direction at the site. 6.5.6.6 Velocity Pressure Exposure Coefficient. Based on the exposure category determined in Section 6.5.6.3, a velocity pressure exposure coefficient K, or Kj,, as applicable, shall be determined from Table 6-3. For a site located in a transition zone between exposure categories, that is, near to a change in ground surface roughness, intermediate values of K, or Kj,, between those shown in Table 6-3, are permitted, provided that they are determined by a rational analysis method defined in the recognized literature. 6.5.7 Topographic Effects.
6.5.7.1 Wind Speed-Up over Hills, Ridges, and Escarpments. Wind speed-up effects at isolated hills, ridges, and escarpments constituting abrupt changes in the general topography, located in any exposure category, shall be included in the design when buildings and other site conditions and locations of structures meet all of the following conditions:
where I: = the intensity of turbulence at height 7 where 7 = the equivalent height of the structure defined as 0.6h, but not less than z,,, for all building heights h. z,,, and c are listed for each exposure in Table 6-2; g g and g , shall be taken as 3.4. The background response Q is given by
where B, h are defined in Section 6.3; and L: = the integral length scale of turbulence at the equivalent height given by
InSI:
L: = l
(fo)?
in which ! and C are constants listed in Table 6-2.
6.5.8.2 Flexible or Dynamically Sensitive Structures. Forflexible or dynamically sensitive structures as defined in Section 6.2, the gust-effect factor shall be calculated by
G j = 0.925
(6-8) /
1. The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature (100H) or 2 mi (3.22 km), whichever is less. This distance shall be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. 2. The hill, ridge, or escarpment protrudes above the height of upwind terrain features within a 2-mi (3.22 km) radius in any quadrant by a factor of two or more. 3. The structure is located as shown in Fig. 6-4 in the upper one-half of a hill or ridge or near the crest of an escarpment.
g g and g , shall be taken as 3.4 and g ~ is given by
R , the resonant response factor, is given by R = / $ i i E z l
(6- 10) (6- 11) ASCE 7-05
Page 80
Page 81
Page 82
Page 83
Page 84
Page 85
Page 86
Page 87
Page 88
Page 89
!NOTE 1 The imposed loads are the imposed floor loads and the imposed roof loads. NOTE 2 The crane loads are the self-weight of the crane, the lifted load and the allowances for dynamic effects."
Page 90
Page 91
Page 92
Page 93
Page 94
Page 95
Page 96
Page 97
Page 98
Page 99
Page 100
Page 101
Page 102
Page 103
E 1300 – 03 TABLE 1 Glass Type Factors (GTF) for a Single Lite of Monolithic or Laminated Glass
3.2.4.1 annealed (AN) glass, n—a flat, monolithic, glass lite of uniform thickness where the residual surface stresses are nearly zero as defined in Specification C 1036. 3.2.4.2 fully tempered (FT) glass, n—a flat, monolithic, glass lite of uniform thickness that has been subjected to a special heat treatment process where the residual surface compression is not less than 69 MPa (10 000 psi) or the edge compression not less than 67 MPa (9 700 psi) as defined in Specification C 1048. 3.2.4.3 heat strengthened (HS) glass, n—a flat, monolithic, glass lite of uniform thickness that has been subjected to a special heat treatment process where the residual surface compression is not less than 24 MPa (3 500 psi) or greater than 52 MPa (7 500 psi) as defined in Specification C 1048. 3.2.4.4 insulating glass (IG) unit, n—any combination of two glass lites that enclose a sealed space filled with air or other gas. 3.2.4.5 laminated glass (LG), n—a flat lite of uniform thickness consisting of two monolithic glass plies bonded together with an interlayer material as defined in Specification C 1172. Discussion—Many different interlayer materials are used in laminated glass. The information in this practice applies only to polyvinyl butyral (PVB) interlayers. 3.2.5 glass type (GT) factor, n—a multiplying factor for adjusting the load resistance of different glass types, that is, annealed, heat-strengthened, or fully tempered in monolithic, LG or IG constructions. 3.2.6 lateral, adj—perpendicular to the glass surface. 3.2.7 load, n—a uniformly distributed lateral pressure. 3.2.7.1 specified design load, n—the magnitude in kPa (psf), type (for example, wind or snow) and duration of the load given by the specifying authority. 3.2.7.2 load resistance (LR), n—the uniform lateral load that a glass construction can sustain based upon a given probability of breakage and load duration. (a) Discussion—Multiplying the non-factored load from figures in Annex A1 by the relevant GTF and load share (LS) factors gives the load resistance associated with a breakage probability less than or equal to 8 lites per 1 000. 3.2.7.3 long duration load, n—any load lasting approximately 30 days. Discussion—For loads having durations other than 3 s or 30 days, refer to Table X6.1. 3.2.7.4 non-factored load (NFL), n—three second duration uniform load associated with a probability of breakage less than or equal to 8 lites per 1 000 for monolithic annealed glass as determined from the figures in Annex A1. 3.2.7.5 glass weight load, n—the dead load component of the glass weight. 3.2.7.6 short duration load, n—any load lasting 3 s or less. 3.2.8 load share (LS) factor, n—a multiplying factor derived from the load sharing between the two lites, of equal or different thicknesses and types (including the layered behavior of laminated glass under long duration loads), in a sealed IG unit.
GTF Glass Type
Short Duration Load
Long Duration Load
AN HS FT
1.0 2.0 4.0
0.5 1.3 3.0
TABLE 2 Glass Type Factors (GTF) for Insulating Glass (IG), Short Duration Load Lite No. 2 Monolithic Glass or Laminated Glass Type
Lite No. 1 Monolithic Glass or Laminated Glass Type AN HS FT
AN
HS
FT
GTF1
GTF2
GTF1
GTF2
GTF1
GTF2
0.9 1.9 3.8
0.9 1.0 1.0
1.0 1.8 3.8
1.9 1.8 1.9
1.0 1.9 3.6
3.8 3.8 3.6
TABLE 3 Glass Type Factors (GTF) for Insulating Glass (IG), Long Duration Load Lite No. 1 Monolithic Glass or Laminated Glass Type AN HS FT
Lite No. 2 Monolithic Glass or Laminated Glass Type AN
HS
FT
GTF1
GTF2
GTF1
GTF2
GTF1
GTF2
0.45 1.25 2.85
0.45 0.5 0.5
0.5 1.25 2.85
1.25 1.25 1.25
0.5 1.25 2.85
2.85 2.85 2.85
TABLE 4 Minimum Glass Thicknesses Nominal Thickness or Designation mm (in.) 2.5 (3⁄32) 2.7 (lami) 3.0 (1⁄8) 4.0 (5⁄32) 5.0 (3⁄16) 6.0 (1⁄4) 8.0 (5⁄16) 10.0 (3⁄8) 12.0 (1⁄2) 16.0 (5⁄8) 19.0 (3⁄4) 22.0 (7⁄8)
Minimum Thickness mm (in.) 2.16(0.085) 2.59(0.102) 2.92 ( 0.115) 3.78 ( 0.149) 4.57(0.180) 5.56(0.219) 7.42(0.292) 9.02(0.355) 11.91(0.469) 15.09(0.595) 18.26(0.719) 21.44(0.844)
3.2.3.2 thickness designation for laminated glass (LG), n—a term used to specify a LG construction based on the combined thicknesses of component plies. (a) Add the minimum thicknesses of the two glass plies and the interlayer thickness. For interlayer thicknesses greater than 1.52 mm (0.060 in.) use 1.52 mm (0.060 in.) in the calculation. (b) Select the monolithic thickness designation in Table 4 having the closest minimum thickness that is equal to or less than the value obtained in 3.2.3.2(a). (c) Exception: The costruction of two 6 mm (1⁄4 in.) glass plies plus 0.76 mm (0.030 in.) interlayer shall be defined as 12 mm (1⁄2 in.). 3.2.4 Glass Types: 2
Page 104
E 1300 – 03 TABLE 5 Load Share (LS) Factors for Insulating Glass (IG) Units
NOTE 1—Lite No. 1 Monolithic glass, Lite No. 2 Monolithic glass, short or long duration load, or Lite No. 1 Monolithic glass, Lite No. 2 Laminated glass, short duration load only, or Lite No. 1 Laminated Glass, Lite No. 2 Laminated Glass, short or long duration load. Lite No. 1
Lite No. 2
Monolithic Glass Nominal Thickness
Monolithic Glass, Short or Long Duration Load or Laminated Glass, Short Duration Load Only 2.5 (3⁄32)
2.7 (lami)
3 (1⁄8)
4 (5⁄32)
5 (3⁄16)
6 (1⁄4)
8 (5⁄16)
10 (3⁄8)
12 (1⁄2)
16 (5⁄8)
19 (3⁄4)
mm
( in.)
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1 LS2
2.5 2.7 3 4 5 6 8 10 12 16 19
(3⁄32) (lami) (1⁄8) (5⁄32) (3⁄16) (1⁄4) (5⁄16) (3⁄8) (1⁄2) (5⁄8) (3⁄4)
2.00 1.58 1.40 1.19 1.11 1.06 1.02 1.01 1.01 1.00 1.00
2.00 2.73 3.48 6.39 10.5 18.1 41.5 73.8 169. 344. 606.
2.73 2.00 1.70 1.32 1.18 1.10 1.04 1.02 1.01 1.01 1.00
1.58 2.00 2.43 4.12 6.50 10.9 24.5 43.2 98.2 199. 351.
3.48 2.43 2.00 1.46 1.26 1.14 1.06 1.03 1.01 1.01 1.00
1.40 1.70 2.00 3.18 4.83 7.91 17.4 30.4 68.8 140. 245.
6.39 4.12 3.18 2.00 1.57 1.31 1.13 1.07 1.03 1.02 1.01
1.19 1.32 1.46 2.00 2.76 4.18 8.53 14.5 32.2 64.7 113.
10.5 6.50 4.83 2.76 2.00 1.56 1.23 1.13 1.06 1.03 1.02
1.11 1.18 1.26 1.57 2.00 2.80 5.27 8.67 18.7 37.1 64.7
18.1 10.9 7.91 4.18 2.80 2.00 1.42 1.23 1.10 1.05 1.03
1.06 1.10 1.14 1.31 1.56 2.00 3.37 5.26 10.8 21.1 36.4
41.5 24.5 17.4 8.53 5.27 3.37 2.00 1.56 1.24 1.12 1.07
1.02 1.04 1.06 1.13 1.23 1.42 2.00 2.80 5.14 9.46 15.9
73.8 43.2 30.4 14.5 8.67 5.26 2.80 2.00 1.43 1.21 1.12
1.01 1.02 1.03 1.07 1.13 1.23 1.56 2.00 3.31 5.71 9.31
169. 98.2 68.8 32.2 18.7 10.8 5.14 3.31 2.00 1.49 1.28
1.01 1.01 1.01 1.03 1.06 1.10 1.24 1.43 2.00 3.04 4.60
344. 199. 140. 64.7 37.1 21.1 9.46 5.71 3.04 2.00 1.57
1.00 1.01 1.01 1.02 1.03 1.05 1.12 1.21 1.49 2.00 2.76
606. 351. 245. 113. 64.7 36.4 15.9 9.31 4.60 2.76 2.00
1.00 1.00 1.00 1.01 1.02 1.03 1.07 1.12 1.28 1.57 2.00
6.12.5 The load resistance of the IG unit is the lower of the two calculated LR values. 6.13 For Insulating Glass (IG) with One Monolithic Lite and One Laminated Lite, Under Long Duration Load: 6.13.1 The load resistance of each lite must first be calculated for that load acting for a short duration as in 6.11, and then for the same load acting for a long duration as given in 6.13.2-6.13.5.
6.13.3 Determine GTF1 for lite No.1 and GTF2 for lite No. 2) from Table 3 for the relevant glass type. 6.13.4 Determine LS1 for lite No. 1and LS2 for lite No. 2 from Table 6 for the relevant lite thickness. 6.13.5 Multiply NFL by GTF and by LS for each lite to determine LR1 for lite No.1 and LR2 for lite No. 2 of the insulating glass unit, based on the long duration load resistance of each lite, as follows:
NOTE 3—There are some combinations of IG with laminated glass where its monolithic-like behavior under a short duration load gives the IG a lesser load resistance than under the layered behavior of long duration loads.
LR1 5 NFL1 X GTF1 X LS1 and LR2 5 NFL2 X GTF2 X LS2
6.13.6 The load resistance of the IG unit is the lowest of the four calculated LR values LR1 and LR2 for short duration loads from 6.11.4 and LR1 and LR2 for long duration loads from 6.13.5.
6.13.2 Determine the values for the NFL1 for Lite No.1 and NFL2 for lite No. 2 from the upper charts of Figs. A1.1–A1.12 and A1.27–A1.33 (see Annex A2 for examples).
TABLE 6 Load Share (LS) Factors for IG Units
NOTE 1—Lite No. 1 Monolithic glass, Lite No. 2 Laminated glass, long duration load only. Lite No. 1
Lite No. 2
Monolithic Glass
Laminated Glass
Nominal Thickness
5 (3⁄16)
6 (1⁄4)
8 (5⁄16)
10 (3⁄8)
12 (1⁄2)
16 (5⁄8)
19 (3⁄4)
mm
( in.)
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
2.5 2.7 3 4 5 6 8 10 12 16 19 22
(3⁄32) (lami) (1⁄8) (5⁄32) (3⁄16) (1⁄4) (5⁄16) (3⁄8) (1⁄2) (5⁄8) (3⁄4) (7⁄8)
3.00 2.16 1.81 1.37 1.21 1.12 1.05 1.03 1.01 1.01 1.00 1.00
1.50 1.86 2.24 3.69 5.75 9.55 21.3 37.4 85.0 172 304 440
4.45 3.00 2.39 1.64 1.36 1.20 1.09 1.05 1.02 1.01 1.01 1.00
1.29 1.50 1.72 2.56 3.75 5.96 12.8 22.1 49.7 100 176 256
11.8 7.24 5.35 3.00 2.13 1.63 1.27 1.15 1.06 1.03 1.02 1.01
1.09 1.16 1.23 1.50 1.88 2.59 4.76 7.76 16.6 32.8 57.2 82.5
20.0 12.0 8.68 4.53 3.00 2.11 1.47 1.26 1.11 1.06 1.03 1.02
1.05 1.09 1.13 1.28 1.50 1.90 3.13 4.83 9.84 19.0 32.8 47.2
35.2 20.8 14.8 7.34 4.60 3.00 1.84 1.47 1.20 1.10 1.06 1.04
1.03 1.05 1.07 1.16 1.28 1.50 2.19 3.13 5.92 11.0 18.7 26.7
82.1 48.0 33.8 16.1 9.54 5.74 3.00 2.11 1.48 1.24 1.13 1.09
1.01 1.02 1.03 1.07 1.12 1.21 1.50 1.90 3.07 5.23 8.46 11.8
147 85.5 60.0 28.1 16.4 9.54 4.60 3.00 1.87 1.43 1.24 1.17
1.01 1.01 1.02 1.04 1.07 1.12 1.28 1.50 2.15 3.35 5.15 7.02
5
Page 105
E 1300 – 03
FIG. A1.6 (upper chart) Nonfactored Load Chart for 6.0 mm (1⁄4 in.) Glass with Four Sides Simply Supported (lower chart) Deflection Chart for 6.0 mm (1⁄4 in.) Glass with Four Sides Simply Supported
12
Page 106
E 1300 – 03
FIG. A1.7 (upper chart) Nonfactored Load Chart for 8.0 mm (5⁄16 in.) Glass with Four Sides Simply Supported (lower chart) Deflection Chart for 8.0 mm (5⁄16 in.) Glass with Four Sides Simply Supported
13
Page 107
E 1300 – 03
FIG. A1.8 (upper chart) Nonfactored Load Chart for 10.0 mm (3⁄8 in.) Glass with Four Sides Simply Supported (lower chart) Deflection Chart for 10.0 mm (3⁄8 in.) Glass with Four Sides Simply Supported
14
Page 108
E 1300 – 03
FIG. A1.9 (upper chart) Nonfactored Load Chart for 12.0 mm (1⁄2 in.) Glass with Four Sides Simply Supported (lower chart) Deflection Chart for 12.0 mm (1⁄2 in.) Glass with Four Sides Simply Supported
15
Page 109
E 1300 – 03 APPENDIXES (Nonmandatory Information) X1. PROCEDURE FOR CALCULATING THE APPROXIMATE CENTER OF GLASS DEFLECTION
X1.2.2 The aspect ratio (AR) of a glass plate is found by dividing the glass length by the glass width as follows:
X1.1 The first optional procedure presented in this appendix gives the determination of the approximate lateral deflection of a monolithic rectangular glass plate (note the special procedures for laminated and insulating glass) subjected to a uniform lateral load. In development of this procedure, it was assumed that all four edges of the glass are simply supported and free to slip in the plane of the glass. This boundary condition has been shown to be typical of many glass installations.5,7,8 X1.1.1 This procedure can be used for laminated glass under short-term loads using the laminated glass thickness designation. X1.1.2 For laminated glass under long-term loads and for symmetrical IG units under long or short-term loads, the approximate lateral deflection is the single lite deflection at half of the design load. X1.1.3 For IG units under uniform lateral load both lites will deflect by almost equal amounts. The deflection is calculated using the load carried by either lite from Table 5 or Table 6, load share (LS) factors. The total load divided by the LS factor for either lite gives the approximate load carried by that lite for deflection calculations.
AR 5 a/b
where: a = plate length (long dimension), mm (in.), and b = plate width (short dimension), mm (in.). X1.2.2.1 The aspect ratio is always equal to or greater than 1. The aspect ratio is plotted along the horizontal axis of the deflection chart. X1.2.3 The nondimensional load, q, is calculated using the following equation: q 5 qA2 / Et4
(X1.3)
where: q = applied load, kPa (psi), t = true glass thickness, mm (in.), E = Modulus of elasticity of glass, kPa (psi), and A = area of the rectangular glass plate, mm2 (in.2). X1.2.3.1 For practical purposes, the value of E for glass can be taken to be 71.7 3 106 kPa (10.4 3 106 psi). All quantities must be expressed in consistent units. X1.3 The contour lines plotted on the deflection chart in Fig. X1.1 present the variation of the natural logarithm of the nondimensional loads as a function of the nondimensional deflection and aspect ratio.
X1.2 The Vallabhan-Wang nonlinear plate analysis was used to calculate the relationship between the nondimensional load, the nondimensional deflection, and the glass plates aspect ratio.8 The resulting relationship is depicted in the deflection chart presented in Fig. X1.1. Because the information presented in Fig. X1.1 is nondimensionalized, Fig. X1.1 can be used with either SI or inch-pound units. X1.2.1 The nondimensional maximum deflection wˆ is found by dividing the maximum lateral deflection of the glass, w , by the true glass thickness, t , as follows: wˆ 5 w/t
(X1.2)
X1.4 The following procedure can be used to determine the maximum lateral deflection (w) for a particular case. X1.4.1 Calculate the aspect ratio (AR) of the glass using Eq X1.2. Locate this point on the horizontal axis of the deflection chart and project a vertical line. X1.4.2 For monolithic glass and laminated glass under short duration loads, calculate the nondimensional load using Eq X1.3, find its natural logarithm (ln), and interpolate between the contour lines on the deflection chart to locate the corresponding position on the vertical line projected in X1.4.1. X1.4.2.1 For IG units, calculate the load carried by one lite by dividing the total load by the LS factor. Use this value to
(X1.1)
The nondimensional maximum deflection is plotted along the vertical axis of the deflection chart. When the actual thickness of the glass is unknown, use the minimum thickness from Table 4 to calculate the deflections.
52
Page 110
E 1300 – 03
FIG. X1.1 Deflection Chart
X1.5.1.3 Project a horizontal line from the point located in X1.5.1.2. The corresponding nondimensional maximum lateral deflection (wˆ) is thus seen to be approximately 2.2. X1.5.1.4 Calculate the maximum lateral deflection of the glass as follows:
calculate the nondimensional load for that lite using Eq X1.3, find its natural logarithm, and interpolate between the contour lines on the deflection chart to locate the corresponding position on the vertical line projected in X1.4.1. X1.4.3 Project a horizontal line from the point located in X1.4.2. The nondimensional maximum deflection (wˆ) of the glass is given by the intersection of this horizontal line and the vertical axis of the chart. X1.4.4 Calculate the maximum deflection (w) of the glass by multiplying the nondimensional deflection (w ˆ ) by the true glass thickness.
w 5 ~2.2! ~5.6 mm! 5 12.3 mm
X1.5.2 Example 6: Lateral Deflection Calculation in InchPound Units—Determine the maximum lateral deflection associated with a vertical 50- by 60- by 1⁄4-in. rectangular glass plate subjected to a uniform lateral load of 38 psf. The actual thickness of the glass is 0.220 in. as determined through direct measurement. X1.5.2.1 Calculate the aspect ratio of the glass as follows:
X1.5 Examples 5 and 6 illustrate this procedure as follows: X1.5.1 Example 5: Lateral Deflection Calculation in SI Units—Determine the maximum lateral deflection (w) associated with a vertical 1 200- by 1 500- by 6 mm rectangular glass plate subjected to a uniform lateral load of 1.80 kPa. The actual thickness of the glass is 5.60 mm as determined through direct measurement. X1.5.1.1 Calculate the aspect ratio of the glass as follows: AR 5 ~1 500 mm! / ~1 200 mm! 5 1.25
(X1.5)
AR 5 60 in./50 in. 5 1.2
(X1.6)
Locate this point on the horizontal axis of the deflection chart presented in Fig. X1.1 and construct a vertical line. X1.5.2.2 Calculate the natural logarithm of the nondimensional lateral load from Eq X1.3 as follows:
(X1.4)
= (38 lbf/ft2) (1⁄144 psi/psf) = 0.264 psi, = (50 in.) (60 in.) = 3 000 in.2, = (0.264 psi) (3 000 in.2)2/ [(10.4 3 106 psi) (0.22 in.)4], q = 97.5, and ln(q) = ln (97.5) = 4.58. Locate the point corresponding to ln(q) = 4.58 on the vertical line drawn in X1.5.2.1 by interpolating between the contour lines for ln(q) = 4.5 and 5.0. X1.5.2.3 Project a horizontal line from the point located in X1.5.2.2. The corresponding nondimensional maximum lateral deflection is thus seen to be approximately 2.4. X1.5.2.4 Calculate the maximum lateral deflection of the glass as follows: q A q
Locate this point on the horizontal axis of the deflection chart presented in Fig. X1.1 and construct a vertical line. X1.5.1.2 Calculate the natural logarithm of the nondimensional lateral load from Eq X1.3 as follows: q A q
= 1.80 kPa, = (1 500 mm) (1 200 mm) = 1 800 000 mm2, = (1.80 kPa) (1 800 000 mm2) 2 (71.7 3 106 kPa) (5.6 mm)4, q = 82.7, and ln(q) = (82.7) = 4.42.
Locate the point corresponding to ln(q) = 4.42 on the vertical line drawn in X1.1 by interpolating between the contour lines for ln(q) = 4.0 and 4.5.
w 5 ~2.4! ~0.22 in.! 5 0.53 in.
53
Page 111
(X1.7)
E 1300 – 03 X2. ALTERNATE PROCEDURE FOR CALCULATING THE APPROXIMATE CENTER OF GLASS DEFLECTION
X2.2.2 a = 1 500 b = 1 200 From Eq X2.2 r0 = −2.689 X2.2.3 From Eq X2.3 r1 = 2.011 X2.2.4 From Eq X2.4 r2 = 0.213 X2.2.5 q = 1.80 E = 71.7 3 10 6 t = 5.60 From Eq X2.5 x = 1.490 X2.2.6 Therefore from Eq X2.1 the maximum center of glass deflection is: w = 5.6 exp (−2.689 + 2.111 3 1.490 + 0.213 3 1.490 2) w = 12.2 mm X2.2.7 Example 8: Lateral Deflection Calculation in InchPound Units Using Method X 2—Determine the maximum lateral deflection (w) associated with a 50- by 60- by 1⁄4-in. rectangular glass plate subjected to a uniform lateral load of 38 psf. The actual thickness of the glass is 0.220 in. as determined through direct measurement. X2.2.8 a = 60 b = 50 From Eq X2.2 r 0 = −2.612 X2.2.9 From Eq X2.3 r1 = 1.938 X2.2.10 From Eq X2.4 r2 = 0.227 X2.2.11 q = 38 E = 10.4 3 106 t = 0.220 From Eq X2.5 x = 1.527 X2.2.12 Therefore from Eq X2.1 the maximum center of glass deflection is: w = 0.220 exp (−2.612 + 1.938 3 1.527 + 0.227 3 1.5272) w = 0.53 in.
X2.1 Maximum glass deflection as a function of plate geometry and load may be calculated from the following polynomial equations by Dalgliesh9 for a curve fit to the Beason and Morgan7 data from: w 5 t 3 exp~r0 1 r 1 3 x 1 r2 3 x 2!
(X2.1)
where: w = center of glass deflection (mm) or (in.), and t = plate thickness (mm) or (in.). r0 5 0.553 2 3.83 ~a/b! 1 1.11 ~a/b!2 2 0.0969 ~a/b!3 2
(X2.2)
3
r1 5 22.29 1 5.83 ~a/b! 2 2.17 ~a/b! 1 0.2067 ~a/b!
(X2.3) 2
3
r2 5 1.485 2 1.908 ~a/b! 1 0.815 ~a/b! 2 0.0822 ~a/b!
(X2.4) x 5 ln$ln@q~ab!2 / Et4 #%
(X2.5)
where: q = uniform lateral load (kPa) or (psi), a = long dimension (mm) or (in.), b = short dimension (mm) or (in.), and E = modulus of6 elasticity of glass (71.7 3 106 kPa) or (10.4 3 10 psi). X2.2 Examples 7 and 8 illustrate this procedure as follows: X2.2.1 Example 7: Lateral Deflection Calculation in SI Units Using Method X2— Determine the maximum lateral deflection (w) of a vertical 1 200- by 1 500- by 6-mm rectangular glass plate subjected to a uniform lateral load of 1.80 kPa. The actual thickness of the glass is 5.60 mm as determined through direct measurement. 9 Dalgliesh, A. CGSB 12.20 Structural Design of Glass for Buildings, NRC National Research Council of Canada.
X3. OPTIONAL PROCEDURE FOR ESTIMATING PROBABILITY OF BREAKAGE FOR ANNEALED GLASS PLATES
X3.1 is acceptable providing that the calculated probability of breakage is less than 0.05 (50 lites per thousand).
X3.1 The purpose of the optional procedure presented in this appendix is to provide a method to estimate the probability of breakage, Pb, of rectangular annealed glass subjected to a specified design load. This is accomplished using the following approximate relationship: Pb 5 k~ab!12m~Et2!meJ
X3.2 The steps involved in this optional procedure to evaluate the probability of breakage for an annealed glass plate are listed in X3.2.1-X3.2.5. X3.2.1 Determine the nondimensional lateral load (q) using Eq X1.3 in Appendix X1. Locate this point on the vertical axis of Fig. X3.1 and extend a horizontal line to the right. X3.2.2 Determine the aspect ratio of the glass (AR) using Eq X1.2 in Appendix X1. Locate this point on the horizontal axis on Fig. X3.1 and extend a vertical line upward until it intersects the horizontal line drawn in X3.2.1. X3.2.3 Use interpolation along the vertical line to estimate the value of J corresponding to the intersection of the two lines. X3.2.4 Use Eq X3.1 to estimate the probability of breakage of the glass.
(X3.1)
where: = the probability of breakage, Pb k and m = surface flaw parameters, a and b = the rectangular dimensions of the glass, E = the modulus of elasticity of glass, t = glass thickness, e = 2.7182, and J = the stress distribution factor. Fig. X3.1 presents values of J as a function of glass aspect ratio, AR, and nondimensional lateral load (q). The use of Eq 54
Page 112
11.0 Drawing References
Page 113
Page 114
Page 115
Page 116
STRUCTURAL CALCULATION OF CURTAIN WALL Rev.00
LOCATION :
DUBAI, UAE
CLIENT
:
EMAAR PROPERTIES PJSC
CONSULTANT
:
NATIONAL ENGINEERING BUREAU
CONTARCTOR :
SOBHA ENGINEERING AND CONTRACTING LLC
SOBHA GLAZING AND METAL SYSTEMS FZCO P.O.Box.No.263247, Dubai, United Arab Emirates
ACACIA - 1, B+G+9 RES., MIDRISE BLOCK (3 Nos.) WITH RETAIL SPACES
CONTENTS -
INTRODUCTION AND SPECIFICATIONS PROFILE DETAILS DESIGN OF MULLION DESIGN OF TRANSOM CURTAIN WALL ANALYSIS 2.9M HEIGHT CURTAIN WALL ANALYSIS 3.5M HEIGHT BOTTOM BRACKET DESIGN TOP BRACKET DESIGN ANALYSIS OF GLASS TECHNICAL REFERENCE DRAWING REFERENCE
SOBHA GLAZING AND METAL SYSTEMS FZCO P.O.Box.No.263247, Dubai, United Arab Emirates
PAGES 001 008 011 018 025 035 048 061 072 075 113
1.0 Introduction & Specification
Page 1
DESIGN CRITERIA General The structural performance of Stick curtain wall system for the above mentioned project shall be checked using the following design codes and standards: Wind load according to ASCE 7 ‐05 ASTM E 1300‐03: for glazing members Structural use of aluminum, Part 1: Code of practice for design BS 8118:Part 1:1991 Structural use of steelwork in building, Part 1: Code of practice for design rolled and welded sections BS 5950‐1:2000 Mechanical Properties of Material Properties of Glass (Based on ASTM E1300‐03 Standard Practice for Determining Load Resistance of Glass in Buildings) Modulus of Elasticity
Eg :=
71700 Mpa
Shear Modulus
Gg :=
28300 Mpa
Coefficient of Linear expansion
Ɛg :=
8.30E‐06 Δ ̊C‐1
Density
ωg :=
2500 Kg.m‐3
Properties of 6063‐T6 Aluminium Alloy (Based on ASTM B 221M‐02) Modulus of Elasticity
E :=
70000 Mpa
Shear Modulus
G :=
26600 Mpa
Coefficient of Linear expansion
Ɛ :=
2.30E‐05 Δ ̊C‐1
Density
ωg :=
Yield Strength (Extrusion)
Y :=
160 Mpa
Tensile Strength (Extrusion)
Ta :=
175 Mpa
2710 Kg.m‐3
Properties of Grade S275 Steel Material Modulus of Elasticity
E :=
205000 Mpa
Coefficient of Linear expansion
Ɛ :=
1.20E‐05 Δ ̊C‐1
Design Strength
Py :=
275 Mpa
Bearing Strength
Pbs :=
460 Mpa
Properties of GI Bolts (Grade 8.8) and Stainless Steel Bolts (Grade A4‐70) 1) GI Bolts Yield Strength Ultimate Tensile Strength
Yb := Ub :=
520 Mpa 800 Mpa
Page 2
2) SS Bolts Yield Strength Ultimate Tensile Strength
Yb := Ub :=
450 Mpa 700 Mpa
Anchor Fixing Materials Fischer Fixing System Design Criteria for Wind Load Based from the project specification, glazed aluminium curtain wall Basic Wind Speed
Vb :=
45 m/s
Exposure =
C
Building Height (Roof Deck)
H :=
46.5 m
Building length
L :=
106.5 m
Building Width
W :=
100.5 m
Clear Height of Mullion
h :=
Tributary Width ‐1
tw1 :=
1.08 m
Tributary Width‐2
tw1 :=
0.99 m
tw :=
1.035 m
Mean Tributary Width
tw = (tw1+tw2)/2
13.52 mm laminated glass (inner) + 18mm air gap+ 6mm tempered glass (outer) tg =
2.9 m
19.52 mm
Design Criteria for Dead Load Dead Loads (i.e, extrusions, glass) shall be incorporated within the calculation set. STAAD Pro automatically computes the self weight of the member being analyzed Deflection Limits under Serviceability Loading Deflection limits shall be according to the project specification and AAMA code Deflection of Framing members: Allowable deflection of framing members perpendicular to the plane of the wall shall not exceed Span / 175 or 19mm whichever is lesser as per project specification Allowable deflection of framing members parallel to the plane of the wall shall not exceed 3.20mm (Do not deflect an amount which will reduce glazing bit below 75% of design dimension =15*75%=11.25mm. The allowable deflection is 15‐11.25 = 3.75mm. minimum value taken for allowable deflection 3.75 or 3.20mm) Deflection of glass: Maximum allowable lateral centre deflection of glass at design wind pressure limits to 1/50 of short side length or 25 mm whichecer is less
Load Combinations For Aluminium members and glazing: The following combination according to BS 8118: Part 1: 1991 code & BS 5950‐1:2000 code & ASTM E1300 ‐ 03 ‐ STANDARD I. Serviceability limit state: 1.0 (Self Weight + Dead Load + Wind Load) II. Ultimate limit state: 1.2 (Self Weight + Dead Load + Wind Load) For Brackets: 1.4 ( Self Weight + Dead Load + Wind Load)
Page 3
PROJECT : CLIENT : JOB NO. :
PAGE : DESIGN BY : REVIEW BY :
DATE :
Wind Analysis for Building with h > 60 ft, Based on ASCE 7-05 / IBC 2006 / CBC 2007
INPUT DATA Exposure category (B, C or D) Importance factor (0.87, 1.0 or 1.15) Basic wind speed (IBC Tab 1609.3.1V 3S)
I = V =
C 1.00 101
Category II, page 77 mph
Building height to roof
Kzt = H =
1 152
Flat, page 26 & 45 ft
Parapet height Building length Building width Natural frequency (Sec.6.2 & 6.5.8.2)
HP L B n1
Effective area of mullion
AM =
Topographic factor (Sec.6.5.7.2)
= 4 = 350 = 329 = 0.98684
AP =
Effective area of panel
ft ft ft Hz, (1 / T)
550
ft2
3675
ft2
DESIGN SUMMARY Max building horizontal force normal to building length, L, face Max overturning moment at wind normal to building length, L, face Max building horizontal force normal to building length, B, face Max overturning moment at wind normal to building length, B, face Max building upward force Max building torsion force
= = = = = =
1661.3 413748.3 1544.8 405736.0 2972.4 92024.4
kips ft - kips kips ft - kips kips ft - kips
ANALYSIS Velocity pressures
qz = 0.00256 Kz Kzt Kd V2 I where:
qz = velocity pressure at height, z. (Eq. 6-15, page 27)
pmin =
10
psf (Sec. 6.1.4.1 & 6.1.4.2)
Kz = velocity pressure exposure coefficient evaluated at height, z. (Tab. 6-3, Case 2, page 79) Kd = wind directionality factor. (Tab. 6-4, for building, page 80) z = height above ground
=
0.85
z (ft) Kz
0 - 15
20
25
30
40
50
60
70
80
90
100
120
0.85
0.90
0.94
0.98
1.04
1.09
1.13
1.17
1.21
1.24
1.26
1.31
qz (psf)
18.87
19.98
20.87
21.75
23.09
24.20
25.08
25.97
26.86
27.52
27.97
29.08
z (ft) Kz
140
156
156
156
156
156
156
156
156
156
1 36 1.36
1 38 1.38
1 38 1.38
1 38 1.38
1 38 1.38
1 38 1.38
1 38 1.38
1 38 1.38
1 38 1.38
1 38 1.38
qz (psf)
30.19
30.72
30.72
30.72
30.72
30.72
30.72
30.72
30.72
30.72
0.18
or
Design pressures for MWFRS
p = q G Cp - qh (G Cpi) where:
p = pressure on surface for rigid building with all h. (Eq. 6-17, page 28). q = qz for windward wall at height z above the ground, see table above. G Cp i = internal pressure coefficient. (Fig. 6-5, Enclosed Building, page 47)
=
-0.18
qh = qz value at mean roof height, h, for leeward wall, side walls, and roof. Cp = external pressure coefficient, see right down tables. G = gust effect factor (Sec. 6.5.8.1 & 6 1 1.7 I g 2 Q 2 g 2 R 2 z Q R 0.925 , for n1 1.0 1 1.7 g v I z G 1 1.7 g Q I zQ 0.925 , for n1 1.0 1 1.7 g v I z
= 0.839
Iz =
0.17
z =
91.2
Q=
0.81
z min =
15
gQ =
3.4
613
c=
0.2
gR =
4.19
Lz = =
Rh =
0.150
RB =
0.073
RL =
0.021
N1 =
5.37
Rn =
0.048
R =
0.075
h=
152
gv =
3.4
Vz =
112.6
Fig. 6-6 fo < 10o, page 48 Roof To L Face To L Face To L Face To L Face
Roof
q G Cp Figure for Gable, Hip Roof, page 48 Fig. 6-6, page 48 Wall Windward Wall Leeward Wall Leeward Wall Side Wall
Direction All To L Dir To B Dir All
L/B All 0.94 1.06 All
Cp 0.80 -0.50 -0.49 -0.70
h/B 0.47 0.47 0.47 0.47 h/L
Distance 78 156 312 329 Distance
Cp -0.90 -0.90 -0.50 -0.30 Cp
To B Face
0.45
78
-0.90
To B Face
0.45 0.45 0.45
156 312 350
-0.90 -0.50 -0.30
To B Face To B Face
Page 4
0.05
(cont'd) Hence, MWFRS Net Pressures are given by following tables (Sec. 6.5.12.2.1, Page 28)
Windward Wall
Surface
z (ft)
P (psf) with GCPi - GCPi
0 - 15 20 25 30
7.13 7.87 8.47 9.06
40
Surface
z (ft)
18.19 18.93 19.53 20.12
Side Wall
All
9.96
21.02
Surface
z (ft)
50 60 70 80
10.70 11.30 11.89 12.49
21.76 22.36 22.95 23.55
Leeward
All
90
12.94
24.00
Surface
Dist. (ft)
100 120 140 156
13.23 13.98 14.72 15.08
24.29 25.04 25.78 26.14
Roof
0 - 78 156 312 329
Normal to L Face
Normal to L Face
P (psf) with GCPi - GCPi -23.56
-12.50
P (psf) with GCPi - GCPi -18.41
-7.35
P (psf) with GCPi - GCPi -28.72 -28.72 -18.41 -13.26
-17.66 -17.66 -7.35 -2.20
Normal to B Face
Surface
z (ft)
Leeward
All
Normal to B Face
Surface
Dist. (ft)
Roof
0 - 78 156 312 350
P (psf) with GCPi - GCPi -18.08
-7.02
P (psf) with GCPi - GCPi -28.72 -28.72 -18.41 -13.26
-17.66 -17.66 -7.35 -2.20
Figure 6-9, page 54 Base Forces
Normal to L Face Case 1 Case 2
Normal to B Face Case 1 Case 2
Wind with Angle Case 3 Case 4
ASCE-7
VBase
(kips)
1661
1246
1545
1159
2405
1277
MBase
(ft - kips)
413748
310311
405736
304302
614613
326253
Fig. 6-9
MT
(ft - kips)
0
65415
0
57176
0
92024
Page 52
1578
FUpward (kips)
2015
1512
1948
1461
2972
(kips)
546
546
513
513
794
749
Min. wind
FUp,min (kips)
1152
1152
1152
1152
1152
1152
Sec. 6.1.4.1
Vmin
Design pressures for components and cladding
p = q (G Cp) - qi (G Cpi) where:
p = pressure on component for building with h > 60 ft. (Eq. 6-23, page 29). pmin =
10.00
psf (Sec. 6.1.4.2, pg 21)
q = qz for windward wall at height z above the ground, see table above. qh = qz value at mean roof height, h, for leeward wall, side walls, and roof. G Cp i = internal pressure coefficient. (Fig. 6-5) = a = Zone width = MAX[ MIN(0.1B, 0.1L), 3] = 32.9 G Cp = external pressure coefficient. (Fig. 6-17, page 65) Wall Comp.
Actual Effective Area ( ft2 )
Mullion Panel
z (ft)
0 - 15 20 25 30 40 50 60 70 80 90 100 120 140 156
550 3675
0.18 or -0.18 ft, (Fig 6-17 note 8, pg 65)
Zone 4 GCP - GCP
GCP
- GCP
0.60 0.60
0.60 0.60
-1.00 -1.00
-0.70 -0.70
Zone 5
Mullion Pressure (psf) Zone 4 Zone 5
Panel Pressure (psf) Zone 5 Zone 4
Positive
Negative
Positive
Negative
Positive
Negative
Positive
Negative
14.72 15.58 16.28 16.97 18.01 18.87 19.56 20.26 20.95 21.47 21.82 22.68 23.55 23.96
-27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03
14.72 15.58 16.28 16.97 18.01 18.87 19.56 20.26 20.95 21.47 21.82 22.68 23.55 23.96
-36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25
14.72 15.58 16.28 16.97 18.01 18.87 19.56 20.26 20.95 21.47 21.82 22.68 23.55 23.96
-27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03 -27.03
14.72 15.58 16.28 16.97 18.01 18.87 19.56 20.26 20.95 21.47 21.82 22.68 23.55 23.96
-36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25 -36.25
Page 5
2.0 Load Computation
Page 6
Glass Load Computation (Dead Load):
Density of glass,
d =
2500 Kg/m³
Thickness of Internal glass
t1 =
13.52 mm
Thickness of external glass
t2 =
6 mm
Total thickness of glass
Tthick =
Total weight of glass
Tglass =
19.52 mm 48.8 Kg/m²
Glass adopter provided on both side to transfer load of glass on transom, so considering point load on both side @ 150mm from the ends
SI No. 1 2 3 4 5 6
Width of Glass meter 1.08 1.08 1.08 0.99 0.99 0.99
Height of Glass (clear opening) meter 1.17 1.26 0.47 1.17 1.26 0.47
Weight of Glass Kg 61.664 66.407 24.771 56.525 60.873 22.707
10% additional weight of glass (Accessories) Kg 6.166 6.641 2.477 5.653 6.087 2.271
Load distribution on transom on both side (D/2) KN 0.333 0.358 0.134 0.305 0.328 0.123
Tributary width m 0.540 1.035 1.035 0.540
Wind Pressure on Mullion Kpa 1.300 1.300 1.300 1.300
Uniform load on Mullion KN 0.702 1.346 1.346 0.702
Wind Load Computation:
SI No. 1 2 3 4
Width of Panel 1 Width of Panel 2 m m 0 1.08 1.08 0.99 0.99 1.08 1.08 0
Page 7
3.0 Profile Details
Page 8
Page 9
Page 10
4.0 Design of Mullion
Page 11
MULLION PROFILE "100*45" TAKEN FOR DESIGN Material type (BS 8118: Part1: 1991) Alloy 6063 ‐ T6 Ea :=
70000 Mpa
Modulus of Elasticity
Eg :=
70000 Mpa
Shear Modulus
Gg :=
26600 Mpa
Coefficient of Linear expansion
Ɛg :=
2.30E‐05 Δ ̊C‐1
Density
ωg :=
2710 Kg.m‐3
̊ρ0 :=
160 Mpa
BS ‐ 8118 table 4.1
limiting stress for bending and over all yielding
̊ρV :=
95 Mpa
BS ‐ 8118 table 4.1
limiting stress for shear
̊ρa :=
175 Mpa
BS ‐ 8118 table 4.1
limiting stress for local capacity
Section Properties b =
45 mm
Profile Width
d =
100 mm
Profile Depth
bf =
40.3 mm
Element Width
tf =
3.5 mm
Profile Flange Thickness
dw =
80.3 mm
Element Depth
tw =
1.8 mm
Profile Web Thickness
gr =
0.5
Stress gradient coefficient, figure 4.2
CX =
22.5 mm
Distance from neutral Y‐axis to extreme fibers
CY =
55.5 mm
Distance from neutral X‐axis to extreme fibers
IX =
114.9 cm4
Moment of inertia at major axis
IY =
22.15 cm4
Moment of inertia at minor axis
WX = IX/CY
20.703 cm3
Elastic section modulus at x‐x axis
WY = IY/CX
9.844 cm3
Elastic section modulus at y‐y axis
A =
7.63 cm2
Cross ‐ Section area
Check for deflection Applying wind load
WL :=
Profile "100*45" it had max. deflection
1.3 kNm‐1
(uniformly distributed load) at mullion δ max :=
14.092 mm
Page 12
L =
2900 mm
δ allow = min (L/175, 19mm) δ allow =
16.571 mm
Since: δ max =
refer to project specification and AAMA code
14.092 mm
<
δ allow =
16.57143 mm
OK
Section Classification β < β1
fully compact
β1 < β < β0
semi compact
β > β0
slender
Ɛ := sqrt(250/ρ0) β0 =
22 Ɛ
β0 =
27.5
β1 =
18 Ɛ
β1 =
22.5
Ɛ = 1.25
Slenderness limit constant
Upper limit for a semi‐compact section
Upper limit for a fully compact section
Element clacification for web element dW =
80.3 mm
tw =
1.8 mm
gr = βW = βW = β1 =
width of the web element thickness of the web element
0.55
stress gradient coefficient (figure 4.2)
gr.dW.tw‐1
Slenderness parameter
24.536 22.5 <
βW =
24.536 >
β0 =
27.5 Semi Compact
Element clacification for flange element bf =
40.3 mm
tf =
3.5 mm
βf = βf = β1 =
width of the compression flange thickness of the compression flange
bf.tf‐1
slenderness parameter
11.514 22.5 >
βf =
11.514 <
β0 =
27.5
Thus the section is Fully compact
Page 13
Effective section determination for web element βW/Ɛ =
19.629
According BS8118: part1: 1991 ‐ table 4.4, Curve selection for international elements "C" kL = twe =
1
local buckling factor
kL.tW
according to figure 4.5 curve c
twe =
1.8 mm
Effective section thickness
Cxe =
22.5 mm
distance from neutral y‐axis to extreme fibers
Cye =
55.5 mm
distance from neutral x‐axis to extreme fibers
Ixe =
114.9 cm4
Effective moment of inertia at major axis
Iye =
22.15 cm4
Effective moment of inertia at minor axis
Wxe =
Ixe/Cye =
20.703 cm3
Effective elastic section modulus at x‐x axis
Wye =
Iye/Cxe =
9.844 cm3
Effective elastic section modulus at y‐y axis
Ae =
7.63 cm2
r = sqrt(Ixe/Ae) =
Effective cross section area
38.806 mm
radius of gyration
Check for bending moments resistance γm =
1.2
MZ = MRx =
material factor clause 4.5.5 table 3.3
1.794 kNm (ρ0.Wxe/γm)=
since: Mz
1.794 kNm
My =
0.023 kNm
MRy =
factored max. BM generated from staad 2.760 kNm
<
0.023 kNm
2.760 kNm
OK
factored max. BM generated from staad
(ρ0.Wye/γm) =
since: My =
MRx =
factored moment resistance at major axis
1.313 kNm
<
MRy =
factored moment resistance at minor axis 1.313 kNm
OK
Check for shear resistance according to BS 8118 part 1: 1991 ‐ section 4.5.3 dw/tw
≤
49Ɛ
fully compact
Page 14
dw/tw
>
49Ɛ
Ɛ := sqrt(250/ρ0) dw/twe = 49Ɛ = dw/twe =
slender
Ɛ =
1.25
Slenderness limit constant
44.611 61.25 44.611 >
49Ɛ =
61.25
SLENDER
Vy =
2.755 kN
factored max shear (Fy) generated from staad
Vz =
0.048 kN
factored max shear (Fz) generated from staad
NW =
2
number of webs
Nf =
2
number of flange
Yielding check for Fy Avw = Avw =
0.8.Nw.dw.twe
effective shear area
231.264 mm2
VRSWY = ρV.Avw/γm = Vy =
2.755 kN
18.308 kN <
VRSWY =
factored shear resistance 18.308 kN
OK
Buckling check for Fy VRSWY = 340kN/mm2.Nw.twe³/dw.γm VRSWY = Vy =
factored buckling resistance
41.156 kN 2.755 kN
<
VRSWY =
41.156 kN
OK
Yielding check for Fz Avf = Avf =
0.8.Nf.bf.tf
effective shear area
225.68 mm2
VRSWY = ρV.Avw/γm = Vz =
0.048 kN
17.866 kN <
VRSWY =
factored shear resistance 17.866 kN
OK
Buckling check for Fz VRSWY = 340kN/mm2.Nf.tf³/2.bf.γm VRSWY = Vz =
factored buckling resistance
301.437 kN 0.048 kN
<
VRSWY =
301.437 kN
OK
Page 15
Check for tension resistance According to BS 8118: part 1: 1991 ‐ 4.6.2 P =
1.464 kN
γm = PRS =
Factored max axial force due to dead load generated from STAAD
1.2
Material factor clause 4.5.5 table 3.3
(ρo.Ae/γm) =
P =
101.733 KN
1.464 KN
<
factored tension resistance
PRS =
101.733 kN
OK
Section check for bending with axial force (tension) According to BS 8118 part 1: 1991 4.8 P = PRS = My = MRy = MZ = MRx = SC =
1.464 101.733 0.023 1.313 1.794 2.760
(P/PR + My/Mry + Mz/Mrx)
SC = Since
KN KN kNm kNm kNm kNm
0.682 SC =
≤
1
0.682 ≤
1
OK
Check for compression resistance According to BS 8118: part 1: 1991 ‐ 4.7.3 P =
1.464 kN
γm =
1.2
Material factor clause 4.5.5 table 3.3
r = sqrt(Ixe/Ae) = l = ̊ρs := PRS = P =
Factored max axial force due to dead load generated from STAAD
L/r =
38.806 mm
radius of gyration
74.73091 80 Mpa
(ρs.Ae/γm) = 1.464 KN
figure 4.10 (b) Column buckling stress 50.86667 KN <
PRS =
factored compression resistance 50.867 kN
OK
Page 16
Section check for bending with axial force (Compression) According to BS 8118 part 1: 1991 4.8 P = PRS = My = MRy =
1.464 50.867 0.023 1.313
MZ = MRx = SC =
1.794 kNm 2.760 kNm (P/PR + My/Mry + Mz/Mrx)
SC = Since
KN KN kNm kNm
0.696 SC =
≤
1
0.696 ≤
1
OK
Page 17
5.0 Design of Transom
Page 18
TRANSOM "100*45" TAKEN FOR DESIGN Material type (BS 8118: Part1: 1991) Alloy 6063 ‐ T6 Wp =
1.3 kPa
TW max. =
1080 mm
b = Ltran =
design wind pressure Max. width of panel
45 mm
mullion width
Tw max.‐b
Ltran =
length of transom
1035 mm
Material Type (BS8118:part1:1991) Alloy 6063‐T6 Ea :=
70000 Mpa
Modulus of Elasticity
Eg :=
70000 Mpa
Shear Modulus
Gg :=
26600 Mpa
Coefficient of Linear expansion
Ɛg :=
2.31E‐05 Δ ̊C‐1
Density
ωg :=
2710 Kg.m‐3
̊ρ0 :=
160 Mpa
BS ‐ 8118 table 4.1
limiting stress for bending and over all yielding
̊ρV :=
95 Mpa
BS ‐ 8118 table 4.1
limiting stress for shear
̊ρa :=
175 Mpa
BS ‐ 8118 table 4.1
limiting stress for local capacity
Section Properties b =
45 mm
Profile Width
d =
100 mm
Profile Depth
bf =
40.3 mm
Element Width
tf =
3.5 mm
Profile Flange Thickness
dw =
80.3 mm
Element Depth
tw =
1.8 mm
Profile Web Thickness
gr =
0.5
Stress gradient coefficient, figure 4.2
CX =
55.5 mm
Distance from neutral Y‐axis to extreme fibers
CY =
22.5 mm
Distance from neutral X‐axis to extreme fibers
IX =
22.15 cm4
Moment of inertia at major axis
Page 19
IY =
114.9 cm4
Moment of inertia at minor axis
WX = IX/CY
9.844 cm3
Elastic section modulus at x‐x axis
WY = IY/CX
20.703 cm3
Elastic section modulus at y‐y axis
A =
7.63 cm2
Cross ‐ Section area
Load analysis due to wind load h1 =
1260 mm
height of glass above transom
h2 =
1170 mm
height of glass below transom
a1 =
1215 mm
Refer to elevation figure
γf = W =
1.2 Wp.a1
W = Wf =
W.γf
factored wind load 1.895 kNm‐1
Wf.Ltran/2
Vz = MZ =
Wind Load
1.580 kNm‐1
Wf = VZ =
Load factor table 3.1
Max. design shear due to wind load
0.981 kN Wf.Ltran²/8
Mz =
Max. design moment due to wind load
0.254 kNm
Section Classification β < β1
fully compact
β1 < β < β0
semi compact
β > β0
slender
Ɛ := sqrt(250/ρ0) β0 =
22 Ɛ
β0 =
27.5
β1 =
18 Ɛ
β1 =
22.5
Ɛ =
1.25
Slenderness limit constant
limit for a semi‐compact section
limit for a fully compact section
Element clacification for web element dW =
80.3 mm
width of the web element
Page 20
tw =
1.8 mm
thickness of the web element
gr =
0.5
stress gradient coefficient (figure 4.2)
βW =
gr.dW.tw‐1
βW =
22.30556
β1 =
Slenderness
22.5 >
βW =
22.30556 <
β0 =
27.5 Fully Compact
Element clacification for flange element bf =
40.3 mm
tf =
3.5 mm
βf = βf =
width of the compression flange thickness of the compression flange
bf.tf‐1
slenderness parameter
11.51429
β1 =
22.5 >
βf =
11.51429 <
β0 =
27.5
Thus the section is fully Compact Effective section determination for web element βW/Ɛ =
17.84444
According BS8118: part1: 1991 ‐ table 4.4, Curve selection for international elements "C" kL = twe =
1
local buckling factor according figure 4.5 curve c
kL.tW
according to figure 4.5 curve c
twe =
1.8 mm
effective thickness
bfe =
40.3 mm
Cxe =
55.5 mm
distance from neutral y‐axis to extreme fibers
Cye =
22.5 mm
distance from neutral x‐axis to extreme fibers
Ixe =
22.15 cm4
Effective moment of inertia at x‐x axis
Iye =
114.9 cm4
Effective moment of inertia at y‐y axis
effective width
Wxe =
Ixe/Cye =
9.844 cm3
Effective elastic section modulus at x‐x axis
Wye =
Iye/Cxe =
20.703 cm3
Effective elastic section modulus at y‐y axis
Ae = r = sqrt(Ixe/Ae) =
7.63 cm2 17.038 mm
Effective cross section area radius of gyration
Page 21
Check for bending moments resistance γm =
1.2
MZ = MRz =
material factor clause 4.5.5 table 3.3
0 kNm
factored max. BM generated from staad
(ρ0.Wye/γm) =
since: Mz =
0 kNm
2.760 kNm
<
factored moment resistance at major axis
MRz =
2.760 kNm
OK
Check for shear resistance according to BS 8118 part 1: 1991 ‐ section 4.5.3 γm =
1.2
Material factor clause 4.5.5 table 3.3
Vz =
0.517 KN
Max. design shear due to wind load
dw/tw
≤
49Ɛ
fully compact
dw/tw
>
49Ɛ
slender
Ɛ = sqrt(250/ρ0) dw/twe =
Ɛ =
1.25
Slenderness limit constant
44.611
49Ɛ =
61.25
dw/twe =
44.611 >
49Ɛ =
61.25
SLENDER
Yielding check Nw= Avw = Av = VRSY =
2
number of webs
0.8.Nw.dw.twe
effective shear area
231.264 mm2 ρV.Av/γm =
Vz =
0.517 kN
18.308 kN <
VRSY =
factored shear resistance 18.308 kN
OK
Buckling check VRSWY = 340kN/mm2.Nw.twe³/dw.γm VRSB = Vz =
factored buckling resistance
41.156 kN 0.517 kN
<
VRSB =
41.156 kN
OK
Load analysis due to dead load ρg =
24.525 kNm‐3
Unit weight of glass
Page 22
̊tg =
19.52 mm
Thickness of glass at vision area
h1 =
1260 mm
Max. height of glass panel
Ltran =
1035 mm
length of transom
a =
150 mm
location of setting block
γf =
1.2
Load factor table 3.1
DLg =
̊ρg.Ltran.h1.tg
DLg =
0.624 kN
DLgf = DLgf =
DLg.γf
Factored load of glass
0.749 N
Pg1 =
Pg2 =
Pg =
DLgf/2 =
Swtran =
ωa.g.A.1.1
Swtran =
Dead load due to glass weight
Pg 0.375 kN Self weight of transom (10% additional for accessories)
0.412 kNm‐1
DL tran = Swtran.γf
0.494 kNm‐1
Vy =
DLtran.Ltran/2 + Pg
Vy =
0.630 kN
My =
DLtran.Ltran²/8 + Pg.a
My =
0.122 kNm
Factored self weight of transom Max design shear due to dead load
Max design bending due to dead load
Check for bending moment resistance γm = My = MRx = MRX = Since
1.2
Material factor clause 4.5.5 table 3.3
0.079 kNm
Factored max bending moment generated from staad
ρ0.Wxe/γm
Factored moment resistance at major axis
1.313 kNm My =
0.079 kNm
<
MRX =
1.313 kNm
OK
Check for shear resistance according to BS8118 part1: 1991 ‐ table 4.3 γm =
1.2
Material factor clause 4.5.5 table 3.3
Page 23
Vy =
0 kN
Max design shear due to dead load
bfe/tf
≤
49Ɛ
fully compact
bfe/tf
>
49Ɛ
slender
Ɛ = sqrt(250/ρ0) bfe/tf =
Av = VRS =
Slenderness limit constant
61.25 11.51429 <
Nf= Av =
1.25
11.51429
49Ɛ = bfe/tf =
Ɛ =
49Ɛ =
61.25
2
Thus the section is Fully Compact Number of elements
0.8.Nf.bfe.tf
effective shear area
225.68 mm2 ρV.Av/γm =
Vy =
17.86633 kN
0 kN
<
factored shear resistance
VRS =
17.86633 kN
OK
Section check for bending with axial force According to BS 8118 part 1: 1991 4.8 MZ = MRz = My = MRx = SC =
0 2.760 0.122 1.313
(Mz/Mrz + My/Mrx)
SC = Since
KN kNm kNm kNm
0.093 SC =
≤
1
0.093 ≤
1
OK
Page 24
6.1 Curtain wall Analysis 2.9m height.
Page 25
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 10:50
Job Information Engineer
Checked
Approved
Name: 07-Dec-17
Date: Structure Type
SPACE FRAME
Number of Nodes
16
Highest Node
16
Number of Elements
24
Highest Beam
24
Number of Basic Load Cases
2
Number of Combination Load Cases
3
Included in this printout are data for: The Whole Structure All Included in this printout are results for load cases: Type L/C
Name
Primary
1
DEAD LOAD
Primary
2
WIND LOAD
Combination
3
LOAD COMBINATION FOR DEFELCTION
Combination
4
LOAD COMBINATION FOR LIMIT STATE
Combination
5
LOAD COMBINATION FOR ANCHOR DES
Nodes Node
X
Y
Z
(m)
(m)
(m)
1
0.000
0.000
0.000
2
1.080
0.000
0.000
3
2.070
0.000
0.000
4
3.150
0.000
0.000
5
0.000
1.170
0.000
6
1.080
1.170
0.000
7
2.070
1.170
0.000
8
3.150
1.170
0.000
9
0.000
2.430
0.000
10
1.080
2.430
0.000
11
2.070
2.430
0.000
12
3.150
2.430
0.000
13
0.000
2.900
0.000
14
1.080
2.900
0.000
15
2.070
2.900
0.000
16
3.150
2.900
0.000
Print Time/Date: 21/12/2017 11:49
STAAD.Pro for Windows 20.07.04.12
Print Run 1 of 3
Page 26
Job No
Sheet No
Rev
2 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 10:50
Beams Beam
Node A Node B
Length
Property
(m)
(degrees)
1
1
2
1.080
2
90
2
2
3
0.990
2
90
3
3
4
1.080
2
90
4
5
6
1.080
2
90
5
6
7
0.990
2
90
6
7
8
1.080
2
90
7
9
10
1.080
2
90
8
10
11
0.990
2
90
9
11
12
1.080
2
90
10
13
14
1.080
2
90
11
14
15
0.990
2
90
12
15
16
1.080
2
90
13
1
5
1.170
1
90
14
5
9
1.260
1
90
15
9
13
0.470
1
90
16
2
6
1.170
1
90
17
6
10
1.260
1
90
18
10
14
0.470
1
90
19
3
7
1.170
1
90
20
7
11
1.260
1
90
21
11
15
0.470
1
90
22
4
8
1.170
1
90
23
8
12
1.260
1
90
24
12
16
0.470
1
90
Section Properties Prop
Section
Area
Iyy
Izz
J
(cm2)
(cm4)
(cm4)
(cm4)
Material
1
MULLION100X45
7.630
22.154
114.900
81.352
ALUMINUM
2
TRANSOM100X45
7.630
22.154
114.900
81.352
ALUMINUM
Materials Mat
Name
E
(kN/mm2)
Density
(kg/m3)
(1/°K)
1
STEEL
205.000
0.300
7.83E+3
12E -6
2
STAINLESSSTEEL
197.930
0.300
7.83E+3
18E -6
3
ALUMINUM
68.948
0.330
2.71E+3
23E -6
4
CONCRETE
21.718
0.170
2.4E+3
10E -6
Print Time/Date: 21/12/2017 11:49
STAAD.Pro for Windows 20.07.04.12
Print Run 2 of 3
Page 27
Job No
Sheet No
Rev
3 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 10:50
Supports Node
X
Y
Z
(kN/mm)
(kN/mm)
(kN/mm)
rX
rY
rZ
1
Fixed
Fixed
Fixed
-
-
-
2
Fixed
Fixed
Fixed
-
-
-
3
Fixed
Fixed
Fixed
-
-
-
4
Fixed
Fixed
Fixed
-
-
-
13
Fixed
-
Fixed
-
-
-
14
Fixed
-
Fixed
-
-
-
15
Fixed
-
Fixed
-
-
-
16
Fixed
-
Fixed
-
-
-
(kN-m/deg) (kN-m/deg) (kN-m/deg)
Basic Load Cases Number
Name
1
DEAD LOAD
2
WIND LOAD
Combination Load Cases Comb.
Combination L/C Name
Primary
3
LOAD COMBINATION FOR DEFELCTION
1
DEAD LOAD
2
WIND LOAD
1.00
1
DEAD LOAD
1.20
2
WIND LOAD
1.20
1
DEAD LOAD
1.40
2
WIND LOAD
1.40
4
LOAD COMBINATION FOR LIMIT STATE
5
LOAD COMBINATION FOR ANCHOR DES
Print Time/Date: 21/12/2017 11:49
Primary L/C Name
STAAD.Pro for Windows 20.07.04.12
Factor 1.00
Print Run 3 of 3
Page 28
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 11:51
Entity Color Legend MULLION100X45 TRANSOM100X45 Default Plate Color Default Solid Color
Y X Z
Load 3
Whole Structure
Print Time/Date: 21/12/2017 11:52
STAAD.Pro for Windows 20.07.04.12
Print Run 1 of 2
Page 29
Job No
Sheet No
Rev
2 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 11:51
Y X Z
Load 1
Self weight. Print Time/Date: 21/12/2017 11:52
STAAD.Pro for Windows 20.07.04.12
Print Run 2 of 2
Page 30
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
20-Dec-2017 14:26
Node Displacement Summary Node
L/C
X
Y
Z
Resultant
rX
rY
rZ
(mm)
(mm)
(mm)
(mm)
(rad)
(rad)
(rad)
Max X
1
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.011
0.000
0.000
Min X
1
3:LOAD COMB
0.000
0.000
0.000
-0.011
0.000
0.000
Max Y
1
3:LOAD COMB
0.000 0.000
0.000
0.000
0.000
-0.011
0.000
0.000
Min Y
14
3:LOAD COMB
0.000
0.000
0.031
0.015
0.000
0.000
Max Z
1
3:LOAD COMB
0.000
-0.031 0.000
0.000
0.000
-0.011
0.000
0.000
Min Z
6
3:LOAD COMB
0.000
-0.023
13.524
-0.004
0.000
0.000
Max rX
14
3:LOAD COMB
0.000
-0.031
-13.524 0.000
0.031
0.015
0.000
0.000
Min rX
2
3:LOAD COMB
0.000
0.000
0.000
0.000
0.000
0.000
Max rY
1
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.015 -0.011
0.000
0.000
Min rY
1
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.011
0.000
Max rZ
1
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.011
0.000 0.000
Min rZ
1
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.011
0.000
Max Rst
6
3:LOAD COMB
0.000
-0.023
-13.524
13.524
-0.004
0.000
0.000 0.000
0.000
Beam Displacement Detail Summary Displacements shown in italic indicate the presence of an offset Beam L/C d X (m)
(mm)
Y
Z
Resultant
(mm)
(mm)
(mm)
Max X
3
3:LOAD COMB
0.216
0.000
-0.301
0.000
0.301
Min X
3
3:LOAD COMB
0.864
-0.301
0.000
0.301
Max Y
1
3:LOAD COMB
0.000
-0.000 0.000
0.000
0.000
0.000
Min Y
6
3:LOAD COMB
0.540
-0.000
-11.432
11.444
Max Z
1
3:LOAD COMB
0.000
0.000
-0.538 0.000
0.000
0.000
Min Z
17
3:LOAD COMB
0.252
0.000
-0.025
14.092
Max Rst
17
3:LOAD COMB
0.252
0.000
-0.025
-14.092 -14.092
Print Time/Date: 20/12/2017 15:13
STAAD.Pro for Windows 20.07.04.12
14.092
Print Run 1 of 1
Page 31
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
Date07-Dec-17
File
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 10:50
Beam Maximum Forces by Section Property Axial Max Fx
Section
Shear Max Fy Max Fz
(kN) MULLION100X45
Max +ve
(kN)
1.464
Max -ve TRANSOM100X45
Print Time/Date: 21/12/2017 10:51
(kN)
Torsion Max Mx (kNm)
Bending Max My Max Mz (kNm)
(kNm)
2.710
0.044
0.000
0.023
0.119
-2.755
-0.048
0.000
-0.021
-1.794
Max +ve
0.000
0.000
0.517
0.119
0.032
0.000
Max -ve
-0.039
-0.000
-0.517
-0.119
-0.079
-0.000
STAAD.Pro for Windows 20.07.04.12
Print Run 1 of 1
Page 32
Job No
Bottom reaction summary
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 11:51
Reaction Summary Node
L/C
Horizontal FX
Vertical FY
Horizontal FZ
MX
Moment MY
MZ
(kN)
(kN)
(kN)
(kNm)
(kNm)
(kNm)
Max FX
4
5:LOAD COMB
0.002
1.327
1.447
0.000
0.000
0.000
Min FX
1
5:LOAD COMB
1.327
1.447
0.000
0.000
0.000
Max FY
2
5:LOAD COMB
-0.002 0.000
2.387
2.710
0.000
0.000
0.000
Min FY
4
4:LOAD COMB
0.002
1.241
0.000
0.000
0.000
Max FZ
2
5:LOAD COMB
0.000
1.137 2.387
2.710
0.000
0.000
0.000
Min FZ
1
4:LOAD COMB
-0.002
1.138
0.000
0.000
0.000
Max MX
1
4:LOAD COMB
-0.002
1.138
1.241 1.241
0.000
0.000
0.000
Min MX
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000
Max MY
1
4:LOAD COMB
-0.002
1.138
1.241
0.000 0.000
0.000
0.000
Min MY
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000
Max MZ
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000 0.000
Min MZ
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000
0.000
Print Time/Date: 21/12/2017 11:58
STAAD.Pro for Windows 20.07.04.12
0.000
Print Run 1 of 1
Page 33
Job No
Top bracket reaction summary
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 11:51
Reaction Summary Node
L/C
Horizontal FX
Vertical FY
Horizontal FZ
MX
Moment MY
MZ
(kN)
(kN)
(kN)
(kNm)
(kNm)
(kNm)
Max FX
16
5:LOAD COMB
0.048
0.000
1.403
0.000
0.000
0.000
Min FX
13
5:LOAD COMB
0.000
1.403
0.000
0.000
0.000
Max FY
13
4:LOAD COMB
-0.044 -0.038
0.000
1.202
0.000
0.000
0.000
Min FY
13
4:LOAD COMB
-0.038
1.202
0.000
0.000
0.000
Max FZ
14
5:LOAD COMB
-0.002
0.000 0.000
2.755
0.000
0.000
0.000
Min FZ
13
4:LOAD COMB
-0.038
0.000
0.000
0.000
0.000
Max MX
13
4:LOAD COMB
-0.038
0.000
1.202 1.202
0.000
0.000
0.000
Min MX
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000
Max MY
13
4:LOAD COMB
-0.038
0.000
1.202
0.000 0.000
0.000
0.000
Min MY
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000
Max MZ
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000 0.000
Min MZ
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000
0.000
Print Time/Date: 21/12/2017 11:59
STAAD.Pro for Windows 20.07.04.12
0.000
Print Run 1 of 1
Page 34
6.2 Curtain wall Analysis 3.5m height.
Page 35
Page 36
Page 37
Glass Load Computation (Dead Load):
Density of glass,
d =
2500 Kg/m³
Thickness of Internal glass
t1 =
13.52 mm
Thickness of external glass
t2 =
6 mm
Total thickness of glass
Tthick =
Total weight of glass
Tglass =
19.52 mm 48.8 Kg/m²
Glass adopter provided on both side to transfer load of glass on transom, so considering point load on both side @ 150mm from the ends
SI No. 1 2 3 4 5 6
Width of Glass meter 1.5 1.5 1.5 1.53 1.53 1.53
Height of Glass (clear opening) meter 2.43 0.44 0.63 2.43 0.44 0.63
Weight of Glass Kg 177.876 32.208 46.116 181.434 32.852 47.038
10% additional weight of glass (Accessories) Kg 17.788 3.221 4.612 18.143 3.285 4.704
Load distribution on transom on both side (D/2) KN 0.960 0.174 0.249 0.979 0.177 0.254
Tributary width m 0.765 1.515 1.515 0.765
Wind Pressure on Mullion Kpa 1.740 1.740 1.740 1.740
Uniform load on Mullion KN 1.331 2.636 2.636 1.331
Wind Load Computation:
SI No. 1 2 3 4
Width of Panel 1 Width of Panel 2 m m 0 1.53 1.53 1.5 1.5 1.53 1.53 0
Page 38
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 13:22
Job Information Engineer
Checked
Approved
Name: 19-Dec-17
Date: Structure Type
SPACE FRAME
Number of Nodes
20
Highest Node
20
Number of Elements
31
Highest Beam
31
Number of Basic Load Cases
2
Number of Combination Load Cases
3
Included in this printout are data for: The Whole Structure All Included in this printout are results for load cases: Type L/C
Name
Primary
1
DEAD LOAD
Primary
2
WIND LOAD
Combination
3
LOAD COMBINATION FOR DEFELCTION
Combination
4
LOAD COMBINATION FOR LIMIT STATE
Combination
5
LOAD COMBINATION FOR ANCHOR DES
Nodes Node
X
Y
Z
(m)
(m)
(m)
1
0.000
0.000
0.000
2
1.530
0.000
0.000
3
3.030
0.000
0.000
4
4.530
0.000
0.000
5
0.000
2.430
0.000
6
1.530
2.430
0.000
7
3.030
2.430
0.000
8
4.530
2.430
0.000
9
0.000
2.870
0.000
10
1.530
2.870
0.000
11
3.030
2.870
0.000
12
4.530
2.870
0.000
13
0.000
3.500
0.000
14
1.530
3.500
0.000
15
3.030
3.500
0.000
16
4.530
3.500
0.000
17
6.060
0.000
0.000
18
6.060
2.430
0.000
19
6.060
2.870
0.000
20
6.060
3.500
0.000
Print Time/Date: 21/12/2017 13:23
STAAD.Pro for Windows 20.07.04.12
Print Run 1 of 3
Page 39
Job No
Sheet No
Rev
2 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 13:22
Beams Beam
Node A Node B
Length
Property
(m)
(degrees)
1
1
2
1.530
2
90
2
2
3
1.500
2
90
3
3
4
1.500
2
90
4
5
6
1.530
2
90
5
6
7
1.500
2
90
6
7
8
1.500
2
90
7
9
10
1.530
2
90
8
10
11
1.500
2
90
9
11
12
1.500
2
90
10
13
14
1.530
2
90
11
14
15
1.500
2
90
12
15
16
1.500
2
90
13
1
5
2.430
1
90
14
5
9
0.440
1
90
15
9
13
0.630
1
90
16
2
6
2.430
1
90
17
6
10
0.440
1
90
18
10
14
0.630
1
90
19
3
7
2.430
1
90
20
7
11
0.440
1
90
21
11
15
0.630
1
90
22
4
8
2.430
1
90
23
8
12
0.440
1
90
24
12
16
0.630
1
90
25
17
18
2.430
1
90
26
18
19
0.440
1
90
27
19
20
0.630
1
90
28
4
17
1.530
2
90
29
8
18
1.530
2
90
30
12
19
1.530
2
90
31
16
20
1.530
2
90
Section Properties Prop
Section
Area
Iyy
Izz
J
(cm2)
(cm4)
(cm4)
(cm4)
Material
1
MULLION120X45
18.260
46.466
480.200
103.559
ALUMINUM
2
TRANSOM120X45
8.580
178.900
26.433
103.559
ALUMINUM
Materials Mat
Name
E
(kN/mm2)
Density
(kg/m3)
(1/°K)
1
STEEL
205.000
0.300
7.83E+3
12E -6
2
STAINLESSSTEEL
197.930
0.300
7.83E+3
18E -6
3
ALUMINUM
68.948
0.330
2.71E+3
23E -6
4
CONCRETE
21.718
0.170
2.4E+3
10E -6
Print Time/Date: 21/12/2017 13:23
STAAD.Pro for Windows 20.07.04.12
Print Run 2 of 3
Page 40
Job No
Sheet No
Rev
3 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 13:22
Supports Node
X
Y
Z
(kN/mm)
(kN/mm)
(kN/mm)
rX
rY
rZ
1
Fixed
Fixed
Fixed
-
-
-
2
Fixed
Fixed
Fixed
-
-
-
3
Fixed
Fixed
Fixed
-
-
-
4
Fixed
Fixed
Fixed
-
-
-
13
Fixed
-
Fixed
-
-
-
14
Fixed
-
Fixed
-
-
-
15
Fixed
-
Fixed
-
-
-
16
Fixed
-
Fixed
-
-
-
17
Fixed
Fixed
Fixed
-
-
-
20
Fixed
-
Fixed
-
-
-
(kN-m/deg) (kN-m/deg) (kN-m/deg)
Basic Load Cases Number
Name
1
DEAD LOAD
2
WIND LOAD
Combination Load Cases Comb.
Combination L/C Name
Primary
3
LOAD COMBINATION FOR DEFELCTION
1
DEAD LOAD
2
WIND LOAD
1.00
1
DEAD LOAD
1.20
2
WIND LOAD
1.20
1
DEAD LOAD
1.40
2
WIND LOAD
1.40
4
LOAD COMBINATION FOR LIMIT STATE
5
LOAD COMBINATION FOR ANCHOR DES
Print Time/Date: 21/12/2017 13:23
Primary L/C Name
STAAD.Pro for Windows 20.07.04.12
Factor 1.00
Print Run 3 of 3
Page 41
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 13:22
Entity Color Legend MULLION120X45 TRANSOM120X45 Default Plate Color Default Solid Color
Y X Z
Load 3
Whole Structure
Print Time/Date: 21/12/2017 13:36
STAAD.Pro for Windows 20.07.04.12
Print Run 1 of 2
Page 42
Job No
Sheet No
Rev
2 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 13:22
Y X Z
Load 1
Self weight
Print Time/Date: 21/12/2017 13:36
STAAD.Pro for Windows 20.07.04.12
Print Run 2 of 2
Page 43
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 13:22
Node Displacement Summary Node
L/C
X
Y
Z
Resultant
rX
rY
rZ
(mm)
(mm)
(mm)
(mm)
(rad)
(rad)
(rad)
Max X
1
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.008
0.002
0.000
Min X
5
3:LOAD COMB
-0.012
-7.145
7.146
0.004
0.002
-0.000
Max Y
1
3:LOAD COMB
-0.073 0.000
0.000
0.000
0.000
-0.008
0.002
0.000
Min Y
15
3:LOAD COMB
0.000
0.000
0.023
0.014
-0.000
-0.000
Max Z
1
3:LOAD COMB
0.000
-0.023 0.000
0.000
0.000
-0.008
0.002
0.000
Min Z
7
3:LOAD COMB
-0.071
-0.021
12.856
0.008
-0.000
-0.000
Max rX
15
3:LOAD COMB
0.000
-0.023
-12.855 0.000
0.023
0.014
-0.000
-0.000
Min rX
3
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.000
0.000
Max rY
1
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.014 -0.008
0.002
0.000
Min rY
17
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.008
0.000
Max rZ
2
3:LOAD COMB
0.000
0.000
0.000
0.000
-0.014
-0.002 0.000
Min rZ
9
3:LOAD COMB
-0.038
-0.013
-4.712
4.712
0.007
0.002
Max Rst
7
3:LOAD COMB
-0.071
-0.021
-12.855
12.856
0.008
-0.000
-0.000 -0.000
0.001
Beam Displacement Detail Summary Displacements shown in italic indicate the presence of an offset Beam L/C d X (m)
(mm)
Y
Z
Resultant
(mm)
(mm)
(mm)
Max X
28
3:LOAD COMB
0.765
0.000
-0.355
0.000
0.355
Min X
16
3:LOAD COMB
0.972
-0.008
-11.504
11.508
Max Y
1
3:LOAD COMB
0.000
-0.303 0.000
0.000
0.000
0.000
Min Y
28
3:LOAD COMB
0.765
0.000
0.000
0.355
Max Z
12
3:LOAD COMB
0.600
-0.000
-0.355 -0.027
0.019
0.033
Min Z
19
3:LOAD COMB
1.701
-0.079
-0.014
15.445
Max Rst
19
3:LOAD COMB
1.701
-0.079
-0.014
-15.445 -15.445
Print Time/Date: 21/12/2017 13:22
STAAD.Pro for Windows 20.07.04.12
15.445
Print Run 1 of 1
Page 44
Job No
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
Date19-Dec-17
File
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 13:22
Beam Maximum Forces by Section Property Axial Max Fx
Section
Shear Max Fy Max Fz
(kN) MULLION120X45
Max +ve
(kN)
1.577
Max -ve TRANSOM120X45
Print Time/Date: 21/12/2017 13:27
(kN)
Torsion Max Mx (kNm)
Bending Max My Max Mz (kNm)
(kNm)
6.448
0.031
0.000
0.045
0.126
-6.512
-0.100
-0.003
-0.037
-5.597
Max +ve
0.059
0.002
1.424
0.139
0.063
0.003
Max -ve
-0.110
-0.002
-1.395
-0.139
-0.215
-0.003
STAAD.Pro for Windows 20.07.04.12
Print Run 1 of 1
Page 45
Job No
Bottom bracket reaction summary
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 16:10
Reaction Summary Node
L/C
Horizontal FX
Vertical FY
Horizontal FZ
MX
Moment MY
MZ
(kN)
(kN)
(kN)
(kNm)
(kNm)
(kNm)
Max FX
17
5:LOAD COMB
0.003
2.351
3.317
0.000
0.000
0.000
Min FX
2
5:LOAD COMB
4.349
6.407
0.000
0.000
0.000
Max FY
2
5:LOAD COMB
-0.024 -0.024
4.349
6.407
0.000
0.000
0.000
Min FY
1
4:LOAD COMB
0.001
2.843
0.000
0.000
0.000
Max FZ
3
5:LOAD COMB
0.002
1.974 4.313
6.448
0.000
0.000
0.000
Min FZ
1
4:LOAD COMB
0.001
1.974
0.000
0.000
0.000
Max MX
1
4:LOAD COMB
0.001
1.974
2.843 2.843
0.000
0.000
0.000
Min MX
1
4:LOAD COMB
0.001
1.974
2.843
0.000
0.000
Max MY
1
4:LOAD COMB
0.001
1.974
2.843
0.000 0.000
0.000
0.000
Min MY
1
4:LOAD COMB
0.001
1.974
2.843
0.000
0.000
Max MZ
1
4:LOAD COMB
0.001
1.974
2.843
0.000
0.000 0.000
Min MZ
1
4:LOAD COMB
0.001
1.974
2.843
0.000
0.000
0.000
Print Time/Date: 23/12/2017 12:55
STAAD.Pro for Windows 20.07.04.12
0.000
Print Run 1 of 1
Page 46
Job No
Top bracket reaction summary
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date19-Dec-17
Chd
Curtain wall 3.5m Height GDate/Time 21-Dec-2017 16:10
Reaction Summary Node
L/C
Horizontal FX
Vertical FY
Horizontal FZ
MX
Moment MY
MZ
(kN)
(kN)
(kN)
(kNm)
(kNm)
(kNm)
Max FX
20
5:LOAD COMB
0.040
0.000
3.205
0.000
0.000
0.000
Min FX
13
5:LOAD COMB
0.000
3.205
0.000
0.000
0.000
Max FY
13
4:LOAD COMB
-0.028 -0.024
0.000
2.747
0.000
0.000
0.000
Min FY
13
4:LOAD COMB
-0.024
2.747
0.000
0.000
0.000
Max FZ
14
5:LOAD COMB
0.000
0.000 0.000
6.510
0.000
0.000
0.000
Min FZ
20
4:LOAD COMB
0.034
0.000
0.000
0.000
0.000
Max MX
13
4:LOAD COMB
-0.024
0.000
2.747 2.747
0.000
0.000
0.000
Min MX
13
4:LOAD COMB
-0.024
0.000
2.747
0.000
0.000
Max MY
13
4:LOAD COMB
-0.024
0.000
2.747
0.000 0.000
0.000
0.000
Min MY
13
4:LOAD COMB
-0.024
0.000
2.747
0.000
0.000
Max MZ
13
4:LOAD COMB
-0.024
0.000
2.747
0.000
0.000 0.000
Min MZ
13
4:LOAD COMB
-0.024
0.000
2.747
0.000
0.000
0.000
Print Time/Date: 23/12/2017 12:55
STAAD.Pro for Windows 20.07.04.12
0.000
Print Run 1 of 1
Page 47
7.0 Bottom Bracket design
Page 48
Page 49
Job No
Bottom reaction summary
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 11:51
Reaction Summary Node
L/C
Horizontal FX
Vertical FY
Horizontal FZ
MX
Moment MY
MZ
(kN)
(kN)
(kN)
(kNm)
(kNm)
(kNm)
Max FX
4
5:LOAD COMB
0.002
1.327
1.447
0.000
0.000
0.000
Min FX
1
5:LOAD COMB
1.327
1.447
0.000
0.000
0.000
Max FY
2
5:LOAD COMB
-0.002 0.000
2.387
2.710
0.000
0.000
0.000
Min FY
4
4:LOAD COMB
0.002
1.241
0.000
0.000
0.000
Max FZ
2
5:LOAD COMB
0.000
1.137 2.387
2.710
0.000
0.000
0.000
Min FZ
1
4:LOAD COMB
-0.002
1.138
0.000
0.000
0.000
Max MX
1
4:LOAD COMB
-0.002
1.138
1.241 1.241
0.000
0.000
0.000
Min MX
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000
Max MY
1
4:LOAD COMB
-0.002
1.138
1.241
0.000 0.000
0.000
0.000
Min MY
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000
Max MZ
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000 0.000
Min MZ
1
4:LOAD COMB
-0.002
1.138
1.241
0.000
0.000
0.000
Print Time/Date: 21/12/2017 11:58
STAAD.Pro for Windows 20.07.04.12
0.000
Print Run 1 of 1
Page 50
ANALYSIS OF STEEL BRACKET: Rwind =
2.71 KN
Fz
Support reactions due to wind load STAAD output file (factorized load)
Rdead =
2.387 KN
FY
Support reactions due to dead load STAAD output file (factorized load)
Horizon =
0.002 kN
Fx
Check for Fin Bolt(s) as per BS 8118‐1: 1991 Size =
M10
Bolt Size
grade =
A4‐70
Grade Considered
Vbolt =
sqrt(Rwind² + Rdead²)/2 =
1.806 kN
Vbolt =
1.806 kN
Shear Load at bolt cross‐section double shear (factored)
VR =
15.53 kN
Shear capacity of chosen bolt size/grade
Since; Vbolt =
1.806 KN
<
VR =
15.53 kN
OK
Check for Tension T1bolt =
Fx =
TR =
0.002 kN 26.1 kN
Since; Tbolt =
Tension capacity of chosen bolt size/grade 0.002 KN
<
TR =
26.1 kN
OK
Combined check for Tension & shear (Tbolt/TR)² + (Vbolt/VR)² =
0.014 <
1.4
OK
Check for bearing df =
10 mm
Fastener diameter (nominal)
t =
1.8 mm
Bearing thickness (mullion)
γm =
1.2
Material factor
Pa =
460 Mpa
Limiting stress for local capacity
BRP =
10.35 KN
Bearing capacity (as per BS 8118: part1 & BS‐5950)
Page 51
Since; Vbolt =
1.806 KN
<
BRP =
10.35 kN
OK
Thus the strength requirements for the fin bolt are satisfied Check for built‐up Steel bracket (fin plate) as per BS 5950:part1:2000 Py =
275 Mpa
tf =
6 mm
bf =
70 mm
Zzf =
Section thickness Section width
2*tf.bf²/6
Zzf = Mrzf =
Design strength
Elastic Section Modulus
9800 mm3
Bending moment capacity
py.Zzf/γm
Mrzf =
2.246 kNm
Mzf =
0.11935
Since; Mzf =
Actual moment 0.119 KNm
<
Mrzf =
2.246 KNm
OK
The strength requirements for the fin plates and welds are satisfied Computation for width of compression triangle mr =
70000 Mpa/29000 Mpa =
pg =
30 Mpa
pt =
600 Mpa
2.414
Modular Ratio Concrete strength Bolt Strength
n =
mr.pg.40 mm/mr.pg+pt =
Tbolt=
[Rdead (40+ 10)mm + Rwind(40 mm ‐ n/3)]/2 . ( 40 mm ‐ n/3)
Tbolt=
2.902 KN
Py =
275 Mpa
tb =
8 mm
bb =
215 mm
sxb =
0.25.bb.tb² =
4.308
Width of compression Triangle refer to figure
tensile load on anchor bolts considering 20mm tolerence Design strength Section thickness Section width 3440 mm3
Plastic section capacity
Page 52
MRb =
py.sxb/γm =
0.788 kNm
Mb =
Tbolt. 50mm =
0.145 kNm
Since; Mb =
0.145 KNm
<
Bending moment capacity Local bending moment at base plate MRb =
0.788 KNm
OK
The strength requirement for the base plate is satisfied Check for Anchor bolts at Steel Bracket Vabolt= Rdead Vabolt=
2.387 kN
Tabolt= Rwind Tabolt=
2.71 kN
Mabolt= Rdead(40+10) mm Mabolt=
0.11935
use anchor bolt 2 M‐10 for detail refer the anchor design.
Page 53
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
fischer FZE Jebel Ali Free Zone Warehouse No XB 01 P.O. Box 261738 Dubai [email protected] www.fischer.ae
Design Specifications Anchor Anchor system Anchor Anchorage depth
fischer Bolt anchor FAZ II Bolt anchor FAZ II 10/10, zinc plated steel 40 mm
Design Data
Anchor design in Concrete according European Technical Assessment ETA-05/0069, Option 1, Issued 03/07/2017
Geometry / Loads / Scale units mm, kN, kNm
Value of design actions (including partial safety factor for the load)
Static
Not drawn to scale
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 54
Page 1
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Input data Design method Base material Concrete condition Reinforcement
TR055/ETAG 001, Annex C, Method A Normal weight concrete, C30/37, EN 206 Cracked, dry hole No or standard reinforcement. Edge reinforcement with stirrups. With reinforcement against splitting hammer drilling Push-through installation Annular gap not filled Static or quasi-static Base plate flush installed on base material 70 mm x 215 mm x 8 mm Customized profile
Drilling method Installation type Annular gap Type of loading Base plate location Base plate geometry Profile type
Design actions *⁾ # 1
NSd kN
VSd,x kN
VSd,y kN
MSd,x kNm
MSd,y kNm
MT,Sd kNm
Type of loading
2.39
0.00
2.71
0.00
-0.12
0.00
Static or quasi-static
*⁾ The required partial safety factors for actions are included
Resulting anchor forces Tensile action kN
Shear Action kN
Shear Action x kN
Shear Action y kN
1
3.09
1.36
0.00
1.36
2
3.09
1.36
0.00
1.36
Anchor no.
max. concrete compressive strain : max. concrete compressive stress : Resulting tensile actions : Resulting compression actions :
0.11 3.5 6.19 3.80
‰ N/mm² kN , X/Y position ( 0 / 0 ) kN , X/Y position ( -32 / 0 )
Resistance to tension loads Action kN
Capacity kN
Utilisation βN %
Steel failure *
3.09
18.87
16.4
Pullout failure *
3.09
10.57
29.3
Concrete cone failure
3.09
7.39
41.9
Proof
* Most unfavourable anchor
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 55
Page 2
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Steel failure ( NRd,s )
NRk,s kN
γMs
NRd,s kN
NSd kN
βN,s %
28.30
1.50
18.87
3.09
16.4
Anchor no.
βN,s %
Group N°
Decisive Beta
1
16.4
1
βN,s;1
2
16.4
2
βN,s;2
NRk,p kN
Ψc
γMp
NRd,p kN
NSd kN
βN,p %
15.86
1.220
1.50
10.57
3.09
29.3
Pullout failure ( NRd,p )
The given Psi,c-factor may has been determined by interpolation.
Anchor no.
βN,p %
Group N°
Decisive Beta
1, 2
29.3
1
βN,p;1
Concrete cone failure ( NRd,c )
Eq. (5.2)
Eq. (5.2a)
Eq. (5.2c)
Eq. (5.2d)
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 56
Page 3
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Eq. (5.2e)
NRk,c kN
γMc
NRd,c kN
NSd kN
βN,c %
11.08
1.50
7.39
3.09
41.9
Anchor no.
βN,c %
Group N°
Decisive Beta
1
41.9
1
βN,c;1
2
41.9
2
βN,c;2
Resistance to shear loads Proof
Action kN
Capacity kN
Utilisation βV %
Steel failure without lever arm *
1.36
17.12
7.9
Concrete pry-out failure
1.36
19.20
7.1
* Most unfavourable anchor
Steel failure without lever arm ( VRd,s )
VRk,s kN
γMs
VRd,s kN
VSd kN
βVs %
21.40
1.25
17.12
1.36
7.9
Anchor no.
βVs %
Group N°
Decisive Beta
1
7.9
1
βVs;1
2
7.9
2
βVs;2
Concrete pry-out failure ( VRd,cp )
Eq. (5.6)
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 57
Page 4
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Eq. (5.2)
Eq. (5.2a)
Eq. (5.2c)
Eq. (5.2d) Eq. (5.2e)
VRk,cp kN
γMc
VRd,cp kN
VSd kN
βV,cp %
28.81
1.50
19.20
1.36
7.1
βV,cp %
Group N°
Decisive Beta
1
7.1
1
βV,cp;1
2
7.1
2
βV,cp;2
Anchor no.
Utilization of tension and shear loads Tension loads
Utilisation βN %
Shear Loads
Utilisation βV %
Steel failure *
16.4
Steel failure without lever arm *
7.9
Pullout failure *
29.3
Concrete pry-out failure
7.1
Concrete cone failure
41.9
* Most unfavourable anchor
Resistance to combined tensile and shear loads Eq. (5.8a)
Proof successful
Eq. (5.8b) Eq. (5.9)
Information concerning the anchor plate Base plate details Plate thickness specified by user without proof Profile type
t = 8 mm Customized profile
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 58
Page 5
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Technical remarks All data and information in the software is based on fischer products and common engineering knowledge. Please check all the proof results against local valid standards and approvals. As fischer is not the design office, the attached is no guarantee for incorrect input or assumptions. Any recommendations have to be approved by the building-authority or project engineer. Results are valid only for anchor system calculated in the attached. If any part of the system is changed, it will invalidate this report and new calculations would be required. The calculation was done under the assumption that a sufficient splitting reinforcement is available. In this case the spliiting failure can be omitted. The transmission of the anchor loads to the supports of the concrete member shall be shown for the ultimate limit state and the serviceability limit state; for this purpose, the normal verifications shall be carried out under due consideration of the actions introduced by the anchors. For these verifications the additional provisions given in the current design method shall be taken into account. As a pre-condition the anchor plate is assumed to be flat when subjected to the actions. Therefore, the plate must be sufficiently stiff. The C-Fix anchor plate design is based on a proof of stresses and does not allow a statement about the stiffness of the plate. The proof of the necessary stiffness is not carried out by C-Fix.
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 59
Page 6
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Installation data Anchor Anchor system Anchor
fischer Bolt anchor FAZ II Bolt anchor FAZ II 10/10, zinc plated steel
Accessories
Blow-out pump ABG big Hammer drill bit SDS Plus IV 10/100/160
Art.-No. 94981 Art.-No. 89300 Art.-No. 504140
Installation details Thread diameter Drill hole diameter Drill hole depth Anchorage depth Drilling method Drill hole cleaning Installation type Annular gap Installation torque Socket size Base plate thickness Total fixing thickness Tfix,max
M 10 d0 = 10 mm h2 = 65 mm hef = 40 mm hammer drilling only blow out by hand Push-through installation Annular gap not filled Tinst = 45.0 Nm 17 mm t = 8 mm tfix = 8 mm tfix, max = 30 mm
Base plate details Base plate material Base plate thickness Clearance hole in base plate
S 275 t = 8 mm df=12 mm
Attachment Profile type Distance between profiles
Customized profile 15 mm
Profile dimensions
mm
Height
6
Width
70
Anchor coordinates Anchor no.
x mm
y mm
1
0
72.5
2
0
-72.5
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 60
Page 7
8.0 Top Bracket design
Page 61
Page 62
Job No
Top bracket reaction summary
Sheet No
Rev
1 Part
Software licensed to Hewlett-Packard Company Job Title
Ref By
Client
File
Date07-Dec-17
Curtain wall 2.9 m Height
Chd
Date/Time
21-Dec-2017 11:51
Reaction Summary Node
L/C
Horizontal FX
Vertical FY
Horizontal FZ
MX
Moment MY
MZ
(kN)
(kN)
(kN)
(kNm)
(kNm)
(kNm)
Max FX
16
5:LOAD COMB
0.048
0.000
1.403
0.000
0.000
0.000
Min FX
13
5:LOAD COMB
0.000
1.403
0.000
0.000
0.000
Max FY
13
4:LOAD COMB
-0.044 -0.038
0.000
1.202
0.000
0.000
0.000
Min FY
13
4:LOAD COMB
-0.038
1.202
0.000
0.000
0.000
Max FZ
14
5:LOAD COMB
-0.002
0.000 0.000
2.755
0.000
0.000
0.000
Min FZ
13
4:LOAD COMB
-0.038
0.000
0.000
0.000
0.000
Max MX
13
4:LOAD COMB
-0.038
0.000
1.202 1.202
0.000
0.000
0.000
Min MX
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000
Max MY
13
4:LOAD COMB
-0.038
0.000
1.202
0.000 0.000
0.000
0.000
Min MY
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000
Max MZ
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000 0.000
Min MZ
13
4:LOAD COMB
-0.038
0.000
1.202
0.000
0.000
0.000
Print Time/Date: 21/12/2017 11:59
STAAD.Pro for Windows 20.07.04.12
0.000
Print Run 1 of 1
Page 63
ANALYSIS OF STEEL BRACKET: Rwind =
2.755 KN
Fz
Rdead =
0 KN
FY
0.048 kN
Fx
Horizon =
Support reactions due to wind load STAAD output file (factorized load)
Check for Fin Bolt(s) as per BS 8118‐1: 1991 Size =
M10
Bolt Size
grade =
A4‐70
Grade Considered
Vbolt =
sqrt(Rwind² + Rdead²)/2 =
1.378 kN
Vbolt =
1.378 kN
Shear Load at bolt cross‐section double shear (factored)
VR =
15.53 kN
Shear capacity of chosen bolt size/grade
Since; Vbolt =
1.378 KN
<
VR =
15.53 kN
OK
Check for Tension Tbolt =
Fx =
TR =
0.048 kN 26.1 kN
Since; Tbolt =
Tension capacity of chosen bolt size/grade 0.048 KN
<
TR =
26.1 kN
OK
Combined check for Tension & shear (Tbolt/TR)² + (Vbolt/VR)² =
0.008 <
1.4
OK
Check for bearing df =
10 mm
Fastener diameter (nominal)
t =
1.8 mm
Bearing thickness
γm =
1.2
Material factor table 3.3 of BS8118: part1
Pa =
460 Mpa
Limiting stress for local capacity
BRP =
13.8 KN
Bearing capacity (as per BS 8118: part1)
Page 64
Since; Vbolt =
1.378 KN
<
BRP =
13.8 kN
OK
Thus the strength requirements for the fin bolt are satisfied Check for built‐up steel bracket (fin plate) as per BS 5950:part1:2000 Py =
275 Mpa
tf =
6 mm
bf =
70 mm
Zzf =
Section width Elastic Section Modulus
9800 mm3
Bending moment capacity
py.Zzf/γm
Mrf = Mf =
Section thickness
2*tf.bf²/6
Zzf = Mrf =
Design strength
2.246 kNm Rwind (40+ 20)
Mf =
Bending Moment at Fin Plate
0.220 kNm
Since; Mf =
Considering 20mm tolerence 0.220 KNm
<
Mrf =
2.246 KNm
OK
The strength requirements for the fin plates and welds are satisfied Computation for width of compression triangle mr =
70000 Mpa/29000 Mpa =
pg =
30 Mpa
pt =
600 Mpa
2.414
Modular Ratio Concrete strength Bolt Strength
n =
mr.pg.40 mm/mr.pg+pt =
Tbolt=
[Rwind (40 + 20)mm + Rdead(40 mm ‐ n/3)]/2 . ( 40 mm ‐ n/3)
Tbolt=
2.143 KN
Py =
275 Mpa
tb =
8 mm
bb =
215 mm
4.308
Width of compression Triangle refer to figure
tensile load on anchor bolts considering 20mm tolerence Design strength Section thickness Section width
Page 65
sxb =
0.25.bb.tb² =
3440 mm3
Plastic section capacity
MRb =
py.sxb/γm =
0.788 kNm
Bending moment capacity
Mb =
Tbolt.55mm =
0.118 kNm
Since; Mb =
0.118 KNm
<
Local bending moment at base plate MRb =
0.788 KNm
OK
The strength requirement for the base plate is satisfied Check for Anchor bolts at Steel Bracket Tabolt= Rwind Tabolt=
2.755 kN
Mabolt= Rwind(40+20) mm Mabolt=
0.1653
use anchor bolt 2 M‐10 for detail refer the anchor design.
Page 66
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
fischer FZE Jebel Ali Free Zone Warehouse No XB 01 P.O. Box 261738 Dubai [email protected] www.fischer.ae
Design Specifications Anchor Anchor system Anchor Anchorage depth
fischer Bolt anchor FAZ II Bolt anchor FAZ II 10/10, zinc plated steel 40 mm
Design Data
Anchor design in Concrete according European Technical Assessment ETA-05/0069, Option 1, Issued 03/07/2017
Geometry / Loads / Scale units mm, kN, kNm
Value of design actions (including partial safety factor for the load)
Static
Not drawn to scale
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 67
Page 1
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Input data Design method Base material Concrete condition Reinforcement
TR055/ETAG 001, Annex C, Method A Normal weight concrete, C30/37, EN 206 Cracked, dry hole No or standard reinforcement. Edge reinforcement with stirrups. With reinforcement against splitting hammer drilling Push-through installation Annular gap not filled Static or quasi-static Base plate flush installed on base material 70 mm x 215 mm x 8 mm Customized profile
Drilling method Installation type Annular gap Type of loading Base plate location Base plate geometry Profile type
Design actions *⁾ # 1
NSd kN
VSd,x kN
VSd,y kN
MSd,x kNm
MSd,y kNm
MT,Sd kNm
Type of loading
2.76
0.00
0.00
0.00
-0.16
0.00
Static or quasi-static
*⁾ The required partial safety factors for actions are included
Resulting anchor forces Tensile action kN
Shear Action kN
Shear Action x kN
Shear Action y kN
1
3.92
0.00
0.00
0.00
2
3.92
0.00
0.00
0.00
Anchor no.
max. concrete compressive strain : max. concrete compressive stress : Resulting tensile actions : Resulting compression actions :
0.14 4.5 7.84 5.08
‰ N/mm² kN , X/Y position ( 0 / 0 ) kN , X/Y position ( -32 / 0 )
Resistance to tension loads Action kN
Capacity kN
Utilisation βN %
Steel failure *
3.92
18.87
20.8
Pullout failure *
3.92
10.57
37.1
Concrete cone failure
3.92
7.39
53.1
Proof
* Most unfavourable anchor
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 68
Page 2
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Steel failure ( NRd,s )
NRk,s kN
γMs
NRd,s kN
NSd kN
βN,s %
28.30
1.50
18.87
3.92
20.8
Anchor no.
βN,s %
Group N°
Decisive Beta
1
20.8
1
βN,s;1
2
20.8
2
βN,s;2
NRk,p kN
Ψc
γMp
NRd,p kN
NSd kN
βN,p %
15.86
1.220
1.50
10.57
3.92
37.1
Pullout failure ( NRd,p )
The given Psi,c-factor may has been determined by interpolation.
Anchor no.
βN,p %
Group N°
Decisive Beta
1, 2
37.1
1
βN,p;1
Concrete cone failure ( NRd,c )
Eq. (5.2)
Eq. (5.2a)
Eq. (5.2c)
Eq. (5.2d)
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 69
Page 3
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Eq. (5.2e)
NRk,c kN
γMc
NRd,c kN
NSd kN
βN,c %
11.08
1.50
7.39
3.92
53.1
Anchor no.
βN,c %
Group N°
Decisive Beta
1
53.1
1
βN,c;1
2
53.1
2
βN,c;2
Resistance to combined tensile and shear loads Proof successful
(5.8a)
Information concerning the anchor plate Base plate details Plate thickness specified by user without proof Profile type
t = 8 mm Customized profile
Technical remarks All data and information in the software is based on fischer products and common engineering knowledge. Please check all the proof results against local valid standards and approvals. As fischer is not the design office, the attached is no guarantee for incorrect input or assumptions. Any recommendations have to be approved by the building-authority or project engineer. Results are valid only for anchor system calculated in the attached. If any part of the system is changed, it will invalidate this report and new calculations would be required. The calculation was done under the assumption that a sufficient splitting reinforcement is available. In this case the spliiting failure can be omitted. The transmission of the anchor loads to the supports of the concrete member shall be shown for the ultimate limit state and the serviceability limit state; for this purpose, the normal verifications shall be carried out under due consideration of the actions introduced by the anchors. For these verifications the additional provisions given in the current design method shall be taken into account. As a pre-condition the anchor plate is assumed to be flat when subjected to the actions. Therefore, the plate must be sufficiently stiff. The C-Fix anchor plate design is based on a proof of stresses and does not allow a statement about the stiffness of the plate. The proof of the necessary stiffness is not carried out by C-Fix.
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 70
Page 4
C-FIX 1.63.0.0 Database version 2017.10.16.9.12 Date 23/12/2017
Installation data Anchor Anchor system Anchor
fischer Bolt anchor FAZ II Bolt anchor FAZ II 10/10, zinc plated steel
Accessories
Blow-out pump ABG big Hammer drill bit SDS Plus IV 10/100/160
Art.-No. 94981 Art.-No. 89300 Art.-No. 504140
Installation details Thread diameter Drill hole diameter Drill hole depth Anchorage depth Drilling method Drill hole cleaning Installation type Annular gap Installation torque Socket size Base plate thickness Total fixing thickness Tfix,max
M 10 d0 = 10 mm h2 = 65 mm hef = 40 mm hammer drilling only blow out by hand Push-through installation Annular gap not filled Tinst = 45.0 Nm 17 mm t = 8 mm tfix = 8 mm tfix, max = 30 mm
Base plate details Base plate material Base plate thickness Clearance hole in base plate
S 275 t = 8 mm df=12 mm
Attachment Profile type Distance between profiles
Customized profile 15 mm
Profile dimensions
mm
Height
6
Width
70
Anchor coordinates Anchor no.
x mm
y mm
1
0
72.5
2
0
-72.5
The input values and the design results should be checked against local valid standards and approvals. Please respect the disclaimer of warranty in the license agreement of the Software.
Page 71
Page 5
9.0 Analysis of Glass
Page 72
ANALYSIS OF CURTAIN WALL GLASS 13.52mm laminated (glass inner) + 18 mm Air gap + 6mm fully tempered glass (outer) Reference Drawings and Pane a =
1260 mm
Long side
b =
1080 mm
Short side
t1 =
13.52 mm
Interior Lite Thickness LG
t2 =
6 mm
Exterior Lite Thickness FT
AR =
a/b =
1.167 Aspect Ratio
Computation for Load Resistance Capacity As per ASTME 1300‐03 qw = NFL1 =
1.3 kPa 8 kPa
Design wind pressure Non factored load for 13.52mm interior lite‐figureA1.9
GT1 =
3.6
Glass type factor for interior lite‐FT (Table 2)
LS1 =
1.1
Load share factor for interior lite ‐ table 5
LR1 = LR1 =
NFL1.GT1.LS1 31.68
NFL2 =
2.6 kPa
GT2 =
3.6
LS2 =
10.8
kPa kPa
Non factored load for 6mm Exterior lite‐figureA1.6 Glass type factor for interior lite‐FT (Table 2) Load share factor for interior lite ‐ table 5
LR2 =
NFL2.GT2.LS2
kPa
LR2 = LR =
101.088
kPa
LR = Since qw =
Load Resistance Capacity ‐ for interior Lite
Load Resistance Capacity ‐ for interior Lite
min(LR1,LR2) 31.68 kPa 1.3 Kpa
<
LR =
31.68 Kpa
OK
Ok for 13.52mm laminated FT glass + 6mm fully tempered glass in strength
Page 73
Computation for Center of Glass Deflection using alternate analysis prescribed by ASTM E1300‐03 qdef = qw
Design wind pressure
qdef =
1.3 Kpa
E =
71700 Mpa
Modulus of Elasticity for Glass
AR =
1.167
Aspect Ratio
r0 =
0.553 ‐ 3.83 AR + 1.11 AR² ‐ 0.0969 AR³
r0 = r1 =
‐2.558 ‐2.29 + 5.83 AR ‐ 2.17 AR² + 0.2067 AR³
r1 = r2 =
Calculation Parameters
1.886
Calculation Parameter
1.485 ‐ 1.91 AR + 0.82 AR² ‐ 0.0822 AR³
r2 =
0.242
Calculation Parameter
Ls1 =
t1³/(t1³+t2³) =
0.919623 Deflection load share factor for interior lite
Ls2 =
t2³/(t1³+t2³) =
0.080377 Deflection load share factor for exterior lite
X1 =
ln[ ln {Ls1.qdef.((a.b)²/(E.t14))}] =
0.790 For interior lite
X2 =
ln[ ln {Ls2.qdef.((a.b)²/(E.t24))}] =
0.316 For interior lite
δ1 =
t1.e
δ2 =
t2.e
δmax =
r0+r1.X1+r2.X1²
=
4.790 mm
r0+r1.X2+r2.X2²
=
4.950 mm
4.950 mm
Allowable Glass Deflection δallow =
min (b/50, 25mm) =
Since: δmax =
4.950 mm
21.6 mm <
δallow =
Since the maximum center of glass deflection δmax = 4.950 mm is less than the allowable
21.6 mm
δallow =
OK
21.6 mm
Ok for 13.52mm laminated FT glass + 6mm fully tempered glass in deflection
Page 74
10.0 Technical References
Page 75
Page 76
Page 77
STRUCTURAL CAPACITIES OF GRADE 8.8 BOLTS AS PER BS 8118 - 1 : 1991 TABLE S1. Tension, Shear & Bearing Capacity Size M6
Nominal Tensile Diameter Stress area
Bolt Capacity Tensile
Shear
Bearing Capacity, min (VRF, VRP) < VRS (KN) Aluminum ply thickness, t (mm)
df (mm)
As (mm²)
PRT (KN)
VRS (KN)
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
6.00
20.10
16.75
9.97
1.75
2.63
3.5
4.38
5.25
6.13
7
7.88
8.75
9.63
10.5
11.38
12.25
13.13
14
14.88
15.75
16.63
17.5
M8
8.00
36.60
30.5
18.15
2.33
3.5
4.67
5.83
7
8.17
9.33
10.5
11.67
12.83
14
15.17
16.33
17.5
18.67
19.83
21
22.17
23.33
M10
10.00
58.00
48.33
28.76
2.92
4.38
5.83
7.29
8.75
10.21
11.67
13.13
14.58
16.04
17.5
18.96
20.42
21.88
23.33
24.79
26.25
27.71
29.17
M12
12.00
84.30
70.25
41.8
2.92
5.25
7
8.75
10.5
12.25
14
15.75
17.5
19.25
21
22.75
24.5
26.25
28
29.75
31.5
33.25
35
M14
14.00
115.00
95.83
57.02
3.06
6.13
8.17
10.21
12.25
14.29
16.33
18.38
20.42
22.46
24.5
26.54
28.58
30.63
32.67
34.71
36.75
38.79
40.83 46.67
M16
16.00
157.00
130.83
77.85
3.5
6.58
9.33
11.67
14
16.33
18.67
21
23.33
25.67
28
30.33
32.67
35
37.33
39.67
42
44.33
M18
18.00
192.00
160
95.2
3.94
6.58
10.5
13.13
15.75
18.38
21
23.63
26.25
28.88
31.5
34.13
36.75
39.38
42
44.63
47.25
49.88
52.5
M20
20.00
245.00
204.17
121.48
4.38
6.56
11.67
14.58
17.5
20.42
23.33
26.25
29.17
32.08
35
37.92
40.83
43.75
46.67
49.58
52.5
55.42
58.33
M22
22.00
303.00
252.5
150.24
4.81
7.22
11.68
16.04
19.25
22.46
25.67
28.88
32.08
35.29
38.5
41.71
44.92
48.13
51.33
54.54
57.75
60.96
64.17
M24
24.00
353.00
294.17
175.03
5.25
7.88
11.69
17.5
21
24.5
28
31.5
35
38.5
42
45.5
49
52.5
56
59.5
63
66.5
70
=
1.00
=
2
WHERE : α c
; For steel and stainless steel bolts and rivets ; When df/t<10
(BS 8118 : Part 1:1991 Section 6.4.3) (BS 8118 : Part 1:1991 Section 6.4.4)
; When 10
(BS 8118 : Part 1:1991 Section 6.4.4)
c
=
20t / df
c
=
1.5
; When df/t>13
(BS 8118 : Part 1:1991 Section 6.4.4)
αs
=
0.7
; For steel bolts or rivets
(BS 8118 : Part 1:1991 Section 6.4.2)
K1
=
0.85
; For Normal Clearance bolts
(BS 8118 : Part 1:1991 Section 6.4.2)
γm
=
1.2
; Material factor
(BS 8118 : Part 1:1991 Section 3.3.3 Table 3.3)
pa
=
175
pf
=
1000 N/mm² ; yield strength of bolts (bearing)
N/mm² ; Limiting stress for local Capacity (Alum. Alloy 6063-T6)
(BS 8118 : Part 1:1991 Section 4.2 Table 4.1) (BS 8118 : Part 1:1991 Section 6.4.1)
PRT
=
αpf As / γm
; Tensile Capacity
(BS 8118 : Part 1:1991 Section 6.4.3)
VRS
=
αspf As K1 / γm
; Shear Capacity
(BS 8118 : Part 1:1991 Section 6.4.2)
BRF
=
df t 2 pf / γm
; Bearing Capacity of fastener
(BS 8118 : Part 1:1991 Section 6.4.4)
BRP
=
c df t pa / γm
; Bearing Capacity of connected ply
(BS 8118 : Part 1:1991 Section 6.4.4)
NOTES : *Shaded bearing capacity values are greater than the shear capacity of bolt Hence, use minimum shear capacity of bolt
Page 78
Page 79
EXCEPTION: For buildings whose mean roof height is less than or equal to 30 ft, the upwind distance may be reduced to 1,500 ft (457 m).
Exposure C: Exposure C shall apply for all cases where Exposures B or D do not apply. Exposure D: Exposure D shall apply where the ground surface roughness, as defined by Surface Roughness D, prevails in the upwind direction for a distance greater than 5,000 ft (1,524 m) or 20 times the building height, whichever is greater. Exposure Dshall extend into downwind areas of Surface Roughness B or C for a distance of 600 ft (200 m) or 20 times the height of the building, whichever is greater. For a site located in the transition zone between exposure categories, the category resulting in the largest wind forces shall be used. EXCEPTION: An intermediate exposure between the preceding categories is pennitted in a transition zone provided that it is detennined by a rational analysis method defined in the recognized literature.
4. HILj, 2 0.2. 5. H is greater than or equal to 15 ft (4.5 m) for Exposures C and D and 60 ft (18 m) for Exposure B.
6.5.7.2 Topographic Factor. The wind speed-up effect shall be included in the calculation of design wind loads by using the factor K,,:
where K I , K2, and K3 are given in Fig. 6-4. If site conditions and locations of structures do not meet all the conditions specified in Section 6.5.7.1 then K, = 1.0.
6.5.8 Gust Effect Factor. 6.5.8.1 Rigid Structures. For rigid structures as defined in Section 6.2, the gust-effect factor shall be taken as 0.85 or calculated by the formula:
6.5.6.4 Exposure Category for Main Wind-Force Resisting System. 6.5.6.4.1 Buildings and Other Structures. For each wind direction considered, wind loads for the design of the MWFRS determined from Fig. 6-6 shall be based on the exposure categories defined in Section 6.5.6.3. 6.5.6.4.2 Low-Rise Buildings. Wind loads for the design of the MWFRSs for low-rise buildings shall be determined using a velocity pressure qj, based on the exposure resulting in the highest wind loads for any wind direction at the site where external pressure coefficients GCPj given in Fig. 6-10 are used.
I
6.5.6.5 Exposure Category for Components and Cladding. Components and cladding design pressures for all buildings and other structures shall be based on the exposure resulting in the highest wind loads for any direction at the site. 6.5.6.6 Velocity Pressure Exposure Coefficient. Based on the exposure category determined in Section 6.5.6.3, a velocity pressure exposure coefficient K, or Kj,, as applicable, shall be determined from Table 6-3. For a site located in a transition zone between exposure categories, that is, near to a change in ground surface roughness, intermediate values of K, or Kj,, between those shown in Table 6-3, are permitted, provided that they are determined by a rational analysis method defined in the recognized literature. 6.5.7 Topographic Effects.
6.5.7.1 Wind Speed-Up over Hills, Ridges, and Escarpments. Wind speed-up effects at isolated hills, ridges, and escarpments constituting abrupt changes in the general topography, located in any exposure category, shall be included in the design when buildings and other site conditions and locations of structures meet all of the following conditions:
where I: = the intensity of turbulence at height 7 where 7 = the equivalent height of the structure defined as 0.6h, but not less than z,,, for all building heights h. z,,, and c are listed for each exposure in Table 6-2; g g and g , shall be taken as 3.4. The background response Q is given by
where B, h are defined in Section 6.3; and L: = the integral length scale of turbulence at the equivalent height given by
InSI:
L: = l
(fo)?
in which ! and C are constants listed in Table 6-2.
6.5.8.2 Flexible or Dynamically Sensitive Structures. Forflexible or dynamically sensitive structures as defined in Section 6.2, the gust-effect factor shall be calculated by
G j = 0.925
(6-8) /
1. The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature (100H) or 2 mi (3.22 km), whichever is less. This distance shall be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. 2. The hill, ridge, or escarpment protrudes above the height of upwind terrain features within a 2-mi (3.22 km) radius in any quadrant by a factor of two or more. 3. The structure is located as shown in Fig. 6-4 in the upper one-half of a hill or ridge or near the crest of an escarpment.
g g and g , shall be taken as 3.4 and g ~ is given by
R , the resonant response factor, is given by R = / $ i i E z l
(6- 10) (6- 11) ASCE 7-05
Page 80
Page 81
Page 82
Page 83
Page 84
Page 85
Page 86
Page 87
Page 88
Page 89
!NOTE 1 The imposed loads are the imposed floor loads and the imposed roof loads. NOTE 2 The crane loads are the self-weight of the crane, the lifted load and the allowances for dynamic effects."
Page 90
Page 91
Page 92
Page 93
Page 94
Page 95
Page 96
Page 97
Page 98
Page 99
Page 100
Page 101
Page 102
Page 103
E 1300 – 03 TABLE 1 Glass Type Factors (GTF) for a Single Lite of Monolithic or Laminated Glass
3.2.4.1 annealed (AN) glass, n—a flat, monolithic, glass lite of uniform thickness where the residual surface stresses are nearly zero as defined in Specification C 1036. 3.2.4.2 fully tempered (FT) glass, n—a flat, monolithic, glass lite of uniform thickness that has been subjected to a special heat treatment process where the residual surface compression is not less than 69 MPa (10 000 psi) or the edge compression not less than 67 MPa (9 700 psi) as defined in Specification C 1048. 3.2.4.3 heat strengthened (HS) glass, n—a flat, monolithic, glass lite of uniform thickness that has been subjected to a special heat treatment process where the residual surface compression is not less than 24 MPa (3 500 psi) or greater than 52 MPa (7 500 psi) as defined in Specification C 1048. 3.2.4.4 insulating glass (IG) unit, n—any combination of two glass lites that enclose a sealed space filled with air or other gas. 3.2.4.5 laminated glass (LG), n—a flat lite of uniform thickness consisting of two monolithic glass plies bonded together with an interlayer material as defined in Specification C 1172. Discussion—Many different interlayer materials are used in laminated glass. The information in this practice applies only to polyvinyl butyral (PVB) interlayers. 3.2.5 glass type (GT) factor, n—a multiplying factor for adjusting the load resistance of different glass types, that is, annealed, heat-strengthened, or fully tempered in monolithic, LG or IG constructions. 3.2.6 lateral, adj—perpendicular to the glass surface. 3.2.7 load, n—a uniformly distributed lateral pressure. 3.2.7.1 specified design load, n—the magnitude in kPa (psf), type (for example, wind or snow) and duration of the load given by the specifying authority. 3.2.7.2 load resistance (LR), n—the uniform lateral load that a glass construction can sustain based upon a given probability of breakage and load duration. (a) Discussion—Multiplying the non-factored load from figures in Annex A1 by the relevant GTF and load share (LS) factors gives the load resistance associated with a breakage probability less than or equal to 8 lites per 1 000. 3.2.7.3 long duration load, n—any load lasting approximately 30 days. Discussion—For loads having durations other than 3 s or 30 days, refer to Table X6.1. 3.2.7.4 non-factored load (NFL), n—three second duration uniform load associated with a probability of breakage less than or equal to 8 lites per 1 000 for monolithic annealed glass as determined from the figures in Annex A1. 3.2.7.5 glass weight load, n—the dead load component of the glass weight. 3.2.7.6 short duration load, n—any load lasting 3 s or less. 3.2.8 load share (LS) factor, n—a multiplying factor derived from the load sharing between the two lites, of equal or different thicknesses and types (including the layered behavior of laminated glass under long duration loads), in a sealed IG unit.
GTF Glass Type
Short Duration Load
Long Duration Load
AN HS FT
1.0 2.0 4.0
0.5 1.3 3.0
TABLE 2 Glass Type Factors (GTF) for Insulating Glass (IG), Short Duration Load Lite No. 2 Monolithic Glass or Laminated Glass Type
Lite No. 1 Monolithic Glass or Laminated Glass Type AN HS FT
AN
HS
FT
GTF1
GTF2
GTF1
GTF2
GTF1
GTF2
0.9 1.9 3.8
0.9 1.0 1.0
1.0 1.8 3.8
1.9 1.8 1.9
1.0 1.9 3.6
3.8 3.8 3.6
TABLE 3 Glass Type Factors (GTF) for Insulating Glass (IG), Long Duration Load Lite No. 1 Monolithic Glass or Laminated Glass Type AN HS FT
Lite No. 2 Monolithic Glass or Laminated Glass Type AN
HS
FT
GTF1
GTF2
GTF1
GTF2
GTF1
GTF2
0.45 1.25 2.85
0.45 0.5 0.5
0.5 1.25 2.85
1.25 1.25 1.25
0.5 1.25 2.85
2.85 2.85 2.85
TABLE 4 Minimum Glass Thicknesses Nominal Thickness or Designation mm (in.) 2.5 (3⁄32) 2.7 (lami) 3.0 (1⁄8) 4.0 (5⁄32) 5.0 (3⁄16) 6.0 (1⁄4) 8.0 (5⁄16) 10.0 (3⁄8) 12.0 (1⁄2) 16.0 (5⁄8) 19.0 (3⁄4) 22.0 (7⁄8)
Minimum Thickness mm (in.) 2.16(0.085) 2.59(0.102) 2.92 ( 0.115) 3.78 ( 0.149) 4.57(0.180) 5.56(0.219) 7.42(0.292) 9.02(0.355) 11.91(0.469) 15.09(0.595) 18.26(0.719) 21.44(0.844)
3.2.3.2 thickness designation for laminated glass (LG), n—a term used to specify a LG construction based on the combined thicknesses of component plies. (a) Add the minimum thicknesses of the two glass plies and the interlayer thickness. For interlayer thicknesses greater than 1.52 mm (0.060 in.) use 1.52 mm (0.060 in.) in the calculation. (b) Select the monolithic thickness designation in Table 4 having the closest minimum thickness that is equal to or less than the value obtained in 3.2.3.2(a). (c) Exception: The costruction of two 6 mm (1⁄4 in.) glass plies plus 0.76 mm (0.030 in.) interlayer shall be defined as 12 mm (1⁄2 in.). 3.2.4 Glass Types: 2
Page 104
E 1300 – 03 TABLE 5 Load Share (LS) Factors for Insulating Glass (IG) Units
NOTE 1—Lite No. 1 Monolithic glass, Lite No. 2 Monolithic glass, short or long duration load, or Lite No. 1 Monolithic glass, Lite No. 2 Laminated glass, short duration load only, or Lite No. 1 Laminated Glass, Lite No. 2 Laminated Glass, short or long duration load. Lite No. 1
Lite No. 2
Monolithic Glass Nominal Thickness
Monolithic Glass, Short or Long Duration Load or Laminated Glass, Short Duration Load Only 2.5 (3⁄32)
2.7 (lami)
3 (1⁄8)
4 (5⁄32)
5 (3⁄16)
6 (1⁄4)
8 (5⁄16)
10 (3⁄8)
12 (1⁄2)
16 (5⁄8)
19 (3⁄4)
mm
( in.)
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1 LS2
2.5 2.7 3 4 5 6 8 10 12 16 19
(3⁄32) (lami) (1⁄8) (5⁄32) (3⁄16) (1⁄4) (5⁄16) (3⁄8) (1⁄2) (5⁄8) (3⁄4)
2.00 1.58 1.40 1.19 1.11 1.06 1.02 1.01 1.01 1.00 1.00
2.00 2.73 3.48 6.39 10.5 18.1 41.5 73.8 169. 344. 606.
2.73 2.00 1.70 1.32 1.18 1.10 1.04 1.02 1.01 1.01 1.00
1.58 2.00 2.43 4.12 6.50 10.9 24.5 43.2 98.2 199. 351.
3.48 2.43 2.00 1.46 1.26 1.14 1.06 1.03 1.01 1.01 1.00
1.40 1.70 2.00 3.18 4.83 7.91 17.4 30.4 68.8 140. 245.
6.39 4.12 3.18 2.00 1.57 1.31 1.13 1.07 1.03 1.02 1.01
1.19 1.32 1.46 2.00 2.76 4.18 8.53 14.5 32.2 64.7 113.
10.5 6.50 4.83 2.76 2.00 1.56 1.23 1.13 1.06 1.03 1.02
1.11 1.18 1.26 1.57 2.00 2.80 5.27 8.67 18.7 37.1 64.7
18.1 10.9 7.91 4.18 2.80 2.00 1.42 1.23 1.10 1.05 1.03
1.06 1.10 1.14 1.31 1.56 2.00 3.37 5.26 10.8 21.1 36.4
41.5 24.5 17.4 8.53 5.27 3.37 2.00 1.56 1.24 1.12 1.07
1.02 1.04 1.06 1.13 1.23 1.42 2.00 2.80 5.14 9.46 15.9
73.8 43.2 30.4 14.5 8.67 5.26 2.80 2.00 1.43 1.21 1.12
1.01 1.02 1.03 1.07 1.13 1.23 1.56 2.00 3.31 5.71 9.31
169. 98.2 68.8 32.2 18.7 10.8 5.14 3.31 2.00 1.49 1.28
1.01 1.01 1.01 1.03 1.06 1.10 1.24 1.43 2.00 3.04 4.60
344. 199. 140. 64.7 37.1 21.1 9.46 5.71 3.04 2.00 1.57
1.00 1.01 1.01 1.02 1.03 1.05 1.12 1.21 1.49 2.00 2.76
606. 351. 245. 113. 64.7 36.4 15.9 9.31 4.60 2.76 2.00
1.00 1.00 1.00 1.01 1.02 1.03 1.07 1.12 1.28 1.57 2.00
6.12.5 The load resistance of the IG unit is the lower of the two calculated LR values. 6.13 For Insulating Glass (IG) with One Monolithic Lite and One Laminated Lite, Under Long Duration Load: 6.13.1 The load resistance of each lite must first be calculated for that load acting for a short duration as in 6.11, and then for the same load acting for a long duration as given in 6.13.2-6.13.5.
6.13.3 Determine GTF1 for lite No.1 and GTF2 for lite No. 2) from Table 3 for the relevant glass type. 6.13.4 Determine LS1 for lite No. 1and LS2 for lite No. 2 from Table 6 for the relevant lite thickness. 6.13.5 Multiply NFL by GTF and by LS for each lite to determine LR1 for lite No.1 and LR2 for lite No. 2 of the insulating glass unit, based on the long duration load resistance of each lite, as follows:
NOTE 3—There are some combinations of IG with laminated glass where its monolithic-like behavior under a short duration load gives the IG a lesser load resistance than under the layered behavior of long duration loads.
LR1 5 NFL1 X GTF1 X LS1 and LR2 5 NFL2 X GTF2 X LS2
6.13.6 The load resistance of the IG unit is the lowest of the four calculated LR values LR1 and LR2 for short duration loads from 6.11.4 and LR1 and LR2 for long duration loads from 6.13.5.
6.13.2 Determine the values for the NFL1 for Lite No.1 and NFL2 for lite No. 2 from the upper charts of Figs. A1.1–A1.12 and A1.27–A1.33 (see Annex A2 for examples).
TABLE 6 Load Share (LS) Factors for IG Units
NOTE 1—Lite No. 1 Monolithic glass, Lite No. 2 Laminated glass, long duration load only. Lite No. 1
Lite No. 2
Monolithic Glass
Laminated Glass
Nominal Thickness
5 (3⁄16)
6 (1⁄4)
8 (5⁄16)
10 (3⁄8)
12 (1⁄2)
16 (5⁄8)
19 (3⁄4)
mm
( in.)
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
LS1
LS2
2.5 2.7 3 4 5 6 8 10 12 16 19 22
(3⁄32) (lami) (1⁄8) (5⁄32) (3⁄16) (1⁄4) (5⁄16) (3⁄8) (1⁄2) (5⁄8) (3⁄4) (7⁄8)
3.00 2.16 1.81 1.37 1.21 1.12 1.05 1.03 1.01 1.01 1.00 1.00
1.50 1.86 2.24 3.69 5.75 9.55 21.3 37.4 85.0 172 304 440
4.45 3.00 2.39 1.64 1.36 1.20 1.09 1.05 1.02 1.01 1.01 1.00
1.29 1.50 1.72 2.56 3.75 5.96 12.8 22.1 49.7 100 176 256
11.8 7.24 5.35 3.00 2.13 1.63 1.27 1.15 1.06 1.03 1.02 1.01
1.09 1.16 1.23 1.50 1.88 2.59 4.76 7.76 16.6 32.8 57.2 82.5
20.0 12.0 8.68 4.53 3.00 2.11 1.47 1.26 1.11 1.06 1.03 1.02
1.05 1.09 1.13 1.28 1.50 1.90 3.13 4.83 9.84 19.0 32.8 47.2
35.2 20.8 14.8 7.34 4.60 3.00 1.84 1.47 1.20 1.10 1.06 1.04
1.03 1.05 1.07 1.16 1.28 1.50 2.19 3.13 5.92 11.0 18.7 26.7
82.1 48.0 33.8 16.1 9.54 5.74 3.00 2.11 1.48 1.24 1.13 1.09
1.01 1.02 1.03 1.07 1.12 1.21 1.50 1.90 3.07 5.23 8.46 11.8
147 85.5 60.0 28.1 16.4 9.54 4.60 3.00 1.87 1.43 1.24 1.17
1.01 1.01 1.02 1.04 1.07 1.12 1.28 1.50 2.15 3.35 5.15 7.02
5
Page 105
E 1300 – 03
FIG. A1.6 (upper chart) Nonfactored Load Chart for 6.0 mm (1⁄4 in.) Glass with Four Sides Simply Supported (lower chart) Deflection Chart for 6.0 mm (1⁄4 in.) Glass with Four Sides Simply Supported
12
Page 106
E 1300 – 03
FIG. A1.7 (upper chart) Nonfactored Load Chart for 8.0 mm (5⁄16 in.) Glass with Four Sides Simply Supported (lower chart) Deflection Chart for 8.0 mm (5⁄16 in.) Glass with Four Sides Simply Supported
13
Page 107
E 1300 – 03
FIG. A1.8 (upper chart) Nonfactored Load Chart for 10.0 mm (3⁄8 in.) Glass with Four Sides Simply Supported (lower chart) Deflection Chart for 10.0 mm (3⁄8 in.) Glass with Four Sides Simply Supported
14
Page 108
E 1300 – 03
FIG. A1.9 (upper chart) Nonfactored Load Chart for 12.0 mm (1⁄2 in.) Glass with Four Sides Simply Supported (lower chart) Deflection Chart for 12.0 mm (1⁄2 in.) Glass with Four Sides Simply Supported
15
Page 109
E 1300 – 03 APPENDIXES (Nonmandatory Information) X1. PROCEDURE FOR CALCULATING THE APPROXIMATE CENTER OF GLASS DEFLECTION
X1.2.2 The aspect ratio (AR) of a glass plate is found by dividing the glass length by the glass width as follows:
X1.1 The first optional procedure presented in this appendix gives the determination of the approximate lateral deflection of a monolithic rectangular glass plate (note the special procedures for laminated and insulating glass) subjected to a uniform lateral load. In development of this procedure, it was assumed that all four edges of the glass are simply supported and free to slip in the plane of the glass. This boundary condition has been shown to be typical of many glass installations.5,7,8 X1.1.1 This procedure can be used for laminated glass under short-term loads using the laminated glass thickness designation. X1.1.2 For laminated glass under long-term loads and for symmetrical IG units under long or short-term loads, the approximate lateral deflection is the single lite deflection at half of the design load. X1.1.3 For IG units under uniform lateral load both lites will deflect by almost equal amounts. The deflection is calculated using the load carried by either lite from Table 5 or Table 6, load share (LS) factors. The total load divided by the LS factor for either lite gives the approximate load carried by that lite for deflection calculations.
AR 5 a/b
where: a = plate length (long dimension), mm (in.), and b = plate width (short dimension), mm (in.). X1.2.2.1 The aspect ratio is always equal to or greater than 1. The aspect ratio is plotted along the horizontal axis of the deflection chart. X1.2.3 The nondimensional load, q, is calculated using the following equation: q 5 qA2 / Et4
(X1.3)
where: q = applied load, kPa (psi), t = true glass thickness, mm (in.), E = Modulus of elasticity of glass, kPa (psi), and A = area of the rectangular glass plate, mm2 (in.2). X1.2.3.1 For practical purposes, the value of E for glass can be taken to be 71.7 3 106 kPa (10.4 3 106 psi). All quantities must be expressed in consistent units. X1.3 The contour lines plotted on the deflection chart in Fig. X1.1 present the variation of the natural logarithm of the nondimensional loads as a function of the nondimensional deflection and aspect ratio.
X1.2 The Vallabhan-Wang nonlinear plate analysis was used to calculate the relationship between the nondimensional load, the nondimensional deflection, and the glass plates aspect ratio.8 The resulting relationship is depicted in the deflection chart presented in Fig. X1.1. Because the information presented in Fig. X1.1 is nondimensionalized, Fig. X1.1 can be used with either SI or inch-pound units. X1.2.1 The nondimensional maximum deflection wˆ is found by dividing the maximum lateral deflection of the glass, w , by the true glass thickness, t , as follows: wˆ 5 w/t
(X1.2)
X1.4 The following procedure can be used to determine the maximum lateral deflection (w) for a particular case. X1.4.1 Calculate the aspect ratio (AR) of the glass using Eq X1.2. Locate this point on the horizontal axis of the deflection chart and project a vertical line. X1.4.2 For monolithic glass and laminated glass under short duration loads, calculate the nondimensional load using Eq X1.3, find its natural logarithm (ln), and interpolate between the contour lines on the deflection chart to locate the corresponding position on the vertical line projected in X1.4.1. X1.4.2.1 For IG units, calculate the load carried by one lite by dividing the total load by the LS factor. Use this value to
(X1.1)
The nondimensional maximum deflection is plotted along the vertical axis of the deflection chart. When the actual thickness of the glass is unknown, use the minimum thickness from Table 4 to calculate the deflections.
52
Page 110
E 1300 – 03
FIG. X1.1 Deflection Chart
X1.5.1.3 Project a horizontal line from the point located in X1.5.1.2. The corresponding nondimensional maximum lateral deflection (wˆ) is thus seen to be approximately 2.2. X1.5.1.4 Calculate the maximum lateral deflection of the glass as follows:
calculate the nondimensional load for that lite using Eq X1.3, find its natural logarithm, and interpolate between the contour lines on the deflection chart to locate the corresponding position on the vertical line projected in X1.4.1. X1.4.3 Project a horizontal line from the point located in X1.4.2. The nondimensional maximum deflection (wˆ) of the glass is given by the intersection of this horizontal line and the vertical axis of the chart. X1.4.4 Calculate the maximum deflection (w) of the glass by multiplying the nondimensional deflection (w ˆ ) by the true glass thickness.
w 5 ~2.2! ~5.6 mm! 5 12.3 mm
X1.5.2 Example 6: Lateral Deflection Calculation in InchPound Units—Determine the maximum lateral deflection associated with a vertical 50- by 60- by 1⁄4-in. rectangular glass plate subjected to a uniform lateral load of 38 psf. The actual thickness of the glass is 0.220 in. as determined through direct measurement. X1.5.2.1 Calculate the aspect ratio of the glass as follows:
X1.5 Examples 5 and 6 illustrate this procedure as follows: X1.5.1 Example 5: Lateral Deflection Calculation in SI Units—Determine the maximum lateral deflection (w) associated with a vertical 1 200- by 1 500- by 6 mm rectangular glass plate subjected to a uniform lateral load of 1.80 kPa. The actual thickness of the glass is 5.60 mm as determined through direct measurement. X1.5.1.1 Calculate the aspect ratio of the glass as follows: AR 5 ~1 500 mm! / ~1 200 mm! 5 1.25
(X1.5)
AR 5 60 in./50 in. 5 1.2
(X1.6)
Locate this point on the horizontal axis of the deflection chart presented in Fig. X1.1 and construct a vertical line. X1.5.2.2 Calculate the natural logarithm of the nondimensional lateral load from Eq X1.3 as follows:
(X1.4)
= (38 lbf/ft2) (1⁄144 psi/psf) = 0.264 psi, = (50 in.) (60 in.) = 3 000 in.2, = (0.264 psi) (3 000 in.2)2/ [(10.4 3 106 psi) (0.22 in.)4], q = 97.5, and ln(q) = ln (97.5) = 4.58. Locate the point corresponding to ln(q) = 4.58 on the vertical line drawn in X1.5.2.1 by interpolating between the contour lines for ln(q) = 4.5 and 5.0. X1.5.2.3 Project a horizontal line from the point located in X1.5.2.2. The corresponding nondimensional maximum lateral deflection is thus seen to be approximately 2.4. X1.5.2.4 Calculate the maximum lateral deflection of the glass as follows: q A q
Locate this point on the horizontal axis of the deflection chart presented in Fig. X1.1 and construct a vertical line. X1.5.1.2 Calculate the natural logarithm of the nondimensional lateral load from Eq X1.3 as follows: q A q
= 1.80 kPa, = (1 500 mm) (1 200 mm) = 1 800 000 mm2, = (1.80 kPa) (1 800 000 mm2) 2 (71.7 3 106 kPa) (5.6 mm)4, q = 82.7, and ln(q) = (82.7) = 4.42.
Locate the point corresponding to ln(q) = 4.42 on the vertical line drawn in X1.1 by interpolating between the contour lines for ln(q) = 4.0 and 4.5.
w 5 ~2.4! ~0.22 in.! 5 0.53 in.
53
Page 111
(X1.7)
E 1300 – 03 X2. ALTERNATE PROCEDURE FOR CALCULATING THE APPROXIMATE CENTER OF GLASS DEFLECTION
X2.2.2 a = 1 500 b = 1 200 From Eq X2.2 r0 = −2.689 X2.2.3 From Eq X2.3 r1 = 2.011 X2.2.4 From Eq X2.4 r2 = 0.213 X2.2.5 q = 1.80 E = 71.7 3 10 6 t = 5.60 From Eq X2.5 x = 1.490 X2.2.6 Therefore from Eq X2.1 the maximum center of glass deflection is: w = 5.6 exp (−2.689 + 2.111 3 1.490 + 0.213 3 1.490 2) w = 12.2 mm X2.2.7 Example 8: Lateral Deflection Calculation in InchPound Units Using Method X 2—Determine the maximum lateral deflection (w) associated with a 50- by 60- by 1⁄4-in. rectangular glass plate subjected to a uniform lateral load of 38 psf. The actual thickness of the glass is 0.220 in. as determined through direct measurement. X2.2.8 a = 60 b = 50 From Eq X2.2 r 0 = −2.612 X2.2.9 From Eq X2.3 r1 = 1.938 X2.2.10 From Eq X2.4 r2 = 0.227 X2.2.11 q = 38 E = 10.4 3 106 t = 0.220 From Eq X2.5 x = 1.527 X2.2.12 Therefore from Eq X2.1 the maximum center of glass deflection is: w = 0.220 exp (−2.612 + 1.938 3 1.527 + 0.227 3 1.5272) w = 0.53 in.
X2.1 Maximum glass deflection as a function of plate geometry and load may be calculated from the following polynomial equations by Dalgliesh9 for a curve fit to the Beason and Morgan7 data from: w 5 t 3 exp~r0 1 r 1 3 x 1 r2 3 x 2!
(X2.1)
where: w = center of glass deflection (mm) or (in.), and t = plate thickness (mm) or (in.). r0 5 0.553 2 3.83 ~a/b! 1 1.11 ~a/b!2 2 0.0969 ~a/b!3 2
(X2.2)
3
r1 5 22.29 1 5.83 ~a/b! 2 2.17 ~a/b! 1 0.2067 ~a/b!
(X2.3) 2
3
r2 5 1.485 2 1.908 ~a/b! 1 0.815 ~a/b! 2 0.0822 ~a/b!
(X2.4) x 5 ln$ln@q~ab!2 / Et4 #%
(X2.5)
where: q = uniform lateral load (kPa) or (psi), a = long dimension (mm) or (in.), b = short dimension (mm) or (in.), and E = modulus of6 elasticity of glass (71.7 3 106 kPa) or (10.4 3 10 psi). X2.2 Examples 7 and 8 illustrate this procedure as follows: X2.2.1 Example 7: Lateral Deflection Calculation in SI Units Using Method X2— Determine the maximum lateral deflection (w) of a vertical 1 200- by 1 500- by 6-mm rectangular glass plate subjected to a uniform lateral load of 1.80 kPa. The actual thickness of the glass is 5.60 mm as determined through direct measurement. 9 Dalgliesh, A. CGSB 12.20 Structural Design of Glass for Buildings, NRC National Research Council of Canada.
X3. OPTIONAL PROCEDURE FOR ESTIMATING PROBABILITY OF BREAKAGE FOR ANNEALED GLASS PLATES
X3.1 is acceptable providing that the calculated probability of breakage is less than 0.05 (50 lites per thousand).
X3.1 The purpose of the optional procedure presented in this appendix is to provide a method to estimate the probability of breakage, Pb, of rectangular annealed glass subjected to a specified design load. This is accomplished using the following approximate relationship: Pb 5 k~ab!12m~Et2!meJ
X3.2 The steps involved in this optional procedure to evaluate the probability of breakage for an annealed glass plate are listed in X3.2.1-X3.2.5. X3.2.1 Determine the nondimensional lateral load (q) using Eq X1.3 in Appendix X1. Locate this point on the vertical axis of Fig. X3.1 and extend a horizontal line to the right. X3.2.2 Determine the aspect ratio of the glass (AR) using Eq X1.2 in Appendix X1. Locate this point on the horizontal axis on Fig. X3.1 and extend a vertical line upward until it intersects the horizontal line drawn in X3.2.1. X3.2.3 Use interpolation along the vertical line to estimate the value of J corresponding to the intersection of the two lines. X3.2.4 Use Eq X3.1 to estimate the probability of breakage of the glass.
(X3.1)
where: = the probability of breakage, Pb k and m = surface flaw parameters, a and b = the rectangular dimensions of the glass, E = the modulus of elasticity of glass, t = glass thickness, e = 2.7182, and J = the stress distribution factor. Fig. X3.1 presents values of J as a function of glass aspect ratio, AR, and nondimensional lateral load (q). The use of Eq 54
Page 112
11.0 Drawing References
Page 113
Page 114
Page 115
Page 116
Related Documents
Structural Calculation Of Curtain Wall
January 2021 0
Calculation Curtain Wall
January 2021 3
Curtain Wall Design
January 2021 3
Structural Calculation Summary
February 2021 2
Principles Of Curtain Walling
January 2021 1
Design Of Structural Connections
January 2021 0More Documents from "Alin Catinean"