STRUCTURAL CALCULATION - CURTAIN WALL (SAMPLE DESIGN)

STRUCTURAL CALCULATION
CURTAIN WALL
Page 1

CONTENTS
CHAPTER 1: INTRODUCTION 3
CHAPTER 2: WIND PRESSURE CALCULATION 11
CHAPTER 3: STRUCTURAL ANALYSIS ON GLASS 15
CHAPTER 4: STRUCTURAL CALCULATION FOR ALUMINIUM MULLION 19
CHAPTER 5: STRUCTURAL CALCULATION FOR ALUMINIUM TRANSOM 33
CHAPTER 6:DESIGN OF BRACKETS 48
CHAPTER 7: REFERENCES 82
Page 2

CHAPTER 1: INTRODUCTION
Page 3

GENERAL
PROJECT:
CONSULTANT:
CLIENT
CONTRACTOR
SUB CONTRACTOR
REPORT FOR: STRUCTURAL CALCULATION FOR STICK CURTAIN
WALL AT BUILDING
DESIGN METHOD: DESIGN AND ANALYSIS USING STAAD PRO
SOFTWARE AND MANUAL CALCULATIONS USING
STATIC PRINCIPILES AND DESIGN CODES
ITEMS INCLUDED: 1. Glass
2. Aluminium mullion
3. Aluminium Transom
4. Brackets
REFERENCES: 1. Attached Drawings and standards
Page 4

CODES AND STANDARDS
SL.NO CODE NAME FOR DESCRIPTION
1 BS 8118 : 1:91 Aluminium British standard for structural use
of Aluminium
2 BS 5950:Part1 Steel British standard for structural use
of Steel
3 ASTM E 1300‐ 02 Glass American standard for glass
4 ASCE‐7 Wind American standard for wind
pressure calculation
MATERIAL SPECIFICATION
ALUMINIUM
Modulus of Elasticity, E 70000 N/mm2

Density   2710 Kg/m3
Modulus of rigidity   26600 N/mm2

Poisons ratio 0.3
Bending strength (Alloy 6063 T6) 160 N/mm2
GLASS
Modulus of Elasticity , E 71700 N/mm2

Density   2500 Kg/m3
Poisson’s Ratio, √ 0.25
Allowable bending stress (Fully tempered) 93.1 N/mm2
Page 5

STEEL
Modulus of Elasticity , E 205000 N/mm2

Density 9850 Kg/m3
Poisons ratio 0.3
Design strength (S275) 275 N/mm2
DEFLECTION CRITERIA
Element Loadings Deflection limit
Aluminium mullion and
transom
Wind load L/175up to L=4.1m
L/240+6.35mm for L> 4.1m
Glass Wind Load L/60
Page 6

MaxTransom
Spacing=2200mm
CriticalGlass
1990x2200mm
Mullionwithlongest
supporttosupportspan
CURTAIN WALL - CW01& CW02

CriticalmoduleWidthForMullion=
(2215+1905)/2=2060mm
LongestTransom

CHAPTER 2: WIND PRESSURE
CALCULATION
Page 11

WIND PRESSURE CALCULATION USING ASCE 7
Basic wind speed (3sec gust ) V= 45 m/s
Velocity pressure qz= 0.613*Kd*Kz*Kzt*I*V2
Wind directional factor Kd= 0.85 (From ASCE 7 Clause 6.5.4.4 )
Importance factor I= 1 (From ASCE 7 Clause 6.5.5 )
Page 12

Exposure coefficient Kz= 0.7 (From ASCE 7 Clause 6.5.6.4 )
Topographic factor Kzt= 1 (From ASCE 7 Clause 6.5.7.2 )
Gust effect factor G= 0.85 (From ASCE 7 Clause 6.5.8 )
Velocity pressure qz= 0.738588 KN/m2
(From ASCE 7 Clause 6.5.10 )
Design wind pressure P1= qz*GCpe1 - qz*GCPi2
Design wind suction P2= qz*GCpe2 - qz*GCPi1
Internal pressure coefficient(+ve) GCPi1= 0.18 (From ASCE 7 Clause 6.5.11.1 )
Internal pressure coefficient(-ve) GCPi2= -0.18
Page 13

External pressure coefficient(+ve) GCpe1= 0.8 (From ASCE 7 Clause 6.5.11.2 )
External pressure coefficient(-ve) GCpe2= -1External pressure coefficient( ve) p 2 1
Design wind pressure P1= 0.72 KN/m2
(SAY 0.9 Kpa)
Design wind suction P2= -0.87 KN/m2
(SAY 0.9 Kpa)
Page 14

CHAPTER 3: STRUCTURAL ANALYSIS ON
GLASS
Page 15

SIZE AND THICKNESS OF GLASS
28mm THK. DOUBLE GLASS :
6MM THICK INNER PANEL FT/HS+16mm AS+ +6mm THK FT/HS OUTER PANEL
MAXIMUM PANEL SIZE - 2220X1990 MM
Maximum wind suction/pressure W= 0.9 Kpa
Maximum Glass size (Longer side ) a= 2200 mm
Maximum Glass size (Shorter side ) b= 1990 mm
CALCULATION USING ASTM E-1330-02
From Above table :2
Glass Type Factor GTF= 1.8
From Above table :5
Load share factor LS= 2
Page 16

From above figure (ASTM E-1300-02, fig 1.6 upper chart)
Non factored load NFL= 1.25 Kpa
So load capacity of double glass P=NFL*LS*GTF= 4.5 Kpa
Load acting on the glass W= 0.9 Kpa
The load acting on the glass is less than the capacity of glass.
Deflection Check
Aspect Ratio AR =a/b= 1.11
Area of glass panel A= a*b= 4.38 m2
Maximum wind load in single glass w=W / LS 0.45 Kpa
Load*Area
2
W*A2
= 8.63 kN.m2
Page 17

As per above chart (ASTM E1300-2 Fig A1.6 lower chart )
Deflection on the galass d= 16.00 mm
Delection Limit of four side supported glass dlim = b/60 33.2 mm
Ratio of deflection to lmit d/dlim = 0.48 < 1
Hence the glass is safe against Deflection
SO 6MM+16MMAS+6MM DOUBLE GLASS IS STRUCTURALLY ADEQUATE
FOR CURTAIN WALL
Page 18

CHAPTER 4: STRUCTURAL CALCULATION
FOR ALUMINIUM MULLION
Page 19

ANALYSIS OF ALUMINIUM MULLION
GEOMETRIC PROPERTIES OF ALUMINIUM MULLION
PROPERTIES OF ALUMINUM MULLION
Area of cross-section A= 932 mm2
Moment of inertia about X axis Ixx= 2051753 mm4
Moment of inertia about Y axis Iyy= 383890 mm4
Distance from N.A (Y-axis) to edge x= 25 mm
Distance from N.A (X-axis) to edge y= 70.1 mm
Section modulus about X axis Zxx=Ixx/y = 29268.94 mm3
Section modulus about y axis Zyy=Iyy/x = 15355.60 mm3
Page 20

LOADINGS
Effective Glass thickness (Max) tg= 12 mm
Density of glass ρg= 25 kN/m3
So, dead load from glass DL= tg * ρg 0.3 kN/m2
Max. Wind Pressure/Suction WL= 0.9 kN/m2
Effective module width w=(2215+1905)/2= 2.06 m
Dead load on the mullion WD = DL*w 0.62 kN/m
Win load on the mullion WL =WL*w 1.854 kN/m
STAAD PRO ANALYSIS OF ALUMINIUM MULLION
THE ALUMINIUM MULLION IS MODELED IN STAAD PRO AND DESIGN LOADS ARE APPLIED
USING ABOVE INFORMATION
Maximum Span of mullion L= 3490 mm
From STAAD PRO report (Provided in next page)
Maximum Bending moment (x axis) Mx= 3.016 kN-m
Maximum Deflection on mullion d= 19.35 mm
Bending Moment Check
Bending Stress on the mullion(x axis) Qmx=Mx/Zxx= 103.04 Mpa
Aluminium(6063-T6) Limiting stress Pm= 160/1.2= 133.33 Mpa
Stress Ratio for aluminum mullion(x axis) Qmx/Pm= 0.77 < 1
Hence the Aluminium mullion is safe against Bending Moment
Deflection Check
Delection Limit of mullion, dlim =L/175 19.94 mm
Ratio of deflection d/dlim = 0.97 < 1
Hence the Aluminium mullion is safe against Deflection
Page 21

Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
Print Time/Date: 01/05/2017 17:27 Print Run 1 of 9STAAD.Pro V8i (SELECTseries 4) 20.07.09.31
Job Information
Engineer Checked Approved
Name:
Date:
Structure Type SPACE FRAME
Number of Nodes 4 Highest Node 27
Number of Elements 3 Highest Beam 21
Number of Basic Load Cases 2
Number of Combination Load Cases 2
Included in this printout are data for:
All The Whole Structure
Included in this printout are results for load cases:
Type L/C Name
Primary 1 DEAD LOAD
Primary 2 WIND LOAD
Combination 3 DL+WL
Combination 4 1.2DL+1.2WL
Section Properties
Prop Section Area
(cm2
)
Iyy
(cm4
)
Izz
(cm4
)
J
(cm4
)
Material
1 MULLION 9.330 38.380 205.000 205.000 ALUMINUM
Materials
Mat Name E
(kN/mm2
)
 Density
(kg/m3
)

(/°C)
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
Basic Load Cases
Number Name
1 DEAD LOAD
2 WIND LOAD
Page 22

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2
Beam Loads : 1 DEAD LOAD
Beam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
19 UNI kN/m GY -0.618 - - - -
20 UNI kN/m GY -0.618 - - - -
21 UNI kN/m GY -0.618 - - - -
Selfweight : 1 DEAD LOAD
Direction Factor
Y -1.000
Beam Loads : 2 WIND LOAD
Beam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
19 UNI kN/m GZ 1.854 - - - -
20 UNI kN/m GZ 1.854 - - - -
21 UNI kN/m GZ 1.854 - - - -
Combination Load Cases
Comb. Combination L/C Name Primary Primary L/C Name Factor
3 DL+WL 1 DEAD LOAD 1.00
2 WIND LOAD 1.00
4 1.2DL+1.2WL 1 DEAD LOAD 1.20
2 WIND LOAD 1.20
Page 23

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
3
3.49m
2.70m
0.20m
Load 1
X
Y
Z
STAAD MODEL
Page 24

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
4
-0.618 kN/m
-0.618 kN/m
-0.618 kN/m
Load 1
X
Y
Z
DEAD LOAD
Page 25

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
5
1.854 kN/m
1.854 kN/m
1.854 kN/m
Load 2
X
Y
Z
WIND LOAD
Page 26

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
6
Max: 19.359 mm
Max: 1.227 mm
Max: 6.976 mm
DisplacementLoad 3 :
Displacement - mm
X
Y
Z
DEFLECTION (DL+WL)
Page 27

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
7
Max: 3.016 kNm
Max: -0.785 kNm
Max: 1.651 kNm
Bending ZLoad 4 :
Moment - kNm
X
Y
Z
MAX BENDING MOMENT (1.2DL+1.2WL)
Page 28

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
8
X = 0.000 kN
Y = 2.117 kN
Z = -3.053 kN
MX = FREE
MY = FREE
MZ = FREE
X = 0.000 kN
Y = 1.869 kN
Z = -6.177 kN
MX = FREE
MY = FREE
MZ = FREE
X = 0.000 kN
Y = FREE
Z = -2.266 kN
MX = FREE
MY = 0.000 kNm
MZ = FREE
Load 3
X
Y
Z
SUPPORT REACTIONS
Page 29

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9
Node Displacement Summary
Node L/C X
(mm)
Y
(mm)
Z
(mm)
Resultant
(mm)
rX
(rad)
rY
(rad)
rZ
(rad)
Max X 22 1:DEAD LOAD 0.000 -0.037 0.000 0.037 0.000 0.000 0.000
Min X 22 1:DEAD LOAD 0.000 -0.037 0.000 0.037 0.000 0.000 0.000
Max Y 25 1:DEAD LOAD 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Min Y 27 4:1.2DL+1.2WL 0.000 -0.065 -1.471 1.472 -0.024 0.000 0.000
Max Z 22 1:DEAD LOAD 0.000 -0.037 0.000 0.037 0.000 0.000 0.000
Min Z 27 4:1.2DL+1.2WL 0.000 -0.065 -1.471 1.472 -0.024 0.000 0.000
Max rX 25 4:1.2DL+1.2WL 0.000 0.000 0.000 0.000 0.023 0.000 0.000
Min rX 27 4:1.2DL+1.2WL 0.000 -0.065 -1.471 1.472 -0.024 0.000 0.000
Max rY 22 1:DEAD LOAD 0.000 -0.037 0.000 0.037 0.000 0.000 0.000
Min rY 22 1:DEAD LOAD 0.000 -0.037 0.000 0.037 0.000 0.000 0.000
Max rZ 22 1:DEAD LOAD 0.000 -0.037 0.000 0.037 0.000 0.000 0.000
Min rZ 22 1:DEAD LOAD 0.000 -0.037 0.000 0.037 0.000 0.000 0.000
Max Rst 27 4:1.2DL+1.2WL 0.000 -0.065 -1.471 1.472 -0.024 0.000 0.000
Reaction Summary
Horizontal Vertical Horizontal Moment
Node L/C FX
(kN)
FY
(kN)
FZ
(kN)
MX
(kNm)
MY
(kNm)
MZ
(kNm)
Max FX 22 1:DEAD LOAD 0.000 0.000 0.000 0.000 0.000 0.000
Min FX 22 1:DEAD LOAD 0.000 0.000 0.000 0.000 0.000 0.000
Max FY 25 4:1.2DL+1.2WL 0.000 2.540 -3.663 0.000 0.000 0.000
Min FY 22 1:DEAD LOAD 0.000 0.000 0.000 0.000 0.000 0.000
Max FZ 22 1:DEAD LOAD 0.000 0.000 0.000 0.000 0.000 0.000
Min FZ 26 4:1.2DL+1.2WL 0.000 2.242 -7.412 0.000 0.000 0.000
Max MX 22 1:DEAD LOAD 0.000 0.000 0.000 0.000 0.000 0.000
Min MX 22 1:DEAD LOAD 0.000 0.000 0.000 0.000 0.000 0.000
Max MY 22 1:DEAD LOAD 0.000 0.000 0.000 0.000 0.000 0.000
Min MY 22 1:DEAD LOAD 0.000 0.000 0.000 0.000 0.000 0.000
Max MZ 22 1:DEAD LOAD 0.000 0.000 0.000 0.000 0.000 0.000
Min MZ 22 1:DEAD LOAD 0.000 0.000 0.000 0.000 0.000 0.000
Page 30

PAGE NO. 1
****************************************************
* *
* STAAD.Pro V8i SELECTseries4 *
* Version 20.07.09.31 *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= *
* Time= *
* *
* USER ID: *
****************************************************
1. STAAD SPACE
INPUT FILE: MULLION type 1.STD
2. START JOB INFORMATION
3. JOB PART TYPICAL CW
4. ENGINEER NAME SK
5. ENGINEER DATE 27-MAY-16
6. END JOB INFORMATION
7. INPUT WIDTH 79
8. UNIT METER KN
9. JOINT COORDINATES
10. 22 2 10.285 0; 25 2 4.085 0; 26 2 7.58 0; 27 2 7.378 0
11. MEMBER INCIDENCES
12. 19 25 27; 20 26 22; 21 27 26
13. START USER TABLE
14. TABLE 1
15. UNIT METER KN
16. PRISMATIC
17. MULLION
18. 0.000933 2.05E-006 3.838E-007 2.05E-006 0.0005 0.0005 0.14 0.05
19. END
20. SUPPORTS
21. 25 26 PINNED
22. 22 FIXED BUT FY MX MZ
23. DEFINE MATERIAL START
24. ISOTROPIC ALUMINUM
25. E 6.89476E+007
26. POISSON 0.33
27. DENSITY 26.6018
28. ALPHA 2.3E-005
29. DAMP 0.03
30. END DEFINE MATERIAL
31. MEMBER PROPERTY AMERICAN
32. 19 TO 21 UPTABLE 1 MULLION
33. CONSTANTS
34. BETA 90 ALL
35. MATERIAL ALUMINUM ALL
36. MEMBER RELEASE
37. 21 START FX MY MZ
38. LOAD 1 LOADTYPE DEAD TITLE DEAD LOAD
Page 1 of 3
Page 31

Monday, May 01, 2017, 05:29 PM
STAAD SPACE -- PAGE NO. 2
39. MEMBER LOAD
40. 19 TO 21 UNI GY -0.618
41. SELFWEIGHT Y -1
42. LOAD 2 LOADTYPE WIND TITLE WIND LOAD
43. MEMBER LOAD
44. 19 TO 21 UNI GZ 1.854
45. LOAD COMB 3 DL+WL
46. 1 1.0 2 1.0
47. LOAD COMB 4 1.2DL+1.2WL
48. 1 1.2 2 1.2
49. PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS 4 NUMBER OF MEMBERS 3
NUMBER OF PLATES 0 NUMBER OF SOLIDS 0
NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 3
SOLVER USED IS THE IN-CORE ADVANCED SOLVER
TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 15
50. FINISH
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= APR 30,2017 TIME= 19:41:23 ****
Page 2 of 3
Page 32

CHAPTER 5: STRUCTURAL CALCULATION
FOR ALUMINIUM TRANSOM
Page 33

GEOMETRIC PROPERTIES OF ALUMINIUM TRANSOM
Area of cross-section A= 932 mm2
Moment of inertia about X axis Ixx= 383890 mm4
Moment of inertia about Y axis Iyy= 2051753 mm4
Distance from N.A (y-axis) to edge x= 70.1 mm
Distance from N.A (x-axis) to edge y= 25 mm
Section modulus about X axis Zxx=Ixx/y = 15355.60 mm3
Section modulus about Y axis Zyy=Iyy/x = 29268.94 mm3
DESIGN LOADS ON THE TRANSOM
Effective Glass thickness tg= 12 mm
Density of glass ρg= 25 kN/m3
So, dead load from glass DL= tg * ρg 0.3 kN/m2
Max. Wind Pressure/suction WL= 0.9 kN/m2
Maximum transom spacing s1= 2.2 m
Dead load on the transom WD = DL*s= 0.66 kN/m
Max. wind load on the transom WL= WL*s= 1.98 kN/m
Page 34

STAAD PRO ANALYSIS OF ALUMINIUM TRANSOM
Maximum Span of transom L= 2215 mm
THE ALUMINIUM TRANSOM IS MODELED IN STAAD PRO AND DESIGN LOADS ARE APPLIED
USING ABOVE INFORMATION
From STAAD PRO report (Provided in next page)
Maximum BM about X axis Mx= 0.504 kN-m
Maximum BM about Y axis My= 1.457 kN-m
Maximum Deflection on transom d= 9.172 mm
Bending Moment Check
Bending Stress about X axis Q1=Mx/Zx 32.82 Mpa
Bending Stress about Y axis Q2=My/Zy 49.78 Mpa
Combined stress on transom Q=Q1+Q2= 82.60 Mpa
Aluminium(6063-T6) Limiting stress P0= 160/1.2= 133.33 Mpa
Stress Ratio Q/P0 = 0.62 < 1
Hence the Aluminium transom is safe against Bending Moment
Deflection Check
Delection Limit of transom, dlim = L/175 12.66 mm
Ratio of deflection d/dlim = 0.72 < 1
Hence the Aluminium transom is safe against Deflection
Page 35

JobTitle
Client
JobNoSheetNoRev
Part
Ref
ByDate
File
1
PrintTime/Date:01/05/201717:42PrintRun1of10STAAD.ProV8i(SELECTseries4)20.07.09.31
JobInformation
EngineerCheckedApproved
Name:GK
Date:02-Jan-16
StructureTypeSPACEFRAME
NumberofNodes2HighestNode23
NumberofElements1HighestBeam13
NumberofBasicLoadCases2
NumberofCombinationLoadCases2
Includedinthisprintoutaredatafor:
AllTheWholeStructure
Includedinthisprintoutareresultsforloadcases:
TypeL/CName
Primary1DEADLOAD
Primary2WINDLOAD
Combination31.0DL+1.0WL
Combination41.2DL+1.2WL
SectionProperties
PropSectionArea
(cm2
)
Iyy
(cm4
)
Izz
(cm4
)
J
(cm4
)
Material
1TRANSOM9.330205.00038.380205.000ALUMINUM
Page 36

JobTitle
Client
JobNoSheetNoRev
Part
Ref
ByDate
File
2
Materials
MatNameE
(kN/mm2
)
Density
(kg/m3
)

(/°C)
1STEEL205.0000.3007.83E+312E-6
2STAINLESSSTEEL197.9300.3007.83E+318E-6
3ALUMINUM68.9480.3302.71E+323E-6
4CONCRETE21.7180.1702.4E+310E-6
BasicLoadCases
NumberName
1DEADLOAD
2WINDLOAD
BeamLoads:1DEADLOAD
BeamTypeDirectionFaDa
(m)
FbDbEcc.
(m)
13UNIkN/mGY-0.660----
Selfweight:1DEADLOAD
DirectionFactor
Y-1.000
Page 37

JobTitle
Client
JobNoSheetNoRev
Part
Ref
ByDate
FileDate/Time
3
BeamLoads:2WINDLOAD
BeamTypeDirectionFaDa
(m)
FbDbEcc.
(m)
13UNIkN/mGZ1.980----
CombinationLoadCases
Comb.CombinationL/CNamePrimaryPrimaryL/CNameFactor
31.0DL+1.0WL1DEADLOAD1.00
2WINDLOAD1.00
41.2DL+1.2WL1DEADLOAD1.20
2WINDLOAD1.20
Page 38

JobTitle
Client
JobNoSheetNoRev
Part
Ref
ByDate
FileDate/Time
4
2.21m
Load1
X
Y
Z
STAADMODEL
Page 39

JobTitle
Client
JobNoSheetNoRev
Part
Ref
ByDate
FileDate/Time
5
-0.660kN/m
Load1
X
Y
Z
DEADLOAD
Page 40

JobTitle
Client
JobNoSheetNoRev
Part
Ref
ByDate
FileDate/Time
6
1.980kN/m
Load2
X
Y
Z
WINDLOAD
Page 41

JobTitle
Client
JobNoSheetNoRev
Part
Ref
ByDate
FileDate/Time
7
Max:9.172mm
DisplacementLoad3:
Displacement-mm
X
Y
Z
DEFLECTION(DL+1.0WL)
Page 42

JobTitle
Client
JobNoSheetNoRev
Part
Ref
ByDate
FileDate/Time
8
Max:-0.504kNm
BendingZLoad4:
Moment-kNm
X
Y
Z
MAXBENDINGMOMENTX(1.2DL+1.2WL)
Page 43

JobTitle
Client
JobNoSheetNoRev
Part
Ref
ByDate
FileDate/Time
9
Max:-1.457kNm
BendingYLoad4:
Moment-kNm
X
Y
Z
MAXBENDINGMOMENTY(1.2DL+1.2WL)
Page 44

JobTitle
Client
JobNoSheetNoRev
Part
Ref
ByDate
FileDate/Time
10
NodeDisplacementSummary
NodeL/CX
(mm)
Y
(mm)
Z
(mm)
Resultant
(mm)
rX
(rad)
rY
(rad)
rZ
(rad)
MaxX221:DEADLOAD0.0000.0000.0000.0000.0000.000-0.012
MinX221:DEADLOAD0.0000.0000.0000.0000.0000.000-0.012
MaxY221:DEADLOAD0.0000.0000.0000.0000.0000.000-0.012
MinY221:DEADLOAD0.0000.0000.0000.0000.0000.000-0.012
MaxZ221:DEADLOAD0.0000.0000.0000.0000.0000.000-0.012
MinZ221:DEADLOAD0.0000.0000.0000.0000.0000.000-0.012
MaxrX221:DEADLOAD0.0000.0000.0000.0000.0000.000-0.012
MinrX221:DEADLOAD0.0000.0000.0000.0000.0000.000-0.012
MaxrY234:1.2DL+1.2WL0.0000.0000.0000.0000.0000.0080.014
MinrY224:1.2DL+1.2WL0.0000.0000.0000.0000.000-0.008-0.014
MaxrZ234:1.2DL+1.2WL0.0000.0000.0000.0000.0000.0080.014
MinrZ224:1.2DL+1.2WL0.0000.0000.0000.0000.000-0.008-0.014
MaxRst221:DEADLOAD0.0000.0000.0000.0000.0000.000-0.012
Page 45

Monday, May 01, 2017, 05:42 PM
PAGE NO. 1
****************************************************
* *
* STAAD.Pro V8i SELECTseries4 *
* Version 20.07.09.31 *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= *
* Time= *
* *
* USER ID: *
****************************************************
1. STAAD SPACE
INPUT FILE: transom-S.STD
2. START JOB INFORMATION
3. JOB NAME ASSET AFFAIRS
4. JOB CLIENT ASHGHAL
5. ENGINEER NAME GK
6. JOB PART TRANSOM
7. ENGINEER DATE 02-JAN-16
8. END JOB INFORMATION
9. INPUT WIDTH 79
10. UNIT METER KN
11. JOINT COORDINATES
12. 22 0 0 0; 23 2.215 0 0
13. MEMBER INCIDENCES
14. 13 22 23
15. START USER TABLE
16. TABLE 1
17. UNIT METER KN
18. PRISMATIC
19. TRANSOM
20. 0.000933 3.838E-007 2.05E-006 2.05E-006 0.0002 0.0002 0.05 0.14
21. END
22. SUPPORTS
23. 22 23 FIXED BUT MY MZ
24. DEFINE MATERIAL START
25. ISOTROPIC ALUMINUM
26. E 6.89476E+007
27. POISSON 0.33
28. DENSITY 26.6018
29. ALPHA 2.3E-005
30. DAMP 0.03
31. END DEFINE MATERIAL
32. MEMBER PROPERTY AMERICAN
33. 13 UPTABLE 1 TRANSOM
34. CONSTANTS
35. MATERIAL ALUMINUM ALL
36. LOAD 1 LOADTYPE DEAD TITLE DEAD LOAD
37. SELFWEIGHT Y -1
38. MEMBER LOAD
Page 1 of 3
Page 46

Monday, May 01, 2017, 05:42 PM
STAAD SPACE -- PAGE NO. 2
39. 13 UNI GY -0.66
40. LOAD 2 LOADTYPE WIND TITLE WIND LOAD
41. MEMBER LOAD
42. 13 UNI GZ 1.98
43. LOAD COMB 3 1.0 DL+1.0WL
44. 1 1.0 2 1.0
45. LOAD COMB 4 1.2DL+1.2WL
46. 1 1.2 2 1.2
47. PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS 2 NUMBER OF MEMBERS 1
NUMBER OF PLATES 0 NUMBER OF SOLIDS 0
NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2
SOLVER USED IS THE IN-CORE ADVANCED SOLVER
TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 4
48. FINISH
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= APR 30,2017 TIME= 19:18:13 ****
Page 2 of 3D:REFERENCESWORKSMY WORKSJAFCO ALNew folderSCHDULE- ADMINISTRATION BUILDINGstaadtransom-S.anl
Page 47

CHAPTER 6:DESIGN OF BRACKETS
Page 48

M10 SS BOLT (Dead
hole at Bottom and
Slotted hole at top)
M12 ANCHOR BOLT
6MM THICK
ALUMINIUM BRACKET

SUPPORT REACTIONS (FROM FRAME ANALYSIS)
Support reaction due Dead Load FY= 2.12 kN
Support reaction due Wind load FZ= 3.05 kN
CHECK FOR M10 STAINLESS STEEL BOLT
Factored vertical shear on bolt R1=1.4*FY= 3.0 kN
Factored horizontal shear on bolt R2=1.4*FZ= 4.3 kN
Factored resultant Double shear on bolt R=√(R12
+R22
)= 5.2 kN
For stainless steel bolts,
Tensile strength U= 700 Mpa
Yield Strength Y= 450 Mpa
Shear Strength S= 311 Mpa
Nominal diameter of bolt d= 10 mm
Stress Area of bolt A= 58 mm2
Page 50

From BS 8118 page 84
Double shear resistance, VRS = 2*αs x pf x A x K1 / 1.2
For SS bolts αs = 0.7
pf = 0.5 (U+Y) or 1.2 x Y = 540 Mpa
For bolts K1 = 0.85
So factored shaer resistance VRS = 31.1 kN
Shear force ratio R/VRS= 0.2 <1
Hence the M10 stainless steel bolt is structurally adequate
Bearing check
For the connected ply from the BS 8118 page 84
Factored resistance in bearing, BRP = c x d x t x pa or e x t x pa whichever is less
Nominal diameter of the bolt d= 10 mmNominal diameter of the bolt d= 10 mm
Thickness of connected ply t= 2.4 mm
Edge distance e= 25 mm
from BS 8118 page 35 for 6063 -T6 pa= 175 Mpa
For df/t < 10 c= 2
Fcotored bearing resistance BRP = 8.4 kN
OR BRP = 10.50 kN
Double shear bearing resistance B= 21.00 kN
Maximum bearing stress ratio, R/B= 0.25 <1
Hence the M10 stainless steel bolt is structurally adequate agianst bearing
Page 51

CHECK FOR FIN PORTION OF ALUMINIUM BRACKET (6MM THICK)
Eccentricity of loading from base plate e= 60 mm
So bending moment about X axis Mx=FZ* e= 0.18 kN-m
Thickness of fin plate t= 6 mm
Depth of fin plate d= 110 mm
Area of cross-section (2plates) A=2*d*t= 1320 mm2
Section modulus about major axis (2 plates) Zx=2*td2
/6 24200.0 mm3
Factored Tensile stress Q1=1.2*FY/A= 1.9 Mpa
Factored bending stress Q=1.2*Mx/Zx 9.08 Mpa
Limiting stress of aluminium (Alloy 6082 T6) P= 255 Mpa
Stress ratio Q/P = 0.04 < 1
So the fin portion of aluminium bracket is structurally adequate
CHECK FOR BASE PLATE PORTION OF ALUMINIUM BRACKET (6MM)
Page 52

Tension on single bolt due to Mx T= Mx/(d/2)= 3.33 kN
Distance from fin edge anchor bolt ex= 34 mm
So bending moment on base plate Mz=T*ex= 0.113 kN-m
Thickness of plate t = 6.0 mm
Section modulus about minor axis Zz=d*t2
/4 990 mm3
Factored Bending stress Q=1.2*Mz/Zz= 137.26 Mpa
So the base plate portion of aluminium bracket is structurally adequate
CHECK FOR ANCHOR BOLT M12
Factored compression Z=1.35FY= 2.86 kN
Factored shear X=1.5FZ= 4.58 kN
Factored bending moment M=1.5*Mx= 0.27 kN-m
ABOVE LOADS ARE APPLIED IN HILTI PROFIS (ANCHOR DESIGN SOFTWARE)
Anchor bolt considered in design - HILTI HST M12
Detailed HILTI PROFIS Analysis report is provided in next page
Page 53

www.hilti.bg Profis Anchor 2.3.4
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Company:
Specifier:
Address:
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Sub-Project I Pos. No.:
Date:
1
4/30/2017
Specifier's comments:
1 Input data
Anchor type and diameter: HST M12
Effective embedment depth: hef = 70 mm, hnom = 80 mm
Material:
Evaluation Service Report:: ETA 98/0001
Issued I Valid: 6/17/2011 | 2/19/2013
Proof: design method ETAG No. 001 Annex C(2010)
Stand-off installation: eb = 0 mm (no stand-off); t = 8 mm
Anchor plate: lx x ly x t = 110 mm x 160 mm x 8 mm; (Recommended plate thickness: not calculated)
Profile: Double flat bar; (L x W x T) = 110 mm x 36 mm x 6 mm
Base material: uncracked concrete, C30/37, fcc = 37.00 N/mm2
; h = 250 mm
Reinforcement: no reinforcement or reinforcement spacing >= 150 mm (any Ø) or >= 100 mm (Ø <= 10 mm)
no longitudinal edge reinforcement
Reinforcement to control splitting according to ETAG 001, Annex C, 5.2.2.6 present.
Geometry [mm] & Loading [kN, kNm]
Page 54

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2
4/30/2017
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [kN]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 1.441 2.290 2.290 0.000
2 1.441 2.290 2.290 0.000
max. concrete compressive strain: 0.10 [‰]
max. concrete compressive stress: 3.00 [N/mm2
]
resulting tension force in (x/y)=(0/0): 2.881 [kN]
resulting compression force in (x/y)=(47/0): 5.741 [kN]
Tension Compression
1
2
x
y
3 Tension load (ETAG, Annex C, Section 5.2.2)
Load [kN] Capacity [kN] Utilization bbbbN [%] Status
Steel Strength* 1.441 30.000 5 OK
Pullout Strength* 1.441 16.221 9 OK
Concrete Breakout Strength** 2.881 34.314 9 OK
Splitting failure** 2.881 50.506 6 OK
* anchor having the highest loading **anchor group (anchors in tension)
3.1 Steel Strength
NRk,s [kN] gM,s NRd,s [kN] NSd [kN]
45.000 1.500 30.000 1.441
3.2 Pullout Strength
NRk,p [kN] yc gM,p NRd,p [kN] NSd [kN]
20.000 1.217 1.500 16.221 1.441
3.3 Concrete Breakout Strength
Ac,N [mm2
] A0
c,N [mm2
] ccr,N [mm] scr,N [mm]
64000 44100 105 210
ec1,N [mm] yec1,N ec2,N [mm] yec2,N ys,N yre,N k1
0 1.000 0 1.000 0.986 1.000 10.100
N0
Rk,c [kN] gM,c NRd,c [kN] NSd [kN]
35.981 1.500 34.314 2.881
3.4 Splitting failure
Ac,N [mm2
] A0
c,N [mm2
] ccr,sp [mm] scr,sp [mm] yh,sp
64000 44100 105 210 1.472
0 1.000 0 1.000 0.986 1.000 10.100
N0
Rk,c [kN] gM,sp NRd,sp [kN] NSd [kN]
35.981 1.500 50.506 2.881
Page 55

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4 Shear load (ETAG, Annex C, Section 5.2.3)
Load [kN] Capacity [kN] Utilization bbbbV [%] Status
Steel Strength (without lever arm)* 2.290 28.000 9 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength** 4.580 75.491 7 OK
Concrete edge failure in direction x+** 4.580 20.207 23 OK
* anchor having the highest loading **anchor group (relevant anchors)
4.1 Steel Strength (without lever arm)
VRk,s [kN] gM,s VRd,s [kN] VSd [kN]
35.000 1.250 28.000 2.290
4.2 Pryout Strength
Ac,N [mm2
] A0
c,N [mm2
] ccr,N [mm] scr,N [mm] k-factor
64000 44100 105 210 2.200
ec1,V [mm] yec1,N ec2,V [mm] yec2,N ys,N yre,N
0 1.000 0 1.000 0.986 1.000
N0
Rk,c [kN] gM,c,p VRd,c1 [kN] VSd [kN]
35.981 1.500 75.491 4.580
4.3 Concrete edge failure in direction x+
lf [mm] dnom [mm] k1 a b
70 12 2.400 0.084 0.065
c1 [mm] Ac,V [mm2
] A0
c,V [mm2
]
100 59250 45000
ys,V yh,V ya,V ec,V [mm] yec,V yre,V
0.970 1.000 1.000 0 1.000 1.000
V0
Rk,c [kN] gM,c VRd,c [kN] VSd [kN]
23.733 1.500 20.207 4.580
5 Combined tension and shear loads (ETAG, Annex C, Section 5.2.4)
bN bV a Utilization bN,V [%] Status
0.089 0.227 1.500 14 OK
b
a
N + b
a
V <= 1
6 Displacements (highest loaded anchor)
Short term loading:
NSk = 1.067 [kN] dN = 0.011 [mm]
VSk = 1.696 [kN] dV = 0.314 [mm]
dNV = 0.314 [mm]
Long term loading:
NSk = 1.067 [kN] dN = 0.124 [mm]
VSk = 1.696 [kN] dV = 0.466 [mm]
dNV = 0.483 [mm]
Comments: Tension displacements are valid with half of the required installation torque moment for uncracked concrete! Shear displacements
are valid without friction between the concrete and the anchor plate! The gap due to the drilled hole and clearance hole tolerances are not
included in this calculation!
The acceptable anchor displacements depend on the fastened construction and must be defined by the designer!
Page 56

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4
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7 Warnings
• To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re-distributions on the anchors due to
elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed
when subjected to the loading!
• Checking the transfer of loads into the base material is required in accordance with ETAG 001, Annex C(2010)Section 7! The software
considers that the grout is installed under the anchor plate without creating air voids and before application of the loads.
• The design is only valid if the clearance hole in the fixture is not larger than the value given in Table 4.1 of ETAG 001, Annex C! For larger
diameters of the clearance hole see Chapter 1.1. of ETAG 001, Annex C!
• The accessory list in this report is for the information of the user only. In any case, the instructions for use provided with the product have to
be followed to ensure a proper installation.
Fastening meets the design criteria!
Page 57

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5
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Coordinates Anchor [mm]
Anchor x y c-x c+x c-y c+y
1 0 -55 100 100 135 -
2 0 55 100 100 245 -
8 Installation data
Anchor plate, steel: - Anchor type and diameter: HST, M12
Profile: Double flat bar; 110 x 36 x 6 mm Installation torque: 0.060 kNm
Hole diameter in the fixture: df = 14 mm Hole diameter in the base material: 12 mm
Plate thickness (input): 8 mm Hole depth in the base material: 95 mm
Recommended plate thickness: not calculated Minimum thickness of the base material: 140 mm
Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.
8.1 Required accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque wrench
• Hammer
1
2
55 55
2511025
x
y
55 55
8080
Page 58

Company:
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Date:
6
4/30/2017
9 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas
and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be
strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted
prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be
put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly
with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or
suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for
the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do
not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or
damaged data or programs, arising from a culpable breach of duty by you.
Page 59

6MM THICK
ALUMINIUM BRACKET
M12 ANCHOR BOLT
M10 SS BOLT (Dead
hole at Bottom and
Slotted hole at top)

SUPPORT REACTIONS (CRITICAL VALUE FROM MULLION ANALYSIS OF ALL TYPES)
Support reaction due Wind suction FZ= 3.053 kN
+R22
)= 5.2 kN
Page 61

pf = 0.5 (U+Y) or 1.2 x Y = 540 Mpa
For bolts K1 = 0.85
Bearing check
For df/t < 10 c= 2
OR BRP = 10.50 kN
Page 62

CHECK FOR FIN PORTION OF ALUMINIUM BRACKET (6MM THICK)
So bending moment about X axis Mx=FZ* e= 0.18 kN-m
Area of cross-section A=d*t= 660 mm2
Section modulus about major axis Zx=td2
/6 12100.0 mm3
Factored Tensile stress Q1=1.2*FY/A= 3.8 Mpa
So the fin portion of aluminium bracket is structurally adequate
Page 63

CHECK FOR BASE PLATE PART OF ALUMINIUM BRACKET (6MM)
Tension on bolt due to Mx T= Mx/(d/2)= 3.33 kN
So bending moment on base plate Mz=T*ex= 0.180 kN-m
Section modulus about Y axis Zz=d*t2
/4 990 mm3
Factored Bending stress Q=1.2Mz/Zz= 218.00 Mpa
So the base plate portion of aluminium bracket is structurally adequate
Factored compression Z=1.35FY= 2.86 kN
Factored shear X=1.5FZ= 4.58 kN
Anchor bolt considered in design - HILTI HST M12
Page 64

Company:
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Date:
1
4/30/2017
1 Input data
Material:
Issued I Valid: 6/17/2011 | 2/19/2013
; h = 250 mm
Page 65

Company:
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Date:
2
4/30/2017
1 1.251 6.878 6.878 0.000
2 1.659 2.298 -2.298 0.000
]
resulting compression force in (x/y)=(47/-28): 5.770 [kN]
Tension
Compression1
2
x
y
3.1 Steel Strength
45.000 1.500 30.000 1.659
20.000 1.217 1.500 16.221 1.659
Ac,N [mm2
] A0
c,N [mm2
62000 44100 105 210
0 1.000 7 0.937 0.986 1.000 10.100
N0
35.981 1.500 31.161 2.910
Ac,N [mm2
] A0
c,N [mm2
62000 44100 105 210 1.472
0 1.000 7 0.937 0.986 1.000 10.100
N0
35.981 1.500 45.866 2.910
Page 66

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Pryout Strength* 6.878 36.566 19 OK
35.000 1.250 28.000 6.878
4.2 Pryout Strength
Ac,N [mm2
] A0
c,N [mm2
31000 44100 105 210 2.200
0 1.000 0 1.000 0.986 1.000
N0
35.981 1.500 36.566 6.878
70 12 2.400 0.084 0.065
c1 [mm] Ac,V [mm2
] A0
c,V [mm2
]
100 60000 45000
1.000 1.000 1.000 50 0.750 1.000
V0
23.733 1.500 15.822 6.878
0.102 0.435 1.500 32 OK
b
a
N + b
a
V <= 1
Short term loading:
NSk = 0.927 [kN] dN = 0.010 [mm]
VSk = 5.095 [kN] dV = 0.943 [mm]
dNV = 0.943 [mm]
Long term loading:
NSk = 0.927 [kN] dN = 0.107 [mm]
VSk = 5.095 [kN] dV = 1.401 [mm]
dNV = 1.405 [mm]
Page 67

Company:
Specifier:
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Date:
4
4/30/2017
7 Warnings
Page 68

Company:
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Date:
5
4/30/2017
1 0 -32 100 100 158 -
2 0 68 100 100 258 -
8 Installation data
• Hammer
1
2
55 55
6810032
x
y
82
55 55
100100
Page 69

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6
4/30/2017
Page 70

M10 SS BOLT
M12 ANCHOR
BOLT
6MM THICK
STEEL FIN PLATE
8MM THICK STEEL
BASE PLATE

SUPPORT REACTIONS (FROM FRAME ANALYSIS)
Support reaction due Wind load FZ= 6.18 kN
+R22
)= 9.0 kN
Page 72

pf = 0.5 (U+Y) or 1.2 x Y = 540 Mpa
For bolts K1 = 0.85
Bearing check
For df/t < 10 c= 2
OR BRP = 10.50 kN
Page 73

CHECK FOR FIN PORTION OF STEEL BRACKET (6MM THICK)
So bending moment about X axis Mx=FY* e= 0.22 kN-m
Area of cross-section (2plates) A=2*d*t= 1440 mm2
Section modulus about major axis (2 plates) Zx=2*td2
/6 28800.0 mm3
Factored Tensile stress Q1=1.4*FZ/A= 6.0 Mpa
Design strength of steel (s275) P= 275 Mpa
So the fin portion of steel bracket is structurally adequate
CHECK FOR BASE PLATE PART OF STEEL BRACKET (8MM)
Page 74

Direct tension per bolt T1=FZ/2= 3.0885 kN
Tension on single bolt due to Mx T2= Mx/(d/2)= 3.61 kN
Total tension per bolt T=T1+T2= 6.70 kN
So bending moment on base plate My=T*ex= 0.214 kN-m
Section modulus about minor axis Zy=d*t2
/4 1920 mm3
Factored Bending stress Q=1.4*My/Zy= 156.38 Mpa
Deisgn strength of steel(s275) P= 275 Mpa
So the base plate portion of steel bracket is structurally adequate
Factored shear per bolt Z=1.35FY= 2.52 kN
Factored tension X=1.5FZ= 9.27 kN
Anchor bolt considered in design - HILTI HST M12 .
Page 75

Company:
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Date:
1
4/30/2017
1 Input data
Material:
Issued I Valid: 6/17/2011 | 2/19/2013
; h = 250 mm
Page 76

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2
4/30/2017
1 7.114 1.260 1.260 0.000
2 7.114 1.260 1.260 0.000
]
resulting compression force in (x/y)=(58/0): 4.958 [kN]
Tension Compression
1
2
x
y
3.1 Steel Strength
45.000 1.500 30.000 7.114
20.000 1.217 1.500 16.221 7.114
Ac,N [mm2
] A0
c,N [mm2
68000 44100 105 210
0 1.000 0 1.000 0.986 1.000 10.100
N0
35.981 1.500 36.459 14.228
Ac,N [mm2
] A0
c,N [mm2
68000 44100 105 210 1.472
0 1.000 0 1.000 0.986 1.000 10.100
N0
35.981 1.500 53.663 14.228
Page 77

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Pryout Strength** 2.520 80.209 4 OK
35.000 1.250 28.000 1.260
4.2 Pryout Strength
Ac,N [mm2
] A0
c,N [mm2
68000 44100 105 210 2.200
0 1.000 0 1.000 0.986 1.000
N0
35.981 1.500 80.209 2.520
70 12 2.400 0.084 0.065
c1 [mm] Ac,V [mm2
] A0
c,V [mm2
]
100 60750 45000
0.950 1.000 1.000 0 1.000 1.000
V0
23.733 1.500 20.291 2.520
0.439 0.124 1.500 34 OK
b
a
N + b
a
V <= 1
Short term loading:
NSk = 5.270 [kN] dN = 0.055 [mm]
VSk = 0.933 [kN] dV = 0.173 [mm]
dNV = 0.181 [mm]
Long term loading:
NSk = 5.270 [kN] dN = 0.610 [mm]
VSk = 0.933 [kN] dV = 0.257 [mm]
dNV = 0.662 [mm]
Page 78

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4/30/2017
7 Warnings
Page 79

Company:
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Date:
5
4/30/2017
1 0 -65 100 100 125 -
2 0 65 100 100 255 -
8 Installation data
• Hammer
1
2
63 63
2513025
x
y
63 63
9090
Page 80

Company:
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6
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Page 81

Designation: E 1300 – 02
An American National Standard
Standard Practice for
Determining Load Resistance of Glass in Buildings1
This standard is issued under the fixed designation E 1300; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A
superscript epsilon (e) indicates an editorial change since the last revision or reapproval.
1. Scope
1.1 This practice describes procedures to determine the load
resistance of specified glass types, including combinations of
glass types used in a sealed insulating glass unit, exposed to a
uniform lateral load of short or long duration, for a specified
probability of breakage.
1.2 This practice applies to vertical and sloped glazing in
buildings for which the specified design loads consist of wind
load, snow load and self-weight with a total combined magni-
tude less than or equal to 10 kPa (210 psf). This practice shall
not apply to other applications including, but not limited to,
balustrades, glass floor panels, aquariums, structural glass
members and glass shelves.
1.3 This practice applies only to monolithic, laminated, or
insulating glass constructions of rectangular shape with con-
tinuous lateral support along one, two, three or four edges. This
practice assumes that (1) the supported glass edges for two,
three and four sided support conditions are simply supported
and free to slip in plane (2) glass supported on two sides acts
as a simply supported beam, and (3) glass supported on one
side acts as a cantilever.
1.4 This practice does not apply to any form of wired,
patterned, etched, sandblasted, drilled, notched or grooved
glass with surface and edge treatments that alter the glass
strength.
1.5 This practice addresses only the determination of the
resistance of glass to uniform lateral loads. The final thickness
and type of glass selected also depends upon a variety of other
factors (see 5.3).
1.6 Charts in this practice provide a means to determine
approximate maximum lateral glass deflection. Appendix X1
and Appendix X2 provide additional procedures to determine
maximum lateral deflection for glass simply supported on four
sides. Appendix X3 presents a procedure to compute approxi-
mate probability of breakage for annealed monolithic glass
lites simply supported on four sides.
1.7 The values stated in SI units are to be regarded as the
standard. The values given in parentheses are for information
only. For conversion of quantities in various systems of
measurements to SI units refer to SI 10.
1.8 Appendix X4 lists the key variables used in calculating
the mandatory type factors in Tables 1-3 and comments on
their conservative values.
1.9 This standard does not purport to address all of the
safety concerns, if any, associated with its use. It is the
responsibility of the user of this standard to establish appro-
priate safety and health practices and determine the applica-
bility of regulatory limitations prior to use.
2. Referenced Documents
2.1 ASTM Standards:
C 1036 Specification for Flat Glass2
C 1048 Specification for Heat-Treated Flat Glass-Kind HS,
Kind FT Coated and Uncoated Glass2
C 1172 Specification for Laminated Architectural Flat
Glass2
E 631 Terminology of Building Constructions3
SI 10 Practice for Use of the International System of Units
(SI) (the Modernized Metric System)4
3. Terminology
3.1 Definitions:
3.1.1 Refer to Terminology E 631 for additional terms used
in this practice.
3.2 Definitions of Terms Specific to This Standard:
3.2.1 aspect ratio (AR), n—for glass simply supported on
four sides, the ratio of the long dimension of the glass to the
short dimension of the glass is always equal to or greater than
1.0. For glass simply supported on three sides, the ratio of the
length of one of the supported edges perpendicular to the free
edge, to the length of the free edge, is equal to or greater than
0.5.
3.2.2 glass breakage, n—the fracture of any lite or ply in
monolithic, laminated, or insulating glass.
3.2.3 Glass Thickness:
3.2.3.1 thickness designation for monolithic glass, n—a
term that defines a designated thickness for monolithic glass as
specified in Table 4 and Specification C 1036.
3.2.3.2 thickness designation for laminated glass (LG),
n—a term used to specify a LG construction based on the
1
This practice is under the jurisdiction of ASTM Committee E06 on Perfor-
mance of Buildings and is the direct responsibility of Subcommittee E06.51 on
Component Performance of Windows, Curtain Walls, and Doors.
Current edition approved June 10, 2002. Published August 2002. Originally
published as E 1300 – 89. Last previous edition E 1300 – 00.
2
Annual Book of ASTM Standards, Vol 15.02.
3
4
1
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
Page 83

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).
3.2.4 Glass Types:
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 approxi-
mately 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 de-
rived 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.
3.2.8.1 Discussion—The LS factor is used along with the
glass type factor (GTF) and the non-factored load (NFL) value
from the non-factored load charts to give the load resistance of
the IG unit, based on the resistance to breakage of one specific
lite only.
3.2.9 probability of breakage (Pb), n—the fraction of glass
lites or plies that would break at the first occurrence of a
specified load and duration, typically expressed in lites per
1 000.
TABLE 1 Glass Type Factors (GTF) for a Single Lite of
Monolithic or Laminated Glass
GTF
Glass Type Short Duration Load Long Duration Load
AN 1.0 0.5
HS 2.0 1.3
FT 4.0 3.0
TABLE 2 Glass Type Factors (GTF) for Insulating Glass (IG),
Short Duration Load
Lite No. 1
Monolithic Glass or
Laminated Glass Type
Lite No. 2
Monolithic Glass or Laminated Glass Type
AN HS FT
GTF1 GTF2 GTF1 GTF2 GTF1 GTF2
AN 0.9 0.9 1.0 1.9 1.0 3.8
HS 1.9 1.0 1.8 1.8 1.9 3.8
FT 3.8 1.0 3.8 1.9 3.6 3.6
TABLE 3 Glass Type Factors (GTF) for Insulating Glass (IG),
Long Duration Load
Lite No. 1
Monolithic Glass or
Laminated Glass Type
Lite No. 2
Monolithic Glass or Laminated Glass Type
AN HS FT
GTF1 GTF2 GTF1 GTF2 GTF1 GTF2
AN 0.45 0.45 0.5 1.25 0.5 2.85
HS 1.25 0.5 1.25 1.25 1.25 2.85
FT 2.85 0.5 2.85 1.25 2.85 2.85
TABLE 4 Minimum Glass Thicknesses
Nominal
Thickness or
Designation
mm (in.)
Minimum
Thickness
mm (in.)
2.5 (3⁄32) 2.16(0.085)
2.7 (lami) 2.59(0.102)
3.0 (1⁄8) 2.92 ( 0.115)
4.0 (5⁄32) 3.78 ( 0.149)
5.0 (3⁄16) 4.57(0.180)
6.0 (1⁄4) 5.56(0.219)
8.0 (5⁄16) 7.42(0.292)
10.0 (3⁄8) 9.02(0.355)
12.0 (1⁄2) 11.91(0.469)
16.0 (5⁄8) 15.09(0.595)
19.0 (3⁄4) 18.26(0.719)
22.0 (7⁄8) 21.44(0.844)
E 1300 – 02
2 Page 84

3.2.10 specifying authority, n—the design professional re-
sponsible for interpreting applicable regulations of authorities
having jurisdiction and considering appropriate site specific
factors to determine the appropriate values used to calculate the
specified design load, and furnishing other information re-
quired to perform this practice.
4. Summary of Practice
4.1 The specifying authority shall provide the design load,
the rectangular glass dimensions, the type of glass required,
and a statement, or details, showing that the glass edge support
system meets the stiffness requirement in 5.2.4.
4.2 The procedure specified in this practice shall be used to
determine the uniform lateral load resistance of glass in
buildings. If the load resistance is less than the specified load,
then other glass types and thicknesses may be evaluated to find
a suitable assembly having load resistance equal to or exceed-
ing the specified design load.
4.3 The charts presented in this practice shall be used to
determine the approximate maximum lateral glass deflection.
Appendix X1 and Appendix X2 present two additional proce-
dures to determine the approximate maximum lateral deflection
for a specified load on glass simply supported on four sides.
4.4 An optional procedure for determining the probability of
breakage at a given load is presented in Appendix X3.
5. Significance and Use
5.1 This practice is used to determine the load resistance of
specified glass types and constructions exposed to uniform
lateral loads.
5.2 Use of this practice assumes:
5.2.1 The glass is free of edge damage and is properly
glazed,
5.2.2 The glass has not been subjected to abuse,
5.2.3 The surface condition of the glass is typical of glass
that has been in service for several years, and is weaker than
freshly manufactured glass due to minor abrasions on exposed
surfaces,
5.2.4 The glass edge support system is sufficiently stiff to
limit the lateral deflections of the supported glass edges to no
more than 1⁄175 of their lengths. The specified design load shall
be used for this calculation.
5.2.5 The center of glass deflection will not result in loss of
edge support.
NOTE 1—This practice does not address aesthetic issues caused by glass
deflection.
5.3 Many other factors shall be considered in glass type and
thickness selection. These factors include but are not limited
to: thermal stresses, spontaneous breakage of tempered glass,
the effects of windborne debris, excessive deflections, behavior
of glass fragments after breakage, seismic effects, heat flow,
edge bite, noise abatement, potential post-breakage conse-
quences, etc. In addition, considerations set forth in building
codes along with criteria presented in safety glazing standards
and site specific concerns may control the ultimate glass type
and thickness selection.
5.4 For situations not specifically addressed in this standard,
the design professional shall use engineering analysis and
judgment to determine the load resistance of glass in buildings.
6. Procedure
6.1 Select a glass type, thickness, and construction for
load-resistance evaluation.
6.2 For Monolithic Single Glazing Simply Supported Con-
tinuously Along Four Sides:
6.2.1 Determine the non-factored load (NFL) from the
appropriate chart in Annex A1 (the upper charts of Figs
A1.1–A1.12) for the glass thickness and size.
6.2.2 Determine the glass type factor (GTF) for the appro-
priate glass type and load duration (short or long) from Table
1 or Table 2.
6.2.3 Multiply NFL by GTF to get the load resistance (LR)
of the lite.
6.2.4 Determine the approximate maximum lateral (center
of glass) deflection from the appropriate chart in Annex A1 (the
lower charts of Figs. A1.1–A1.12) for the designated glass
thickness, size, and design load. If the maximum lateral
deflection falls outside the charts in Annex A1, then use the
procedures outlined in Appendix X1 and Appendix X2.
tinuously Along Three Sides:
6.3.1 Determine the non-factored load (NFL) from the
appropriate chart in Annex A1 (the upper charts of Figs.
A1.13–A1.24) for for the designated glass thickness and size.
6.3.2 Determine the GTF for the appropriate glass type and
load duration (short or long) from Table 1 or Table 2.
6.3.3 Multiply NFL by GTF to get the LR of the lite.
of unsupported edge) deflection from the appropriate chart in
Annex A1 (the lower charts in Figs A1.13–A1.24) for the
designated glass thickness, size, and design load.
tinuously Along Two Opposite Sides:
6.4.1 Determine the NFL from the upper chart of Fig. A1.25
for the designated glass thickness and length of unsupported
edges.
of an unsupported edge) deflection from the lower chart of Fig.
A1.25 for the designated glass thickness, length of unsupported
edge, and design load.
6.5 For Monolithic Single Glazing Continuously Supported
Along One Edge (Cantilever):
edges that are perpendicular to the supported edge.
6.5.4 Determine the approximate maximum lateral (free
edge opposite the supported edge) deflection from the lower
chart of Fig. A1.26 for the designated glass thickness, length of
unsupported edges, and design load.
6.6 For Single-glazed Laminated Glass Constructed with a
PVB Interlayer Simply Supported Continuously Along Four
E 1300 – 02
3Page 85

Sides where In-Service LG Temperatures do not exceed 50 °C
(122 °F):
6.6.1 Determine the NFL from the appropriate chart (the
upper charts of Figs A1.27–A1.33) for the designated glass
thickness.
6.6.2 Determine the GTF for the appropriate glass type, load
duration (short or long) from Table 1.
6.6.3 Multiply NFL by GTF to get the LR of the laminated
lite.
of glass) deflection from the appropriate chart (the lower charts
of Figs. A1.27-A1.33) for the designated glass thickness, size,
and design load. If the maximum lateral deflection falls outside
the charts in Annex A1, then use the procedures outlined in
Appendix X1 and Appendix X2.
6.7 For Laminated Single Glazing Simply Supported Con-
tinuously Along Three Sides where In-Service LG Temperatures
do not exceed 50 °C (122 °F):
6.7.1 Determine the NFL from the appropriate chart (the
upper charts of Figs. A1.34–A1.40) for the designated glass
thickness and size equal to the laminated glass thickness.
load duration (short or long) from Table 1.
lite.
of unsupported edge) deflection from the appropriate chart (the
lower charts of Figs. A1.34–A1.40) for the designated glass
thickness, size, and design load.
6.8 For Laminated Single Glazing Simply Supported Con-
tinuously Along Two Opposite Sides where In-Service LG
Temperatures do not exceed 50 °C (122 °F):
edges.
lite.
of an unsupported edge) deflection from the lower chart of Fig.
A1.41 for the designated glass thickness, length of unsupported
edge, and design load.
6.9 For Laminated Single Glazing Continuously Supported
Along One Edge (Cantilever) where In-Service LG Tempera-
tures do not exceed 50 °C (122 °F):
edges that are perpendicular to the supported edge.
lite.
6.9.4 Determine the approximate maximum lateral (free
edge opposite the supported edge) deflection from the lower
chart of Fig. A1.42 for the designated glass thickness, length of
unsupported edges, and design load.
6.10 For Insulating Glass (IG) with Monolithic Glass Lites
of Equal (Symmetric) or Different (Asymmetric) Glass Type
and Thickness Simply Supported Continuously Along Four
Sides:
6.10.1 Determine the NFL1 for lite No. 1 and NFL2 for lite
No. 2 from the the upper charts of Figs. A1.1–A1.12. (See
Annex A2 for examples.)
NOTE 2—Lite Nos. 1 or 2 can represent either the outward or inward
facing lite of the IG unit.
6.10.2 Determine the GTF1 for lite No.1 and GTF2 for lite
2 from Table 2 or Table 3, for the relevant glass type and load
duration.
6.10.3 Determine the LSF1 for lite No.1 and LSF2 for lite 2
from Table 5, for the relevant lite thickness.
6.10.4 Multiply NFL by GTF and by LSF for each lite to
determine LR1 for lite No.1 and LR2 for lite No.2 of the
insulating glass unit as follows:
LR1 5 NFL1 X GTF1 X LS1 and LR2 5 NFL2 X GTF2 X LS2
6.10.5 The load resistance of the IG unit is the lower of the
two values, LR1 and LR2.
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 Monolithic Glass, Short or Long Duration Load or Laminated Glass, Short Duration Load Only
Nominal
Thickness
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 (3⁄32) 2.00 2.00 2.73 1.58 3.48 1.40 6.39 1.19 10.5 1.11 18.1 1.06 41.5 1.02 73.8 1.01 169. 1.01 344. 1.00 606. 1.00
2.7 (lami) 1.58 2.73 2.00 2.00 2.43 1.70 4.12 1.32 6.50 1.18 10.9 1.10 24.5 1.04 43.2 1.02 98.2 1.01 199. 1.01 351. 1.00
3 (1⁄8) 1.40 3.48 1.70 2.43 2.00 2.00 3.18 1.46 4.83 1.26 7.91 1.14 17.4 1.06 30.4 1.03 68.8 1.01 140. 1.01 245. 1.00
4 (5⁄32) 1.19 6.39 1.32 4.12 1.46 3.18 2.00 2.00 2.76 1.57 4.18 1.31 8.53 1.13 14.5 1.07 32.2 1.03 64.7 1.02 113. 1.01
5 (3⁄16) 1.11 10.5 1.18 6.50 1.26 4.83 1.57 2.76 2.00 2.00 2.80 1.56 5.27 1.23 8.67 1.13 18.7 1.06 37.1 1.03 64.7 1.02
6 (1⁄4) 1.06 18.1 1.10 10.9 1.14 7.91 1.31 4.18 1.56 2.80 2.00 2.00 3.37 1.42 5.26 1.23 10.8 1.10 21.1 1.05 36.4 1.03
8 (5⁄16) 1.02 41.5 1.04 24.5 1.06 17.4 1.13 8.53 1.23 5.27 1.42 3.37 2.00 2.00 2.80 1.56 5.14 1.24 9.46 1.12 15.9 1.07
10 (3⁄8) 1.01 73.8 1.02 43.2 1.03 30.4 1.07 14.5 1.13 8.67 1.23 5.26 1.56 2.80 2.00 2.00 3.31 1.43 5.71 1.21 9.31 1.12
12 (1⁄2) 1.01 169. 1.01 98.2 1.01 68.8 1.03 32.2 1.06 18.7 1.10 10.8 1.24 5.14 1.43 3.31 2.00 2.00 3.04 1.49 4.60 1.28
16 (5⁄8) 1.00 344. 1.01 199. 1.01 140. 1.02 64.7 1.03 37.1 1.05 21.1 1.12 9.46 1.21 5.71 1.49 3.04 2.00 2.00 2.76 1.57
19 (3⁄4) 1.00 606. 1.00 351. 1.00 245. 1.01 113. 1.02 64.7 1.03 36.4 1.07 15.9 1.12 9.31 1.28 4.60 1.57 2.76 2.00 2.00
E 1300 – 02
4 Page 86

6.11 For Insulating Glass (IG) with One Monolithic Lite
and One Laminated Lite Under Short Duration Load:
6.11.1 Determine the NFL for each lite from the upper
charts of Figs. A1.1–A1.12 and A1.27–A1.33.
6.11.2 Determine the GTF1 for lite No.1 and GTF2 for lite
No 2 from Table 2.
6.11.3 Determine LS1 for lite No. 1 and LS2 for lite No. 2,
from Table 5.
6.11.4 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
two calculated LR values.
6.12 For Insulating Glass with Laminated Glass over Lami-
nated Glass Under Short Duration Load:
6.12.1 Determine the NFL1 for lite No.1 and NFL2 for lite
2 from the upper charts of Figs. A1.27–A1.33. (See Annex A2
for examples.)
6.12.2 For each lite, determine GTF1 for lite No.1 and
GTF2 for lite No. 2 from Table 2.
6.12.3 For each lite, determine the LSF1 for lite No.1 and
LSF2 for lite No. 2 from Table 5.
determine LR1 for lite No. 1 and LR2 for lite No.2 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 calcu-
lated 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.
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.
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).
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.
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:
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.
6.14 For Insulating Glass with Laminated Glass over Lami-
nated Glass Under Long Duration Load:
6.14.1 The load resistance of each lite must ﬁrst be calcu-
lated for that load acting for a short duration as in 6.12, and
then for the same load acting for a long duration as given in
6.14.2-6.14.5.
6.14.2 Determine 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).
6.14.3 Determine the GTF1 for lite No. 1 and GTF2 for lite
No. 2 from Table 3.
6.14.4 Determine LS1 for lite No. 1 and LS2 for lite No. 2
from Table 5.
determine the load resistances (LR1 and LR2 for lites Nos. 1
and 2) of the insulating glass unit, based on the long duration
load resistance of each lite, as follows:
6.14.6 The load resistance of the IG unit is the lowest of the
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 (3⁄32) 3.00 1.50 4.45 1.29 11.8 1.09 20.0 1.05 35.2 1.03 82.1 1.01 147 1.01
2.7 (lami) 2.16 1.86 3.00 1.50 7.24 1.16 12.0 1.09 20.8 1.05 48.0 1.02 85.5 1.01
3 (1⁄8) 1.81 2.24 2.39 1.72 5.35 1.23 8.68 1.13 14.8 1.07 33.8 1.03 60.0 1.02
4 (5⁄32) 1.37 3.69 1.64 2.56 3.00 1.50 4.53 1.28 7.34 1.16 16.1 1.07 28.1 1.04
5 (3⁄16) 1.21 5.75 1.36 3.75 2.13 1.88 3.00 1.50 4.60 1.28 9.54 1.12 16.4 1.07
6 (1⁄4) 1.12 9.55 1.20 5.96 1.63 2.59 2.11 1.90 3.00 1.50 5.74 1.21 9.54 1.12
8 (5⁄16) 1.05 21.3 1.09 12.8 1.27 4.76 1.47 3.13 1.84 2.19 3.00 1.50 4.60 1.28
10 (3⁄8) 1.03 37.4 1.05 22.1 1.15 7.76 1.26 4.83 1.47 3.13 2.11 1.90 3.00 1.50
12 (1⁄2) 1.01 85.0 1.02 49.7 1.06 16.6 1.11 9.84 1.20 5.92 1.48 3.07 1.87 2.15
16 (5⁄8) 1.01 172 1.01 100 1.03 32.8 1.06 19.0 1.10 11.0 1.24 5.23 1.43 3.35
19 (3⁄4) 1.00 304 1.01 176 1.02 57.2 1.03 32.8 1.06 18.7 1.13 8.46 1.24 5.15
22 (7⁄8) 1.00 440 1.00 256 1.01 82.5 1.02 47.2 1.04 26.7 1.09 11.8 1.17 7.02
E 1300 – 02
5Page 87

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
E 1300 – 02
12Page 88

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STRUCTURAL CALCULATION - CURTAIN WALL (SAMPLE DESIGN)