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Example Calculations, Study Guides, Projects, Research of Engineering

Key CollegeEngineering

Example calculations of outdoor

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FilipinasAsiaGlassandDoorsCorporation
FibertexCompound,Km.26OrtigasAve.Ext,
BrgyDolores,Taytay,Rizal1920
STRUCTURAL CALCULATION OF
CURTAINWALL AT TYPICAL WALL
ELEVATIONS
FOR
IMET TOWER
Filipinas Asia Glass and Doors Corporation
Fibertex Compound, Km. 26 Ortigas Ave. Ext,
Brgy Dolores, Taytay, Rizal 1920
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Fibertex Compound, Km. 26 Ortigas Ave. Ext, Brgy Dolores, Taytay, Rizal 1920

STRUCTURAL CALCULATION OF

CURTAINWALL AT TYPICAL WALL

ELEVATIONS

FOR

IMET TOWER

Filipinas Asia Glass and Doors Corporation

Fibertex Compound, Km. 26 Ortigas Ave. Ext,

Brgy Dolores, Taytay, Rizal 1920

Fibertex Compound, Km. 26 Ortigas Ave. Ext, Brgy Dolores, Taytay, Rizal 1920

TABLE OF CONTENTS

DESIGN CRITERIA……….………….............………………………………………...….

WIND LOAD CALCULATIONS………………..............……………………….……..….

GLASS DESIGN...............………………...……………………………………..…….…..

MULLION DESIGN…….………………………………...............................………..….

INTERMIDIATE DESIGN……..........………….…….................................………..….

BRACKET AND ANHOR DESIGN………...………..............….…………………..….

APPENDICES

APPENDIX A Staad Input file – Glass Panel

APPENDIX B Staad Input – Typical Mullion

APPENDIX C Aluminum Properties

APPENDIX D Metal Curtain Wall Fasteners

APPENDIX E ASTM E

Fibertex Compound, Km. 26 Ortigas Ave. Ext, Brgy Dolores, Taytay, Rizal 1920

5. Fasteners Stainless Steel -1,2,3 - Cold Worked (CW) AAMA TIR-A9-1991 Table 11

C. LOAD SUMMARY Wind load calculation is presented on page 6 of this report as per NSCP C101-15, while dead loads consideration is own self weight.

D. PERFORMANCE CRITERIA

  1. The deflection of framing members for building cladding components in a direction normal to the plane of the wall when subjected to the specified design load shall be limited to the following:
    • 1/175 of the framing member clear-span for spans up to 4.110m; in accordance with AAMA-TIR-11current edition.
    • 1/240 of the framing member clear-span + 6.35mm for a span greater than 4.110m but notexceeding 12.00m; in accordance with AAMA-TIR-A11 current edition.
    • 1/175 of the glass edge length or 19mm whichever is less, for the included framing members alongthe glass edge of individual glass pane; in accordance with AAMA- TIR-A11 current edition. The19mm limit shall not apply to the overall span of the member supporting multiple lites.
    • 1/300 of the steel framing member clear-span for steel used in supporting building claddingcomponents and frames; in accordance with ANSI/AISC 360 Chapter L Section L3. The deflectionlimits discussed in the first and second items shall still be satisfied when steel is used as primaryframing for building cladding components.
    • 1/360 of the framing member clear-span for skylights members with attached plaster ceiling; inaccordance with 2006 IBC Table 1604.3.
    • 1/240 of the framing member clear-span for skylight members supporting non- plaster ceiling; inaccordance with 2006 IBC Table 1604.3.
    • 1/180 of the framing members clear span for skylight members not supporting ceiling; inaccordance with 2006 IBC Table 1604.3.
    • 1/240 of the framing member clear-span for framing members with brittle finishes or dry walls areattached; in accordance with 2006 IBC Table 1604.3.
    • 1/120 of the framing member clear-span for framing members with flexible finishes;in accordancewith 2006 IBC Table 1604.3.
    • An amount, in such a way that the stone cladding being supported shall not exceed a relativedeflection of 1/600 of the least dimension of stone cladding.
    • 50% of the nominal joint width at sealant joints occurring between framing members and relativelystiff building elements, or less if required by the sealant manufacturer.

Note: a) For cantilever framing members, the span shall be taken as two (2) times the distancebetween anchor centerline and end of cantilever. b) The movement or deflection of the framing members shall not cause disengagement ofthe snap covers or trim nor shall impair the function or damage any of the seals.

Fibertex Compound, Km. 26 Ortigas Ave. Ext, Brgy Dolores, Taytay, Rizal 1920

  1. The deflection of framing members for building cladding components in a direction parallel to the wall when subjected to the design load shall be limited to: - 3mm over a fixed panel or glass and 1.5mm over an opening window or door when subjectedto full dead load; in accordance with AAMA-SFM-1-87 Article 5.5.1. - An amount, which will reduce the glass bite below 75% of the design dimension and shall notcause disengagement of snap covers or trim and shall not impair the function ordamage any of the seals. - 10mm due to wind load or shall be designed in such a way that it shall not causedisengagement of snap covers or trim and shall not impair the function or damage anyof the seals.
  2. The deflection of each edge of the glass shall be limited to 1/175 of the glass length underconsideration or 3/4”'94 (19mm), whichever is less; in accordance with ASTM E 1300 (latest edition)and AAMATIR- A11-1996.
  3. Center of glass deflection at half design load shall not exceed 1/90 of the smaller span or 3/4”'94(19mm), whichever is less. Center of glass deflection at full design load shall not exceed 1-3/8”'94(35mm).
  4. Metal panel and perforated metal panel deflection shall not exceed 1/120 of the span, inaccordance with 2006 IBC Table 1604.3 Footnote h or 3/4”'94 (19mm), whichever is less. The spanshall be taken as the lesser of the distances between the horizontal, or the vertical supportmembers.

E. DISCLAIMER

The structural engineer of record (EOR) shall verify that all surrounding structures to which framing is to beanchored are structurally sound and capable of supporting the weights and reactions of the claddingsystem under maximum design loads. The design presented herein may be subject to revisions to provide a better solution to situations that may not be apparent prior to this submission.

Filipinas Fibertex C Brgy Dolo

Kzt = Kzt = k (^) d =

Velocit

qz = qz =

Interna Gcpi :

Gcp

Externa Gcp :

Gcp

Design

P =

p =

Please no factor for

s Asia Glass a Compound, Km res, Taytay, Riz

ty Pressure = 0. =

al Pressure

pi =

al Pressure

p =

n Wind Pres

q[GCp - Gc

ote that the w r Allowable Str

and Doors C

. 26 Ortigas Ave zal 1920

+ K 1 + K 2 +

e, qz: .613*K (^) z KztK

e Coefficien

e Coefficie

ssure, p:

cpi]

ind pressure v ress Design (A

Corporation e. Ext,

+ K 3 ) 2

KdV^2 kPa

nt for Build

nt for Build

kPa kPa

kPa kPa values above ASD) applicati

s te

W

V

dings,

0 .18 N

dings,

0.9 N

D

Typic

Corn

are all for Ultim ion.

peed-up wi errain

Wind Directi

Velocity Pre

NSCP 2015

NSCP 2015

Design Wind

cal Wall Ele

ner Wall Ele

mate Strength

th height ab

onality Fac

ssure

Table 207A

Figure 207

d Pressure f

evations

evations

h Design (USD

bove local

tor

A.11-

7E.6-

for Curtain

D) application.

Wall

Use 0.

Filipinas Fibertex C Brgy Dolo

Stres

ASTM

Imet T

Refere

Gener

Since of glas

Loads

s Asia Glass a Compound, Km res, Taytay, Riz

s and Def

M E1300 -

Tower

ence Draw

ral Informa

q q L W t t E

the make- ss shall be

s Applied o

D

L

w

and Doors C

. 26 Ortigas Ave zal 1920

flection An

Allowable

ing:

ation:

qu = q = L = W =

t (^) O =

t (^) I = Ea =

up of inner e computed

on Outer lit

DL =

LS =

wp_o =

Corporation e. Ext,

nalysis of

e Stress D

r lite and o d.

e of glass:

Selfweigh panel

LS*q -2.

f Curtainw

Design

3 KPa 4 0 mm 8 mm

6 mm

6 mm 0 MPa

outer lite of

ht of glass

5 kPa

wall Glass

Ultima Desig Lengt Width Thickn panel Thickn panel Modu

f glass is th

Load s

Wind

ate Design W n Wind Pre h of Glass P of Glass P ness of oute

ness of inne

lus Elasticit

he same, th

share of ou

pressure ap

Wind Press essure Panel anel er lite of gla

er lite of gla

ty of Glass

hus only on

uter lite

pplied on ou

sure

ass

ass

Panel

ne lite

uter lite

Filipinas Fibertex C Brgy Dolo

Actua

Check

There of glas

s Asia Glass a Compound, Km res, Taytay, Riz

al Deflectio

δ

king :

fore the 10 ss is adequ

and Doors C

. 26 Ortigas Ave zal 1920

n :

δMAX =

0 88mm wid uate struct

Corporation e. Ext,

dth x 1800m turally.

7 mm

mm length w

Actua Pro V

The G Surfac

The G Deflec

with 6mm

l Deflection 8i Report, A

Glass Panel ce Stress

Glass Panel ction

HS/12mm A

n(Base on S Appendix A)

is Adequa

is Adequa

AS/6mm FT

Staad )

ate for

ate for

T thick

Fibertex Compound, Km. 26 Ortigas Ave. Ext, Brgy Dolores, Taytay, Rizal 1920

Stress and Deflection Analysis of Curtainwall Mullion at Typical Wall Elevations

ADM 2005 - Aluminum Stress Design

Imet Tower

Box Mullion Analysis 70mm W x 96mm D x 2mm T with Steel Stiffiner of 50mm W x 75mm D x 4mm T

General Information: wu  4.21 kPa Ultimate Design Wind Load

w  2.53 kPa Design Wind Load

L  3675 mm Span of Mullion

b 1  1158 mm Panel width at one side of mullion

b 2  1158 mm Panel width at other side of mullion

E a  69600 MPa Elastic Modulus of Aluminum

Es  200000 MPa Elastic Modulus of Steel

n  2.87 modular ratio between steel and aluminum

Fcy  170 MPa Yield strength in compression of 6063-T6 aluminum alloy

Fibertex Compound, Km. 26 Ortigas Ave. Ext, Brgy Dolores, Taytay, Rizal 1920

Page 13

Steel Section Properties

A s  936 mm 2 Cross-sectional area

Ixs  705142 mm 4 Moment of inertia about x-axis

Iys  367592 mm 4 Moment of inertia about y-axis

c ys  37.5 mm Distance of most stressed fiber at interior flange of mullion

Equivalent Aluminum Section Properties

Ae  A n A s Cross-sectional area

Ae 3.434  103 mm^2

Ixe  Ix  n Ixs Moment of inertia about x-axis

Ixe 3.195  106 mm^4

Iye  Iy n Iys Moment of inertia about y-axis

Iye 1.607  106 mm^4

Unfactored Bending Moment - Due to wind load

TW  0.5 b 1 b 2  Tributary loaded width on each mullion

TW  1.158  10 3 mm

Fibertex Compound, Km. 26 Ortigas Ave. Ext, Brgy Dolores, Taytay, Rizal 1920

Page 14

wp  TW w uniformly distributed load applied at mullion due to negative wind pressure wp 2.93 kN m

 

MATHEMATICAL MODEL OF MULLION FOR LOADING, BENDING ABOUT X-XIS AND

DISPLACEMENT(BASED ON STAAD ANALYSIS_APPENDIX B)

Maximum moment due to wind load M xe 4.165 kN m about x-axis

Shared maximum moment of aluminum due to wind Mx Mxe load about x-axis

Ix Ixe

 

M x  1.527 kN m

Shared maximum moment of steel stiffiner due to wind Mxs Mxe load about x-axis

n Ixs Ixe

 

M xs 2.638 kN m 

Calculated actual aluminum bending stress at fb most stressed fiber of section

Mx cyi Ix



fb 72.651MPa

Fibertex Compound, Km. 26 Ortigas Ave. Ext, Brgy Dolores, Taytay, Rizal 1920

F^ Allow. compressive bending stress on 6063-T6 aluminum b 92.321MPa

From specification #18: Compression in beam elements(element in bending in own plane) - gross section

S^ Slenderness ratio of web to it thickness y

dw tw



Sy  46

S y1  53 Lower slenderness limit

S y2  90 Upper slenderness limit

Fo 20ksi ifSy Sy  27.9^ 0.155 S yksi^ ifSy1 ^ SySy 1260 Sy

ksi ifSy Sy



Allow. compressive bending stress on 6063-T Fo 137.895MPa aluminum

Minimum Allowable Bending Stress on 6063-T6 aluminum:

Fb_allow min F (^) t F (^) cF (^) bFo

Fb_allow 92.321MPa

Aluminum Stress Ratio:

SR

fb Fb_allow



SR 0.

RESULT "PASSED" if SR  1 "FAILED" ifSR  1



RESULT "PASSED"

Check for Steel Stiffiner Bending Stress about x-axis

F y  248 MPa Yeild strength of A36 steel

Fbs  0.6 F y Allowable bending stress of steel

Fbs 148.8 MPa

Fibertex Compound, Km. 26 Ortigas Ave. Ext, Brgy Dolores, Taytay, Rizal 1920 Steel Stress Ratio:

SRs

fbs Fbs



SRs 0.

RESULT "PASSED" if SRs  1 "FAILED" ifSRs  1



RESULT "PASSED"

Check for Deflection

L  3.675  10 3 mm Distance between supports

 (^) allow min L 180

 19mm

 Allowable deflection due to wind load

 (^) allow 19 mm

^ Maximum actual deflection due to wind load max 15.715 mm

Deflection Ratio:

DR

max  (^) allow



DR 0.

CHECKING "PASSED" if DR  1 "FAILED" ifDR  1



CHECKING "PASSED"

Fibertex Compound, Km. 26 Ortigas Ave. Ext, Brgy Dolores, Taytay, Rizal 1920

w 1  0.5 TW 1 w Trapezoidal distributed load at top of transom due to wind load w 1 1.139 kN m

 

w 2  0.5 TW 2 w Trapezoidal distributed load at top of transom due to wind load w 2 0.569 kN m

 

Section Properties

A  748 mm 2 Cross-sectional area

Ix  1171248.97 mm 4 Moment of inertia about x-axis

Iy  552082.82 mm 4 Moment of inertia about y-axis

c yi  55.7315 mm Distance of most stressed fiber at interior flange of mullion c ye  60.2685 mm Distance of most stressed fiber at exterior flange of mullion b f  66 mm Width of compressive flange

t f  2 mm Thickness of flange

d w  92 mm depth of unstiffined web under bending on its own plane t w  2mm Thickness of web

Fibertex Compound, Km. 26 Ortigas Ave. Ext, Brgy Dolores, Taytay, Rizal 1920

Scx

Ix cyi

 2.102  104 mm^3 Elastic section modulus of x-axis

b  66 mm Width of least dimension of equivalent box section d  92 mm depth of least dimension of equivalent box section

J

tf  tw  (^) b tw^2  d tf^2 b t (^) f d twtf tw

 Torsional constant of equivalent box section

J 4.254  105 mm^4

Unfactored Bending Moments

Due to Dead Load: a  250 mm Location of setting blocks from both ends of transom

aw1  TW 1 900 mm Distance of trapezoidal wind load from both ends of transom

Md  PDL a Maximum unfactored bending moment due to dead load

Md 0.072kN m

Due to Wind Load

M Maximum unfactored bending moment due to wind load x

w 1 24

 3 L  2 4 a w1^2 

w 2 L^2 12

 

Mx 0.071 kN m 

fb

Mx cyi Ix

 Calculated actual bending stress at most stressed fiber of section fb 3.374 MPa