south quater @ 26-05-2014

Prepared by : Yusuf IrawanChecked by : Ir. Cholis AnisApproved by :

SOUTH QUATER

STRENGHT CALCULATION of STRUCTURE FACADE

PT. TRIMATRA TATAGRAHAJl. Raya Gading Indah No. 8 Kav. A12Kelapa Gading, JakartaENGINEERING DIVISION

TABLE OF CONTENTS STICK SYSTEMProject : South Quater

1 Cover2 Calculation for Wind Load (WL)3 Specification4 Diez Drawing5 Strength Calculation of Mullion6 Strength Calculation of Transome8 Strength Calculation of Glass9 Strength Calculation of Bracing

10 Strength Calculation of Bracket11 Refrence

Project : South Quater Date : 26-Mar-2014

Subject : Calculation for Wind Load (WL) Prepared : Yusuf Irawan

PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM

JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION

STRENGTH ANALYSIS CALCULATION ( Stick System )

A. Basic Recommendation for Wind Pressured1 Location Jakarta (Kategori 4)2 Heigth of Building 85 m (Tower CW)3 Wind Velocity 30 m/dt (ref : SII 0649-82, hal.29 &30)4 Wind Load Coefisien 1.1075 ( C )

atthaced tabel ( ref : SII 0619-82, hal. 30 )

Faktor Koreksi Kecepatan AnginSesuai Keadaan Permukaan dan

Ketinggian di atas Permukaan Tanah

Tinggi Keadaan Faktor Koreksi ( C )di atas Permukaan Kategori Kategori Kategori Kategoripermukaan & Tanah 1 2 3 4tanah (m)

3 ataukurang 0.83 0.72 0.64 0.565 meter 0.88 0.79 0.7 0.6

10 1 0.93 0.78 0.6715 1.03 1 0.88 0.7420 1.06 1.03 0.95 0.7930 1.09 1.07 1.01 0.940 1.12 1.1 1.05 0.9750 1.14 1.12 1.08 1.0260 1.15 1.14 1.1 1.0580 1.18 1.17 1.13 1.1

100 1.2 1.19 1.16 1.13120 1.22 1.21 1.18 1.15140 1.24 1.22 1.2 1.17160 1.25 1.24 1.21 1.19180 1.26 1.25 1.23 1.2200 1.27 1.26 1.24 1.22

Kategori Keadaan permukaan tanah :Kategori 1 : Keadaan permukaan tanah terbuka tanpa rintangan.Kategori 2 : Keadaan permukaan tanah terbuka dengan rintangan angin terpencar.Kategori 3 : Keadaan permukaan tanah banyak rintangan angin ; Kota-kota kecil, daerah pinggiran kota besar.Kategori 4 : Keadaan permukaan tanah dengan banyak rintangan-rintangan besar ; pusat kota besar.

Project : South Quater Date : 26-Mar-2014

Subject : Calculation for Wind Load (WL) Prepared : Yusuf Irawan



No. Item Input Result1 Wind Pressured V (m/dt) Q

30 56.25

2 Wind Pressured ( + ) C Q P ( + )[ C x Q ]

Tower 1.1075 56.25 62.3

3 Wind Pressured ( - ) P ( + ) P ( - )[ 1.5 x P]

Tower 62.30 93.45

Wind Pressured refer to SII : 60 - 90 (Pos and Neg Pressured)Wind Pressured refer to Spec Tower : 120.00 (Negative Pressured)

Aluminium Deflection : 1 / 175 L or Max 2.0 cm ASTM E 330-02Glass Deflection : 1/90 L ASTM E 330

[ V2 / 16 ]

(kg/m2)

(kg/m2)

kg/m2

kg/m2

Project : South Quater Date: 3/26/2014Subject : Specification Prepared : Yusuf Irawan

MATERIAL SPECIFICATION

Wind Pressure (WP) = 120 Negatif Pressure11002400

Yield Stress Steel ST-37 = 2400weight of glass, 14 (8+6) mm (w) = 35

MaterialStick Mullion 120x50 255.41 27.48 30.00 11.00

Transome 50x40 7.13 13.21 2.10 6.00

7000002100000

Kg/m2Yield Stress for 6063-T5 (allow) = Kg/cm2Yield Stress for 6061-T6 (allow) = Kg/cm2

Kg/cm2

Kg/m2

Ix (cm4) Iy (cm4) Zx (cm3) Zy (cm3)

Modulus Elasticity (Ealuminium) =Modulus Elasticity (ESteel) =



Project : South Quater Date: 4/22/2013Subject : Check Slenderness Mullion Prepared : Yusuf Irawan



Mullion PropertiesPropertiesWidth (b) = 5 cm

Thickness (t) = 0.18 cmy1 = 8.8 cm Distance of the most severely stressed

fiber from the NA of the gross sectiony2 = 7.7 cm Distance of the element under

consideration from the NAfy = 1600.00 Limiting Stress

Trans to Trans (Tt) = 280.0 cmInertia y axis (Iy) = 27.48Inertia x axis (Ix) = 255.41

Area (A) = 7.78Modulus Section (Zx) = 30.00Modulus Section (Zy) = 11.00

2500kg.cm / fy= 2500 kg.cm / 1600= 1.25 Stress parameter

= b / t= 5 / .2= 27.78 width to thickness ratio

1 == 18 x 1.3= 22.50

0 == 22 x 1.3= 27.50

Profile = > 0 Element Classification= 27.8 > 27.5 Slender

Effective thicknessx = /

= 27.8 / 1.25= 22.22

cm4

cm4

cm2

cm3

cm3

=

18 x

22 x

Project : South Quater Date: 4/22/2013Subject : Check Slenderness Mullion Prepared : Yusuf Irawan



= 105 / 22.2^2= 0.99

= .99 x .18= 0.179 cm

2.5 0.60.225

360

PROJECT : NOVOTEL HOTEL DATE : 22-Feb-16

TITLE : Strength Calculation of BY : FINISYA T.4th Floor (5.25 m)



WIND LOAD (ALUMUNIUM FEMALE)

1 q WL (female) = #REF! Kg/cm2 = #REF! Kg/cm3 L = #REF! cm4 L1 = #REF! cm5 L2 = 70.0 cm6 Safety Factor (SF) = 1.4

Joint Reaction

1 RA = = #REF! kg8 . L1

2 RC = = #REF! kg8 . L1 . L2

3 RB = = #REF! kg8. L2

4 control = (RA + RB + RC) - (q.L) = #REF! - #REF!= #REF! OK !

#REF!

A C B A Mmax B

#REF! #REF!

Mmax (x position)

1 Dx = Ra - q .x = 0x position = Ra / q = #REF! cm

2 Mmax == #REF! Kg.cm

Check Of Bending Stress

1 max = Mmax= #REF! < ### #REF!Zx

Stiffner Channel

a Ix = 28.00 b Iy = 2.00 c Zx = 7.00 d Zy = 1.00 e L = 74 mmf b = 23 mmg E = 2.1E+06h t = 3 mm

Check of Deflection

max =

qult WL (female)

q ( 3 . L12 + L1 . L2 - L22)

q . L ( L2 + L1 . L2)

q ( 3. L22 + L1 . L2 - L12)

RA . x - (1/2 q x2)

kg/cm2 kg/cm2

cm4

cm4

cm3

cm3

kg/cm2

q . ( L12 . ( 2L12 + (3L1 x L2) - 3L22))

kg kg

kg

C

x

70 cm

455 cm 525 cm


TITLE : Strength Calculation of BY : FINISYA T.4th Floor (5.25 m)



=384 x ((700000 x 114) + (2100000 x 28))

= #REF! cm < #REF! cm ###

384 x ((Ealum x Ixalum) + (Esteel x Ix steel))

0.89 x (4502 x ((2 x 4502) + (3 x (450 x 75)) - (3 x 752)))


TITLE : Strength Calculation of BY : FINISYA T.Typical Floor



WIND LOAD (ALUMUNIUM HEADFRAME)

1 q WL = #REF! Kg/cm2 = #REF! Kg/cm3 L = #REF! cm4 L1 = #REF! cm6 Safety Factor (SF) = 1.67 deflection (L/175) = #REF! cm8 allowable tension () = #REF!

Mmax

A BMmax

Mmax == 24= #REF! Kg.cm


1 max = Mmax= #REF! #REF!Zy

Check of Deflection

max = = #REF! cm #REF!1920 . Eal. Iy

qult WL

kg/cm2

q . ( 3 . L2 - 4 . L12)

kg/cm2

q . ( 4 . L12 - 5 . L2)2

C

q WL

75 cm150 cm





WIND LOAD (ALUMUNIUM SILL)

1 q WL = #REF! Kg/cm2 = #REF! Kg/cm3 L = #REF! cm4 L1 = #REF! cm6 Safety Factor (SF) = 1.67 deflection (L/175) = #REF! cm8 allowable tension () = #REF!

Mmax

A BMmax

Mmax == 24= #REF! Kg.cm



Check of Deflection


qult WL

kg/cm2

q . ( 3 . L2 - 4 . L12)

kg/cm2

q . ( 4 . L12 - 5 . L2)2

C

q WL

75 cm

150 cm





DEAD LOAD (ALUMUNIUM MALE)

1 q DL (male) = 0.22 Kg/cm2 = 0.26 Kg/cm3 L = #REF! cm4 L1 = #REF! cm5 L2 = 60 cm6 Safety Factor (SF) = 1.2

Joint Reaction

1 RA = = #REF! kg8 . L1

2 RC = = #REF! kg8 . L1 . L2

3 RB = = #REF! kg8. L2


#REF!

A C B A Mmax B

#REF! #REF!

Mmax (x position)




1 max = Mmax= #REF! < ### ###Zx

Check of Deflection

max = #REF! cm < #REF! cm #REF!(384. Eal . Ix)

qult DL (male)

q ( 3 . L12 + L1 . L2 - L22)

q . L ( L2 + L1 . L2)

q ( 3. L22 + L1 . L2 - L12)

RA . x - (1/2 q x2)

kg/cm2 kg/cm2

q . ( L12 . ( 2L12 + (3L1 x L2) - 3L22)) =

kg kg

kg

C

x

60 cm

250 cm310 cm





DEAD LOAD (ALUMUNIUM FEMALE)

1 q DL (female) = 0.16 Kg/cm2 = 0.19 Kg/cm3 L = #REF! cm4 L1 = #REF! cm5 L2 = 60 cm6 Safety Factor (SF) = 1.2

Joint Reaction

1 RA = = #REF! kg8 . L1

2 RC = = #REF! kg8 . L1 . L2

3 RB = = #REF! kg8. L2


#REF!

A C B A Mmax B

#REF! #REF!

Mmax (x position)




1 max = Mmax= #REF! < ### ###Zx

Check of Deflection

max = #REF! cm < #REF! cm #REF!(384. Eal . Ix)

qult DL (female)

q ( 3 . L12 + L1 . L2 - L22)

q . L ( L2 + L1 . L2)

q ( 3. L22 + L1 . L2 - L12)

RA . x - (1/2 q x2)

kg/cm2 kg/cm2

q . ( L12 . ( 2L12 + (3L1 x L2) - 3L22)) =

kg kg

kg

C

x

60 cm

250 cm310 cm





DEAD LOAD (ALUMUNIUM HEADFRAME)

1 q DL = #REF! Kg/cm2 = #REF! cm3 L = #REF! cm4 L1 = #REF! cm6 Safety Factor (SF) = 1.27 deflection (L/175) = #REF! cm8 allowable tension () = #REF!

Mmax

A BMmax

Mmax == 24= #REF! kg.cm



Check of Deflection


qult DL

kg/cm2

q . ( 3 . L2 - 4 . L12)

kg/cm2

q . ( 4 . L12 - 5 . L2)2

q DL

75 cm150 cm





DEAD LOAD (ALUMUNIUM TRANSOM)

1 q DL = #REF! Kg/cm2 = #REF! cm3 p DL = #REF! Kg4 L = #REF! cm5 L1 = #REF! cm6 L/4 = 31.25 cm7 Safety Factor (SF) = 1.28 deflection (L/175) = #REF! cm9 allowable tension () = #REF!

Mmax

A BMmax

Mmax = p DL x L2 4 24= #REF! kg.cm



Check of Deflection

max = +24 x Eal x Iy 1920 x Eal x Iy

= #REF! cm #REF!

qult DL

kg/cm2

+ q x ( 3 . L2 - 4 . L12)

kg/cm2

p DL x L/4 x (3 . L2 - 4 . L/42) q x (4 . L12 - 5 . L2)2

75 cm150 cm

p DL 2

p DL 2

q DL





DEAD LOAD (ALUMUNIUM SILL)

1 p DL = #REF! Kg2 L = #REF! cm3 L1 = #REF! cm4 L/4 = #REF! cm5 deflection (L/175) = #REF! cm6 allowable tension () = #REF!

Mmax

A BMmax

#REF! kg.cm

Mmax = p DL . L/42

= #REF! kg.cm



Check of Deflection

max =24 . Eal . Iy

= #REF! cm #REF!

kg/cm2

kg/cm2

p DL . L/4 . (3 . L2 - 4 . L/42)

p DL 2

p DL 2

37.5 cm 37.5 cm62.25 cm

75 cm150 cm

Project : South Quater Date: 3/26/2014Subject : Strength Calculation of Typical Mullion Prepared : Yusuf Irawan



Strength Calculation of Mullion Typical Effect Wind Load

Dimention PropertiesWind Pressure (Wp) = 120 .012 kg/cm

Modul (m) = 109.2 cmMullion bottom (hb) = 363 cm

Dimention of Mullion = MullionYield Stress (fy) = 1100 6063-T5

Inertia x axis (Ix) = 255.4Modulus Sect (Zx) = 30.00

Material Factor (m) = 1.20

Dynabolt PropertiesType = HLS M8 dia 10mm

Dimention = 1.20 cmShear (Vrec) = 570.00 kgNumber (n) = 2.00 bolt

Calculation

Wind Load (WL) = WP x m x m= .012 x 109.2 x 1.2= 1.6 kg/cm

Joint ReactionJ = 1/2 x WL x hb

= 1/2 x 1.6 x 363= 285.4 kg

Momen max (Mmax) == 1/8 x 1.6 x 363^2= 25900.51 kg.cm

Mullion CapacityMomen Resistance = fy x Zx

(MR) = 1100 x 30= 33000.00 kg.cm

Ratio = Mmax / MR= 25900.5 / 33000= 0.78 < 1 OK!

Defl allow = hb / 175= 363 / 175= 2.07 cm

max Deflection == 5 x 1.6 x 363^2 / 384 x 700000 x 255.4= 1.99 cm

kg/m2

kg/cm2

cm4

cm3

1/8 x WL x hb2

5 x Wl x hb2 / 384 x E x Ix




Ratio = Max defl / defl allow= 1.99 / 2.074= 0.96 < 1 OK!

Dynabolt CapacityShear Capacity (Vc) = n x Vrec

= 2 x 570= 1140 kg

Ratio = J / Vc= 285.41 / 1140= 0.25 < 1 OK!

Project : South Quater Date: 3/26/2014

Subject : Strength Calculation of Typical Transom Prepared : Yusuf Irawan



Wind Load (Alumunium Transome)

Wind Perssure (Wp) = 120.00 .012 kg/cmThickness of glass (tg) = 1.40 cmDensity of Glass (dg) = 0.0025

t = 55 cmb = 44 cm

Transome PropertiesType = 50 x 60

Heigth of Transome (Ht) = 5.00 cmtrans to top transome (Tt) = 225.00 cm

trans to bott transome (Tb) = 80.50 cmLength of Trans (L) = 109.20 cm

deflection (L/125) = 0.62 cmYield Stress (Fy) = 1100.00 6063-T5

exentricity (e) = 1.80 cmZx = 2.10Zy = 6.00Ix = 7.13Iy = 13.21

Material Factor (m) = 1.20

Calculation

Wind Load (WL1) = m x Wp x (L / 2) / 2= 1.2 x .012 x (109.2 / 2) / 2= 0.39 kg/cm

WL 2 = m x Wp x (L + (L - Tb)) x (Tb / 2) x (1 / L)= 1.2 x .012 x (109.2 + (109.2 - 80.5)) x (80.5 / 2) x (1 /109.2)= 0.73 kg/cm

Dead Load (DL) = m x L x Tt x tg x dg / 2= 1.2 x 109.2 x 225 x 1.4 x 0.0025 / 2= 51.60 kg/cm

Internal Force of Transome due DLJoint Reaction (Jy) = DL / 2

= 1/2 x 51.6= 25.80 kg

Max Bending Moment = (DL / 2) x (L / 4)(My) = (51.6 / 2 ) x (109.2 / 4)

= 704.30 kg.cm

kg/m2

kg/cm3

kg/cm2

cm3

cm3

cm4

cm4





Internal Force of Transome due WLJoint Reaction (Jx) = (WL1 + WL2) x L / 2

= (.39 + .73) x 109.2 / 2= 61.43 kg

= (L / 2) / L= (109.2 / 2) / 109.2= 0.50

Max Bending Moment =(Mx) = (.39 x 109.2) / 6 + ((3 - 4x.5) x .73 x 109.2) / (24 x (1 - 0.5))

= 7.26 kg.cm

Check Of Bending StressMomen Capacity y = Zy x fy alloy

= 6 x 1100= 6605.00 kg.cm

Ratio = My / Momen Capacity y= 704.3 / 6605= 0.11 < 1 OK!

Momen Capacity y = Zx x fy alloy= 2.1 x 1100= 2306.76 kg.cm

Ratio = My / Momen Capacity y= 7.26 / 2306.76= 0.003 < 1 OK!

Check of Deflection

Horizontal Deflection due Wind LoadDefl () 1 =

60 x E x Inersia y axis= .39 x 109.2 ^4 / 60 x 700000 x 13.21= 0.10 cm

Defl () 2 =60 x E x Inersia y axis

= .73 x 109.2 ^4 / 60 x 700000 x 13.21= 0.19 cm

Max Horizontal defl = Defl () 1 + Defl () 2= .1 + .19= 0.29 cm

Horizontal Defl allow = L / 300= 109.2 / 300= 0.36 cm

(WL1 x L) / 6 + ((3 - 4) x WL2 x L) / (24 x (1 - ))

WL1 x L4

WL2 x L4





Ratio = Max Horizontal defl / Horizontal Defl allow= .29 / .36= 0.79 < 1 OK!

Vertical Deflection due DLMax Vertical defl =

= 51.6 x (109.2 / 4) / (24 x 700000 x 7.13) x (3 x 109.2^2 - 4 x (109.2 / 4)^2)= .39

Vertical Defl allow = L / 360= 109.2 / 360= 0.30 cm

Ratio = Max Vertical defl / Vertical Defl allow= .39 / .3= 1.29 > 1 NOT OK!

Bracket Properties

Thickness (th) = 0.3 cmtc = 0.5 cm

Width (w) = 1.5 cmExentricity (e) = 1.6 cm

Yield Stress (fy) = 1100

Bolt Properties= 0.60 cm

Number (n) = 2 boltYield Stress (fyb) = 2400

Area of Bolt (Ab) == 0.25 x 3.14 x 0.6^2 x 0.75= 0.21

Shear Capacity (Vc) = 0.6 x Ab x fyb x n / 2= 0.6 x .21 x 2400 x 2 / 2= 305.21 kg

Ratio = Jx + Jy / Vc= 61.43 + 25.8 / 305.21= 0.29 < 1 OK!

Modulus Section (zx) == 1.5 x 0.5^2 / 6= 0.06

Moment Capacity = fy x Zx= 1100 x .06

DL x (L / 4) / (24 x E x Ix) x (3 x L2 - 4 x (L / 4)2)

kg/cm2

Diameter ()

kg/cm2

0.25 x x d2 x

cm2

w x tc2 / 6

cm3





= 68.75 kg.cm





Bending Moment = Jy x e= 25.8 x 1.6= 41.28

Ratio = Bending Moment / Moment Capacity= 41.28 / 68.75= 0.60 < 1 OK!

Project : The Suites Tower Date: 7/3/2013Subject : Strength Calculation of Glass 8mm Prepared : Yusuf Irawan



4 Edge Support, Load Evenly Distributed

Nilai , B/A 1 1.2 1.5 2 3 4 5

0.272 0.362 0.476 0.603 0.711 0.740 0.748 0.047 0.065 0.088 0.116 0.139 0.146 0.148

Data Properties

Wind Pressure = 120 .01 kg/cmGlass Modulus Elastisity (E) = 750000

Thickness of Glass (t) = 0.8 cmShortest Span (A) = 160 cmLongest Span (B) = 190 cm

A / B = 1.2Bending Stress Coef. () = 0.362

Defl Coef () = 0.065Defl Allowable (L/125) = 1.5 cm

Calculation of Bending and Deflection Glass

Wind Load = Wind Pressure= .01= 0.012

Bending StressMax Bending stress ()=

= .362 x .012 x 160^2 / .8^2= 173.76 OK!!

Deflection StressMax Deflection () =

= .065 x .012 x 160^4 x / 750000 x .8^3= 1.33 cm < 1.5cm OK!!

kg/m2 kg/cm2

kg/cm2

x Load x A2 / t2

kg/cm2 > 180 kg/cm2

x Load x A4 / E x t3

Project : The Suites Tower Date: 5/12/2014Subject : Strength Calculation of Stool Prepared : Yusuf Irawan

Thickness (th) = 1.4 mmWidth (w) = 100 mm

Length (L) = 95 mmYiels Stress (fy) = 11

Point Load (P) = 50 kg

Distrubuted Load (q) = P / L= 50 / 95= 0.53 kg/mm

Inextia x == 100 x 1.4^4 / 12= 32.0

odulus Section (Zx) =100 x 1.4^2 / 12

16.3

Moment (M) == .53 x 95^2 / 8= 593.75 kg.mm

Frame Stress = M / Zx= 593.75 / 16.33= 36.4

Ratio = Frame Stress / fy= 36.35 / 11= 3 > 1 NOT OK!

kg/mm2

w x th4 / 12

mm4

w x th2 / 12

mm4

q x L2 / 8

kg/mm2



COVERContentWindSpecSlendernessDiezWL (female)WL (HEADFRAME)WL (sill)DL (male)DL (female)DL (HEADFRAME)DL (TRANSOM)DL (SILL)MullionTransomeGlassSheet1

south quater @ 26-05-2014

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