south quater @ 26-05-2014
DESCRIPTION
analisa struktur south quarterTRANSCRIPT
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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
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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
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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.
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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
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
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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) =
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
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Project : South Quater Date: 4/22/2013Subject : Check Slenderness Mullion Prepared : Yusuf Irawan
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
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
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Project : South Quater Date: 4/22/2013Subject : Check Slenderness Mullion Prepared : Yusuf Irawan
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
= 105 / 22.2^2= 0.99
= .99 x .18= 0.179 cm
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2.5 0.60.225
360
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PROJECT : NOVOTEL HOTEL DATE : 22-Feb-16
TITLE : Strength Calculation of BY : FINISYA T.4th Floor (5.25 m)
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
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
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PROJECT : NOVOTEL HOTEL DATE : 22-Feb-16
TITLE : Strength Calculation of BY : FINISYA T.4th Floor (5.25 m)
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
=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)))
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PROJECT : NOVOTEL HOTEL DATE : 22-Feb-2016
TITLE : Strength Calculation of BY : FINISYA T.Typical Floor
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
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
Check Of Bending Stress
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
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PROJECT : NOVOTEL HOTEL DATE : 22-Feb-2016
TITLE : Strength Calculation of BY : FINISYA T.Typical Floor
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
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 Bending Stress
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 cm
150 cm
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PROJECT : NOVOTEL HOTEL DATE : 22-Feb-16
TITLE : Strength Calculation of BY : FINISYA T.Typical Floor
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
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
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! < ### ###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
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PROJECT : NOVOTEL HOTEL DATE : 22-Feb-16
TITLE : Strength Calculation of BY : FINISYA T.Typical Floor
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
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
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! < ### ###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
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PROJECT : NOVOTEL HOTEL DATE : 22-Feb-2016
TITLE : Strength Calculation of BY : FINISYA T.Typical Floor
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
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 Bending Stress
1 max = Mmax= #REF! #REF!Zy
Check of Deflection
max = = #REF! cm #REF!1920 . Eal. Iy
qult DL
kg/cm2
q . ( 3 . L2 - 4 . L12)
kg/cm2
q . ( 4 . L12 - 5 . L2)2
q DL
75 cm150 cm
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PROJECT : NOVOTEL HOTEL DATE : 22-Feb-2016
TITLE : Strength Calculation of BY : FINISYA T.Typical Floor
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
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 Bending Stress
1 max = Mmax= #REF! #REF!Zy
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
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PROJECT : NOVOTEL HOTEL DATE : 22-Feb-2016
TITLE : Strength Calculation of BY : FINISYA T.Typical Floor
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
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 Bending Stress
1 max = Mmax= #REF! #REF!Zy
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
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Project : South Quater Date: 3/26/2014Subject : Strength Calculation of Typical Mullion Prepared : Yusuf Irawan
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
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
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Project : South Quater Date: 3/26/2014Subject : Strength Calculation of Typical Mullion Prepared : Yusuf Irawan
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
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Project : South Quater Date: 3/26/2014Subject : Strength Calculation of Typical Mullion Prepared : Yusuf Irawan
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
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!
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Project : South Quater Date: 3/26/2014
Subject : Strength Calculation of Typical Transom Prepared : Yusuf Irawan
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
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
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Project : South Quater Date: 3/26/2014
Subject : Strength Calculation of Typical Transom Prepared : Yusuf Irawan
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
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
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Project : South Quater Date: 3/26/2014
Subject : Strength Calculation of Typical Transom Prepared : Yusuf Irawan
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
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
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Project : South Quater Date: 3/26/2014
Subject : Strength Calculation of Typical Transom Prepared : Yusuf Irawan
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
= 68.75 kg.cm
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Project : South Quater Date: 3/26/2014
Subject : Strength Calculation of Typical Transom Prepared : Yusuf Irawan
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
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!
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Project : The Suites Tower Date: 7/3/2013Subject : Strength Calculation of Glass 8mm Prepared : Yusuf Irawan
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
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
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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
PT. TRIMATRA TATAGRAHASPECIALIST & CONSULTANT IN ARCHITECTURAL ALUMINIUM
JL. Raya Gading Indah No. 8 Kav. A12Kelapa Gading - Jakarta UtaraENGINEERING DIVISION
COVERContentWindSpecSlendernessDiezWL (female)WL (HEADFRAME)WL (sill)DL (male)DL (female)DL (HEADFRAME)DL (TRANSOM)DL (SILL)MullionTransomeGlassSheet1