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Job No B253 Sheet No 1 Rev
PROPOSED REFURBISHMENT WORKS TO 7 STOREY Member/Location
UNTUK TETUAN PLENITUDE HEIGHTS SDN. BHD. Drg Ref.
Job Title GYM Made By WOON Date ### Chd.
DESIGN CALCULATION FOR PROPOSED REFURBISHMENT WORKS TO 7 STOREY
OF TANJUNG BUNGAH BEACH HOTEL ON LOT 4089, 8090,4091,625,
& 1287 BANDAR TANJUNG BUNGAH, PULAU PINANG.
Truss T2
1.44 kN
0.3 kN/m
9.7 m
Truss self weight= 3.6(4) x 10/1000 x 1.4 = 0.2 kN/mShell = 0.002 x 30 x 1 x 1.4 = 0.1 kN/m
Total Load = 0.1 + 0.2 = 0.3 kN/mLive Load = 0.9 x 1.6 = 1.44 kN
Maximum Moment, M =
=
d = 300 mmForce, P = 9.7/0.3 =23.4 kN
Required Area, A =
… Ok
CS WOON CONSULTANT Calculation Sheet
0.3 x 9.72/8 + 1.44 x 9.7/4 = 7.02 kNm
Section Strength Py 200 N/mm2
23.4 x 10/200= 1.12 cm2
Provide 32 x 32 x 1.6 mm Thk. (Ag = 1.88 cm2)
Job No B253 Sheet No 2 Rev
PROPOSED REFURBISHMENT WORKS TO 7 STOREY Member/Location
UNTUK TETUAN PLENITUDE HEIGHTS SDN. BHD. Drg Ref.
Job Title GYM Made By WOON Date ### Chd.
DESIGN CALCULATION FOR PROPOSED REFURBISHMENT WORKS TO 7 STOREY
OF TANJUNG BUNGAH BEACH HOTEL ON LOT 4089, 8090,4091,625,
& 1287 BANDAR TANJUNG BUNGAH, PULAU PINANG.
Truss T2B
0.4 kN 1.44 kN 0.4 kN0.3 kN/m
7.8 m
2.44 2.44 2.44
Truss self weight= 3.6(4) x 10/1000 x 1.4 = 0.2 kN/mShell = 0.002 x 30 x 1 x 1.4 = 0.1 kN/m
Total Load = 0.1 + 0.2 = 0.3 kN/mLive Load = 0.9 x 1.6 = 1.44 kN
Load from Tie truss = 1.1 x 0.001 x 30 x 1.4 + 0.2 = 0.3 kN/m= 0.3 x 2.4 /2= 0.4 kN
Moment, M == 3.24 + 2.8= 6.04 kNm
By using cut section method:
C
0.3 m
T
C x 0.3 = 6.04C = 20.1 kN
=
Required Area, A =
CS WOON CONSULTANT Calculation Sheet
0.3 x 7.82/8 + 0.4 x 2.4 + 1.44 x 7.8/4
Section Strength Py 200 N/mm2
20.1 x 10/200 = 1.01cm2
…Ok
Job No B253 Sheet No 2 Rev
PROPOSED REFURBISHMENT WORKS TO 7 STOREY Member/Location
UNTUK TETUAN PLENITUDE HEIGHTS SDN. BHD. Drg Ref.
Job Title GYM Made By WOON Date ### Chd.
DESIGN CALCULATION FOR PROPOSED REFURBISHMENT WORKS TO 7 STOREY
OF TANJUNG BUNGAH BEACH HOTEL ON LOT 4089, 8090,4091,625,
& 1287 BANDAR TANJUNG BUNGAH, PULAU PINANG.
Truss T2A
1.44 kN0.3 kN/m
9.6 m
Truss self weight= 3.6(4) x 10/1000 x 1.4 = 0.2 kN/mShell = 0.002 x 30 x 1 x 1.4 = 0.1 kN/m
Total Load = 0.1 + 0.2 = 0.3 kN/mLive Load = 0.9 x 1.6 = 1.44 kN
=
Z = 300 mmForce, P = 9.6/0.3 =23 kN
Required Area, A =
… Ok
Design for Diagonal member:
= 300/589
θ =
300 mmReaction, R = 0.3 x 9.6/2 = 1.44 kN/m
Live load = 0.9 x 1.6 = 1.44 kN/mθ Total load = 2.88 kN/m
589 mm
R
= R
= 2.88/sin 27 = 6.3 kN
=
Provide 32 x 32 x 1.6 mm Thk. (Ag = 1.88 cm2)
CS WOON CONSULTANT Calculation Sheet
Maximum Moment = 0.3 x 9.62/8 + 1.44 x 9.6/4 = 6.9 kNm
Section Strength Py 200 N/mm2
23 x 10/200 = 1.15 cm2
Provide 50 x 50 x 2.3 mm Thk. (Ag = 4.25 cm2)
Tanθ
27o
F1
F1 sin θ
F1
Section Strength Py 200 N/mm2
Required Area, A = 6.3 x 10/200 = 0.32 cm2
Provide 25 x 25 x 1.6 mm Thk. (Ag = 1.43 cm2)
