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1. The document defines load combinations and load cases for structural design and geotechnical design. 2. For structural design (Comb 1), it considers dead, live, roof, and wind loads, with wind loads in two perpendicular directions. It defines 10 primary load cases. 3. For geotechnical design (Comb 2), it also considers pile foundations, with slightly different factors for dead, live, and wind loads. It also defines 10 primary load cases. 4. Concrete cover thickness is defined for columns, beams, and slabs. Load combinations are used to check column loads against pile capacity.

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Lim Wee Beng
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117 views32 pages

Comment To RT

1. The document defines load combinations and load cases for structural design and geotechnical design. 2. For structural design (Comb 1), it considers dead, live, roof, and wind loads, with wind loads in two perpendicular directions. It defines 10 primary load cases. 3. For geotechnical design (Comb 2), it also considers pile foundations, with slightly different factors for dead, live, and wind loads. It also defines 10 primary load cases. 4. Concrete cover thickness is defined for columns, beams, and slabs. Load combinations are used to check column loads against pile capacity.

Uploaded by

Lim Wee Beng
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as XLSX, PDF, TXT or read online on Scribd
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28 Jln Buroh

based on NA A1.1
Gk - dead load
Qk - imposed y0 1 storage condition because arch drwg refer as warehouse concrete cover defineas fo
Rk - roof imposed load y0 0.7 roof
Wk - Wind load y0 0.5 wind
EHL- imperfection consider as 1.35Gk+1.5Qk, that why EHF gf = 1.0

Combination 1, general formula

Comb 1 1.35Gk + 1.5Qk +1.5Rk +1.5*y0*Wk +EHF case 1 as wind load has both direction X, Y. similar apply to EHF
Str. / ultmate 1.35Gk + 1.5Qk +1.5Rk +0.75Wk +EHF

1.35Gk + 1.5*y0*Qk +1.5*y0*Rk +1.5Wk +EHF case 2


1.35Gk + 1.5Qk +1.05Rk +1.5Wk +EHF

Combination 2, geotechnical consideration for pile, footing


Comb 2 1.0Gk + 1.3Qk +1.3Rk +1.3*y0*Wk +EHF case 1 as wind load has both direction X, Y. similar apply to EHF
Geotechnical 1.0Gk + 1.3Qk +1.3Rk +0.65Wk +EHF

1.0Gk + 1.3Qk +1.3Rk +1.3*y0*Wk +EHF case 1


1.0Gk + 1.3Qk +0.91Rk +1.3Wk +EHF

comb 1 condition Structuraal design on element


Primary Load Case nos 1 2 3 3 4 5 6 7 8 9 10

Load Case Wind Wind Wind Wind


direct X direct X direct Y direct Y
Dead LoadLive Load Live Load 0 deg 0 deg 180 deg 180 deg this group of column load
ULS
WL180 WL180
Gk Qk Rk Wk0 +x1 Wk0 -x2 +Y3 -Y4 EHFx EHF-x EHFy EHF-y
Comb load case 100 1.35 1.5 1.5 0 0 0 0 0 0 0 0
Comb load case 111 1.35 1.5 1.5 0.75 1
Comb load case 112 1.35 1.5 1.5 0.75 1
Comb load case 113 1.35 1.5 1.5 0.75 1
Comb load case 114 1.35 1.5 1.5 0.75 1
Comb load case 201 1.35 1.5 1.05 1.5 1
Comb load case 202 1.35 1.5 1.05 1.5 1
Comb load case 203 1.35 1.5 1.05 1.5 1
Comb load case 204 1.35 1.5 1.05 1.5 1

comb 2 condition geotechnical


Primary Load Case nos 1 2 3 3 4 5 6 7 8 9 10

Load Case Wind Wind Wind Wind


direct X direct X direct Y direct Y
Dead LoadLive Load Live Load 0 deg 0 deg 180 deg 180 deg this group of column load
ULS
WL180 WL180
Gk Qk Rk Wk0 +x1 Wk0 -x2 +Y3 -Y4 EHFx EHF-x EHFy EHF-y
Comb load case 100 1 1.3 1.3 0 0 0 0 0 0 0 0
Comb load case 111 1 1.3 1.3 0.65 1
Comb load case 112 1 1.3 1.3 0.65 1
Comb load case 113 1 1.3 1.3 0.65 1
Comb load case 114 1 1.3 1.3 0.65 1
Comb load case 201 1 1 0.91 1.3 1
Comb load case 202 1 1 0.91 1.3 1
Comb load case 203 1 1 0.91 1.3 1
Comb load case 204 1 1 0.91 1.3 1
based on EC2 part Fire resistace
concrete cover defineas follow: column 75mm
Beam 50mm
slab 50mm

ilar apply to EHF

ilar apply to EHF

this group of column load at foundation will compare with pile capcity (comb 2)
this group of column load at foundation will compare with pile capcity (comb 2)

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