Ribbed slabs are used for long spans with relatively light loads. They are constructed in one of the following ways as described in clause 30 of IS: 456-2000 1. As a series of concrete ribs with t...
Descripción: Reglamento Plan de ordenamiento territorial de Salcajá
calcul d'une potence
laporan POT konveksiFull description
evidenciaDescripción completa
Deskripsi lengkap
Descrição completa
Full description
PCA TIME SAVING DESIGN AIDS - Two-Way Slabs
Descripción: is a pulp 1930s role-playing game set in the fictitious Hollow Earth
Descrição: is a pulp 1930s role-playing game set in the fictitious Hollow Earth
Domitory Design
Design Calculations
Project: Ref
Made by: Date: Checked: Rev: Calculations 1 HOLLOW POT (WAFFLE) CONTINUOUS SLAB, 6 SPANS 10mX8m DESIGN Plan Dimensions 8 m 1 0 . 5 5 m 1.3 < Waffle (Two way) slab
= =
Max. Rib spacing= Lx Number of Ribs= Ly Number of Ribs=
A LOADS ON SLAB/TOP SLAB/TOPPING PING Dead Loads slab dead load= Live loads
=
2.37 kN/m
2
2.37 kN/m
2
5 kN/m
2
slab imposed load= Load Combinations
= 1.0 +1. + 1.0 0 = = 1.4 + 1.6 =
7.37 7.37 kN/m kN/m 11.318 kN/m
2
B Shear Shear Forces Forces Co-eff
BS 8110-1 Table
two adjascent edges discontinuous 3.15 continuous edge discontinuous edge one short edge discontinuous continuous edge discontinuous edge
ULS
Fux (kN/m)
SLS Fuy (kN/ m)
Fsx (kN/m)
Fsy (kN/m)
0.5 0.33
0 .4 0.26
45.28 29.88
36.2 23.6
29.48 19.46
23.59 15.33
0.44
0.36 0.24
39.84 0
32.6 21.7
25.95 0
21.23 14.16
1 OF 4
Domitory Design
Design Calculations
Project:
Made by: Checked: Calculations Max Fu=
Ref
Date: Rev: Output 45.28 kN
C Design Design Mome Moments nts Co-eff
BS 8110-1 Table
two adjascent edges discontinuous 3.14 -ve moments over edge +ve moment at mid span one short edge discontinuous -ve moments over edge +ve moment at mid span
-0.045 0.034
-49.99 -3 - 32.6 36.95 24.6
-0.052 0.039
-0.037 0.028
-37.67 -26.8 28.25 20.3
= = = = = = 0.1 0.157 57∗∗ ∗ ∗ =
D Design Design for Tension Tension Reinforcemen Reinforcementt D1.0 Two Ajdascent Ajdascent Edges Discont Discontinuous inuous D1.1 -v - ve moments over edge Mu=
= =
Muy (kNm)
-0.069 0.051
Ultimate moments of resistance based on concrete: Lever arm: 25 mm 10 mm 10 mm 285 mm 200 mm 63.77 kNm
BS 8110-1 3.4.4.4
Mux (kNm)
>
50 kNm
=
63.77kNm/m
=
0.1231
=
270.75mm
49.99 k Nm
0.1231
0.1231 < No compression reinforcement required
0.156
= 0.5 + 0.25− 0.9 = =
0.837*d
<
0.95*d
270.75 mm
Area of steel reinforcement reinforcement required:
= = 0.95∗ ∗
,. =
2
389 mm
389mm2
Provide: Type
Size T
2
A s (mm )
No. 12
D1.2 +ve moment at mid span
452 mm
4
Mu=
= =
BS 8110-1 3.4.4.4
2
0.091
,. = 452mm2
=
0.091
=
270.75mm
0.156
= 0.5 + 0.25− 0.9 = =
0.886*d 270.75 mm
Area of steel reinforcement reinforcement required:
= ∗ ∗
389 [OK]
36.95 kNm
0.091 < No compression reinforcement required
=
>
2
288 mm
<
0.95*d
,. =
288mm2
2 OF 4
Domitory Design
Design Calculations
Project:
.
Ref
Made by: Checked: Calculations
Date: Rev: Output
Provide: Type
Size
2
A s (mm )
No.
T
12
339 mm
3
D2.0 D2.0 One One Sho Short rt Edge Edge Disc Discon onti tinu nuou ouss D2.1 -v - ve moments over edge
Mu=
= =
BS 8110-1 3.4.4.4
2
>
288 [OK]
37.67 k Nm
0.0928
0.0928 < No compression reinforcement required
=
0.0928
=
270.75mm
0.156
= 0.5 + 0.25− 0.9 = =
0.884*d
<
0.95*d
270.75 mm
Area of steel reinforcement reinforcement required:
= = 0.95∗ ∗
,. = 339mm2
,. =
2
293 mm
293mm2
Provide: Type
Size
2
A s (mm )
No.
T
12
339 mm
3
D2.2 +ve moment at mid span
Mu=
= =
BS 8110-1 3.4.4.4
2
>
293 [OK]
28.25 kNm
0.0696
0.0696 < No compression reinforcement required
=
0.0696
=
270.75mm
0.156
= 0.5 + 0.25− 0.9 = =
0.916*d
<
0.95*d
270.75 mm
Area of steel reinforcement reinforcement required:
