Structural calculations

1. AUDIOTORIUM- Riyadh May-2011
INDEX FOR DESIGN CALCULATIONS
1. LOADING CRITERIA
1a. super imposed loads
1b. Wall loads
1c. Roof Loads
1d. Loads on Staircases, Stairs and Rt walls
1e. Live loads
2. DESIGN OF RIB SLABS
2a. Rib 1
2b. Rib 2
3. ETAB Modeling of Building
3a. Geometric Modeling
3b. Framing diagrams
3c. Concrete Column check
3d. Moments & shear force diagrams
3e. Concrete Members design
3f. Input Output files

2. AUDIOTORIUM- Riyadh May-2011
4. SAP Modeling of Truss
4a. Geometric Modeling
5b. Loadings
5c. Reactions
5d. Deflection diagram
5e. Code check
5f. Input output files

3. Super imposed Loads on floors
Super imposed Loads on floors
Floors
Finishes 0.1 20.00 2 Kn/m2
Partition 1.5 Kn/m2 Minimum
Electro-Mechanical loads 0.5 Kn/m2
Ceilings / Fire Fighting 0.25 Kn/m2
4.25 Kn/m2 3.00 Kn/m2
DL LL
Audi torium Loads
Finishes 0.1 20.00 2 Kn/m2
Electro-Mechanical loads 0.5 Kn/m2
Ceilings / Fire Fighting 0.25 Kn/m2
2.75 Kn/m2 7.50 Kn/m2
DL LL
Roofs
G l 0 1 18 00 1 8 K / 2
Gravel 0.1 18.00 1.8 Kn/m2
Thermal Insulation 0.05 0.40 0.02 Kn/m2
Water proofing 0.01 110.00 1.1 Kn/m2
Sloping Concrete 0.08 22.00 1.76 Kn/m2
Load bearing walls 1.5 Kn/m2
Electro-Mechanical loads 0.5 Kn/m2
Ceilings 0.25 Kn/m2
6.93 Kn/m2 2.00 Kn/m2
DL LL

4. Steel Roofs
Aluminum sim roofing 1 Kn/m2
Electro-Mechanical loads 0.5 Kn/m2
Partitoning 0 Kn/m2
Ceilings 0.25 Kn/m2
1.75 Kn/m2
External wall Loads
Block Wall 0 2 18 00 3 6 Kn/m2
Block Wall 0.2 18.00 3.6 Kn/m2
External wall 0.1 18.00 1.8 Kn/m2
100mm thk
Thermal Insulation 0.05 0.40 0.02 Kn/m2
Sundries 0.03 Kn/m2
Sundries 0.03 Kn/m2
5.45 Kn/m2
Line Load on Edge of Slab 5.45 3.5 19.08 Kn/m
Roof Loads
Wind loads auto generated from Etabs
By considering 90mph wind speed

5. Load on OF STAIR CASE :
Load on OF STAIR CASE :
a
h1
b
span L = 3
riser ht. (cms) 15 Cms. a= 2.00 mtr.
width of tread 30 Cms. b= 2.50 mtr.
waist slab (thickness 20 Cms. h1= 1.80 mtr.
LOADS :
Floor finish = 2 Kn/sq.mtr.
live loads = 5 Kn/sq.mtr.
wt. Waist slab = 5 Kn/sq.mtr.
wt. Of steps = 1.875 Kn/sq.mtr.
Total load (working)= 13.875 Kn/sq.mtr. Reaction
DL 13.31 Kns/m
Service load = 13.875 Kn/sq.mtr. LL 7.50 Kns/m
Load on Ramps/rtwalls
Ramp Width 4.00 max Width
Ramp Thickness 0.30 Mts
Ramp Thickness 0.30 Mts
Floor finish 2.5 Kn/sq.mtr.
live loads 20 Kn/sq.mtr. ( Concrete Trucks )
Wt of Slab 7.5 Kn/sq.mtr.
Reaction on walls Pressure on Rtwall
DL 20.00 Kns/m 0.33 8.91 15.51
LL 40.00 Kns/m 0.33 13.20

6. DESIGN OF ONE WAY HOURDY SLAB
DESIGN OF ONE WAY HOURDY SLAB
R1
Weight of Hourdi Block (Kg 2 Kgs
B2 D1
D2
B1
mts
B1= 0.2 mts D1= 0.01 mts Eff Span= 3.4
B2= 0.2 mts D2= 0.4 mts Overall D= 0.41
c/c of Rib= 0.6
Dead Loads
Weight of topping : 0.25 Kn/m2
Weight of Rib : 3.333333 Kn/m2
Wt of Hourdi block : 0.04 Kn/m2 Total wt of rib slab
Weight of floor finish : 2 Kn/m2 3.62 Kn/m2
Partition walls : 1.5 Kn/m2 Equivalent in Etabs
Liveload : 3 Kn/m2 0.15 mt thk
Factored load on Slab: 14.77267 Kn/m2 11.36359
F t d d l ib 8 8636 K /
Factored u.d.l per rib: 8.8636 Kn/m
Fac. B.M : 12.8079 Kn-m Fck= 28 N/mm2
Mu/bd2 : 0.421036 Fy= 420 N/mm2
eff cover= 20 mm
b= 200 mm
d= 390 mm
Tensile Steel: Comp Steel:
% of Steel required= 0 08 % of Comp Steel required= min
% of Steel required= 0.08 % of Comp. Steel required= min
Ast required = 62.4 mm2 Comp Ast required= 117 mm2
Bars: 2 dia 16 Bars: 2 dia 12
+ 1 dia 0
Ast provided= 401.92 Comp. Ast provided= 226.08 mm2
% of Comp. Steel provided= 0.289846

7. DESIGN OF ONE WAY HOURDY SLAB
DESIGN OF ONE WAY HOURDY SLAB
R1
Weight of Hourdi Block (Kg 2 Kgs
B2 D1
D2
B1
mts
B1= 0.2 mts D1= 0.01 mts Eff Span= 7.75
B2= 0.2 mts D2= 0.4 mts Overall D= 0.41
c/c of Rib= 0.6
Dead Loads
Weight of topping : 0.25 Kn/m2
Weight of Rib : 3.333333 Kn/m2
Wt of Hourdi block : 0.04 Kn/m2 Total wt of rib slab
Weight of floor finish : 2 Kn/m2 3.62 Kn/m2
Partition walls : 1.5 Kn/m2 Equivalent in Etabs
Liveload : 3 Kn/m2 0.15 mt thk
Factored load on Slab: 14.77267 Kn/m2 11.36359
F t d d l ib 8 8636 K /
Factored u.d.l per rib: 8.8636 Kn/m
Fac. B.M : 66.54625 Kn-m Fck= 28 N/mm2
Mu/bd2 : 2.187582 Fy= 420 N/mm2
eff cover= 20 mm
b= 200 mm
d= 390 mm
Tensile Steel: Comp Steel:
% of Steel required= 0 43 % of Comp Steel required= min
% of Steel required= 0.43 % of Comp. Steel required= min
Ast required = 335.4 mm2 Comp Ast required= 117 mm2
Bars: 2 dia 20 Bars: 2 dia 12
+ 1 dia 0
Ast provided= 628 Comp. Ast provided= 226.08 mm2
% of Comp. Steel provided= 0.289846

8. ETABS v9.0.0 - File: audi - May 7,2011 13:34
3-D View - KN-mm Units
k
ETABS

9. ETABS v9.0.0 - File: audi - May 7,2011 13:36
Plan View - STORY1 - Elevation 4000 Section Properties - KN-mm Units
k
ETABS

10. ETABS v9.0.0 - File: audi - May 7,2011 13:37
Plan View - STORY1A - Elevation 6000 Section Properties - KN-mm Units
k
ETABS

11. ETABS v9.0.0 - File: audi - May 7,2011 13:40
3-D View - KN-mm Units
k
ETABS

12. ETABS v9.0.0 - File: audi - May 7,2011 13:38
Plan View - STORY3 - Elevation 12000 Section Properties - KN-mm Units
k
ETABS

13. ETABS v9.5.0 - File: audi - May 7,2011 23:56
3-D View Frame Span Loads (DEAD) - KN-m Units
k
ETABS

15. ETABS v9.5.0 - File: audi - May 7,2011 23:57
Plan View - STORY3 - Elevation 12 Uniform Loads GRAVITY (DEAD) - KN-m Units
k
ETABS

16. ETABS v9.5.0 - File: audi - May 7,2011 23:58
Plan View - STORY3 - Elevation 12 Uniform Loads GRAVITY (LIVE) - KN-m Units
k
ETABS

17. SAP2000
SAP2000 v10.0.1 - File:WARREN-AUDI - X-Z Plane @ Y=0 - Kgf, m, C Units
5/7/11 13:25:15

18. SAP2000
SAP2000 v10.0.1 - File:WARREN-AUDI - Joint Loads (DEAD) (As Defined) - KN, m, C Units
5/7/11 13:26:27

19. SAP2000
SAP2000 v10.0.1 - File:WARREN-AUDI - Joint Loads (LIVE) (As Defined) - KN, m, C Units
5/7/11 13:28:35

20. SAP2000
SAP2000 v10.0.1 - File:WARREN-AUDI - Joint Loads (WIND) (As Defined) - KN, m, C Units
5/7/11 13:29:05

22. SAP2000
SAP2000 v10.0.1 - File:WARREN-AUDI - Joint Reactions (UDSTL2) - KN, m, C Units
5/7/11 13:29:56