Project Title: Addis Hotel Job No: 11.203
Part of Structure: Roof slab – Preliminary design
Originator: EH Checker: Date: 12/04/11 Sheet No: RS-01
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Roof SlabOne Way Spanning – Continuous Slab
LoadingGk = 0.22 x 24 + 0.5 + 0.5 = 6.28kN/m2
Qk = 5.0kN/m2
Bending Moment CheckFrom Analysis Msag = 55.8kN/m2
Mhog = 66.2kN/m2
End Span V = 61kN
Saggingb = 1000mmfcu = 30N/mm2 d = 220-20-6 = 194mmk = 55.8x106/30x1000x1942 = 0.049z = 0.942d = 182.7mm
As,req = 55.8x106/182.7x360/1.15 = 976mm2/mAs, prov → 12ø @150 c/c → 754mm2/m
Reduce Live Load Qk = 3.0kN/m2
Msag = 44.1kN/m2
Mhog = 52.8kN/m2
V = 49.1kN
As, req, sag = 771mm2/m → OK
Hoggingd = 220-20-14/2 = 193mmk = 52.8x106/30x1000x1932 = 0.047z = 0.944d = 182.2mm
As, req = 52.8x106/182.2x0.87x360/1.15 = 925.2mm2/mAs, prov 14ø @ 150c/c → 1026mm2/m → OK
Shear Check vc = 0.79 x 5311/3 x 30/251/3/1.25 = 0.54N/mm2 v = 49.1x103/193x1000 = 0.25N/mm2 → OK in Shear
Qk = 5.0kN/m2
Qk = 5.0kN/m2
Class C4 & C5Dance Hall, Concert,Pub Usage
Class C of BS63992.0 + 1.0 = 3.0kN/m2
Lower Qk 3.0kN/m2
capacity
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Concrete cover to EBCS-02
Originator: EH Checker: Date: 13/06/11 Sheet No: C.C-01
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Concrete Cover to EBCS - 02Concrete CoverTable 7.2
Minimum Cover - Internal environment = 15mm (never less than bar ø) CL 7.1.3 (7) Slab min cover = 20mm
(8) 5mm < Δh < 10mm – Instiu Concrete(9) Cast against blinding, Cover > 40mm
∴ Slabs – 20mm Beams – 25mmColumns – 30mm
(15mm + 5mm)(20ø bar + Δh (5mm)(24ø bar + Δh (5mm)
6 5 4 3 2 1 1’
36.7 Roof
7th
6th
5th
4th
3rd
2nd
1st
Service Floor
Mezzanine
Ground
Basement
3.9
3.0
3.0
3.3
3.45
3.45
3.45
3.45
3.45
4.0
Height
32.7
29.25
25.8
22.35
18.9
15.45
12.15
9.15
6.15
2.25
-2.1
-4.2
33.6
30.3
27.0
23.7
20.4
17.1
13.5
10.5
7.8
4.5
0.00
-6.2
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Full height section
Originator: Checker: Date: Sheet No: SK-01
Calculations Status: Preliminary x Planning Tender Construction
Calculations
Section at G.L G
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Global loads
Originator: EH Checker: Date: 12/04/11 Sheet No: C-03
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Notional Horizontal Loads
1.5% Dead Load of Storey
Upper Floors → Gk = 354 kN per 48m2
L = 68.3m2 Floor Area = 1229.4m2
B = 18.0m2
Gk, floor = 354 x 1229.4/48 = 9066.8kN → 1.5% = 136.0kN
Say WL = 1.5kN/m218x4x1.5 = 108kN
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Loading
Originator: EH Checker: Date: 12/04/11 Sheet No: L-02
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Mezz FloorGk kN/m2
0.25 x 24 = 6.0Ceiling & Services = 0.5Finished = 0.5
7Beam, 0.3 x (0.65 -0.25) x 24 = 2.88kN/m
Qk = 5.0Partitions = 1.0
6.0
Ground FloorGk
0.2 x 24 = 4.8Ceiling & Services = 0.5Finishes = 0.5
5.8
Qk = 5.0Partitions = 1.0
6.0
110
379
240
100
1463
750
150
200
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Loading – Independent Check
Originator: EH Checker: Date: 12/04/11 Sheet No: L-01
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Loading to BS 6399 pt. 1
BedroomsGk kN/m2
0.22 x 24 = 5.28Ceiling & Services = 0.5Finishes = 0.5
6.28
Qk = 2.0Partitions = 1.0
3.0
Terrace (Assumed) Terrace (Actual) Gk kN/m2 Gk
kN/m2
0.22 x 24 = 5.28 20mm terrazzo 0.02 x 20.80.42
Ceiling & Services = 0.5 Screed 80mm ave1.84
Paviours 0.05 x 23 = 1.158.04
Screed to Falls = 2.3Asphalt = 0.2Insulation = 0.07
9.5
Qk (and plant) = 5.0
Ribbed Floors (8x8 panels)Gk
[0.24 x 0.11 x 24 x (8 - 0.3)] + [0.1 x 24 x 8 x 8] +[0.15 x 0.24 x 24 x (8 - 19 x 0.11 - 0.4)] + [0.24 x 0.4 x (8 - 0.7) x 24] + [0.24 x 0.3 x (8 - 0.3) x 24]
= 194.34kN → 194.34/8x8 = 3.04kN/m2
Qk = 7.5kN/m2
Waffle FloorGk
[0.75 x 0.2 x 24 x 2 x 8] + [0.15 x 1.863 x 8 x 24] +[0.2 x 0.45 x 24 x 1.863]
= 115.3kN → 115.3/8x1.863 = 7.74kN/m2
1460
500
600012501000
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Roof beams
Originator: EH Checker: Date: 12/04/11 Sheet No: RB-01
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Summary of ReinforcementProvided mm2/m Required mm2/mSagging 12ø @ 130 → 869 835Hogging 14ø @ 150 → 1026 1019Transverse 10ø @ 170→ 461 286
Assess effect of opes in the roof slabOpe size on Drg ST – 51Span = 6000 - 300 + 194 = 5.894mm1250 x 500 @ 1460 from G.L
Bending Moment CheckMax sagging moment= 26.1 x (1+ 1.25/2) = 42.41 kNm/mb = 1000mmd = 194mmk =42.41x106/30 x 1000 x 1942 = 0.037z = 0.95d = 184.3mmAs, req = 42.41x106/313 x 184.3 = 735.2mm2/mAs, prov to centre span 12ø @ 150c/c → 754mm2/m
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Roof beams
Originator: EH Checker: Date: 12/04/11 Sheet No: RB-01
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Gk = 6.28 kN/m2 ULS = 13.59kN/m2
Qk = 3.0 kN/m2 Use 13.59 x 6 = 81.55kN/m
Bending Moment CheckMsag = wl2/14 = 372.8kNmMhog = wl2/12.5 = 417.5kNmV = 0.6F = 391.44kN
Sagging b = 300mmd = 650 - 8 - 25 - 10 = 607mmfcu = 30N/mm2k = 372.8x106/30x300x6072 = 0.112z = 0.854d = 518.4mmAs, req = 372.8x106/518.4 x 0.87 x 360 = 2296mm2
As, prov = 5 x 20ø = 1570mm2 - not adequate
As a T-BeamMR = 0.45fcubhf(d-hf/2)b = 0.7x 8000/10 + 300 = 860mmhf = 220mmMR = 1269.4kNm → NA in flange k = 372.8x106/30x560x6072 = 0.039z = 0.95d = 576.65mmAs,req = 372.8x106/576.65x.087x360 = 2064.2mm2
Internal span as end span shorter
Further Detailed Analysis Required
Consider as 2-Way SpanningSlab Supported by beams
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Roof beams
Originator: EH Checker: Date: 12/04/11 Sheet No: RB-01
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Hogging d = 650 - 25 - 10 -24/2 = 603mmb = 300mmk = 417.5x106/30x300x6032 = 0.128z = 0.828d = 499.28mm As, req = 417.5x106/499.28x0.87x360 = 2670mm2
As,prov = 7 x 24ø → 3166mm2
As Total Beam,Provided Required1570 + 3166 = 4736mm2 4966mm2
Shear Check100As/bd = 100x3166/300x603 = 1.75 → vc = 0.76N/mm2
10ø Shear Links, Asv = 157mm2
Sv = 157x0.87x360/300x(2.16-0.76) = 116.9mm
10ø @ 70 c/c provided OK
Use more detailed analysis on RAM
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Roof beams – loaded by 2-way slab
Originator: EH Checker: Date: 09/06/11 Sheet No: RB-03
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Gk = 7.12kN/m2 n = 14.768kN/m2
Qk = 3.0kN/m2
Self Weight = 0.3x0.65x24 = 468kN/m UDL→ Gk = 7.12 x (6-0.3) + 4.68 = 45.26kN/m
Qk = 3x6 = 18.0kN/m n = 1.4 x 17.12 + 1.6 x 3 = 14.77kN/m2
Consider Slab Loads on Beam as 2-Way Spanning BS 8110 – Table 3.15
Consider Beam GL 3Load from Slab 4B – D3 → Lx = 6m Ly/Lx = 3.33
Ly = 20m
3 Edges Discontinuous – One Long edge → βsx = 0.63 – Continuous Edge
Vsx = 0.63x14.77x6 = 55.83kN/m over 0.75 span
Slab Panel B3 to I2→ Lx = 6m Ly/Lx = 10
Ly = 60m
2 Short Edges Discontinuous → βsx = 0.54
Vsx = 0.54x14.77x6 = 47.85kN/m
∴ Total UDL on Beam = 55.83 + 47.85 = 103.68kN/m
See Attached SpreadsheetLocation As, req As, prov
MomentGrid C 3558mm2 3166mm2
542kNmB to C 3704mm2 1570mm2
829kNm
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Roof beams – Grid 3 – RAM Analysis
Originator: EH Checker: Date: 14/06/11 Sheet No: RB-07
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
AnalysisSee following RAM output for analysis results (vertical loads)
ResultsBeam GL 3Msag = 177kNmMhog = 119kNmV = 153kN
Bending Moment Checkb = 300mmd = 650-25-10-24/2 = 603mmfcu = 30N/mm2
k = 177x106/30x300x6032 = 0.054z = 0.936d = 564.41mmAs, req = 177x106/0.87x360x564.41 = 1001.92mm2 As, prov 5 x 20ø → 1571mm2
Mhog = 119kNmAs, prov 7 x 24ø → 3166mm2 > 1001mm2 (M = 177kNm) → Hogging Reinforcement
Adequate
Shear CheckV = 153kN v = 153x103/300x603 = 0.847N/mm2 < 0.8√fcu = 4.38N/mm2
100As/bd = 100x628/300x603 = 0.347 vc = 0.79x0.3471/3x(30/25)1/3/1.25 = 0.472N/mm2
v < vc + 0.4 → Provide min links Asv = 100.5mm – 2 legs of 8ø
Sv = 100.5x(300/1.15)/300x0.4 = 218.6mmSv, max = 0.75x603 = 452mm
Shear Links Provided 8ø @ 150c/c → Adequate
Deflectionl/d = 800/603 = 13.26 < 26 → OK
Project Title: Addis Hotel Job No: 11.203
Part of Structure: 220 dp typical floor slab
Originator: EH Checker: Date: 08/06/11 Sheet No: SB-10
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Reinforcement Areas Provided RequiredSagging Steel = 12ø @ 130c/c
= 869mm2/m 773mm2/mHogging Steel = 14ø @ 150c/c
=1026mm2/m 935mm2/mTransverse Steel = 10ø @170c/c
= 461.7mm2/m 286mm2/m
Asses Effect of Centre Span Opes - 1250mm wide
Bending Moment CheckMsag = 25.4kN/mb = 1000-1250/2 = 375mmk = 25.4x106/30x375x1942 = 0.060z = 0.928d = 180.0mm
As, req = 25.4x106/180x0.87x360 = 450.5mm2
As, prov 12ø @ 150c/c → 754mm2/m
∴ Opes Adequately Provided for by adjacent strips in terms of strength
Full slab 1000 wide width resisting shear
∴ Shear ok, see previous TEDDS sheets
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Mezzanine slab
Originator: EH Checker: Date: 12/04/11 Sheet No: MS-01
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Waffle → Rib Slabs In Effect
Gk = 7.74 + 1.0 = 8.74kN/m2 x 1.4 => UDL = 21.84kN/m2
Qk = 5.0 + 1.0 = 6.0kN/m2 x 1.6
Ribs @ 1.7m c/c
Moment = wl2/8 = 21.84x1.7x122/8 = 668.3kNmShear = 21.84x1.7x0.5x8 = 148.5kN
Bending Moment Checkb = 200+1500 = 1700mmd= 900-25-8-24-12 = 831mmk = 668.3x106/30x1700x8312 = 0.019z = 0.95d = 789.45mm
As,req = 668.3x106/789.45x0.87x360 = 2703mm2
As, prov 6 x 24ø → 2714mm2
Shear CheckV = 148.5x103/200x831 = 0.894N/mm2
100As/bd = 100x2714/200x831 = 1.63vc = 0.74N/mm2
→ Min Links
Asv = 0.4x200x110/0.87x360 = 28.01mm2
→ Links OK
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Load Take Down
Originator: EH Checker: Date: 12/04/11 Sheet No: LTD-01
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Column 2/G
Roof Gk Qk
6.28x8x6 + 3.1x8 + 3.3x0.62x24 354Terrace (48-1.75x8) x (9.5-6.28) 110Imposed 5 x 48 2407 th Floor
6.28x8x6 + 3.1x8 + 3.3x0.62x24 3543x48 144
6 th Floor As Above 354As Above 144
5 th Floor As Above 354As Above 144
4 th Floor As Above 354As Above 144
3 rd Floor As Above 354As Above 144
2 nd Floor As Above 354As Above 144
1 st Floor As Above 354As Above 144
Service(3.02+1)x48 + 2.7x0.852x(π/4)x24 23030x48 144
Mezz7x48 + 8x2x2.88
+3.3x0.852x(π/4)x24 4276x48 288
Ground 5.3x48 + 16x2.88
+4.5x0.852x(π/4)x24 3866x48 288
BasementCol. 0.85x0.85x4.2x24 73Beams 2x0.5x16x24 384? 1.1x48x19 1003100 dp. Slab 0.1x48x24 115 1575 Qk 48 x 5 240
500 dp. Slab 0.5x(48-16x0.5)x24 480
Cumulative Gk Qk
3985 1680
6040 2208
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Column design
Originator: EH Checker: Date: 12/04/11 Sheet No: CD-01
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Column – BasementSymmetrical Loads, Short & Braced → N = 0.35fcuAc + 0.7Ascfy
10,576x103 = 0.35x35x8502 + 0.7xAscx360Asc = 7874mm2
Asc, prov = 16 x 24ø → 7238mm2
However rebar drgs say 800x800 Col.Asc, req = 12,486mm2
Links24/4 = 6 Links Provided = 8ø @ 200c/c12ø = 288 → Adequate
Fy = 360/1.15 =313.04N/mm2
Accepted as our loads higher than those used in MGM design
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Foundation design
Originator: EH Checker: Date: 12/04/11 Sheet No: FD-01
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Gk = 6040kN ULS =1.4x6040 + 1.6x2208 = 10,576kNQk = 2208kN
Punching at Column→ Disperse Load @ 2 on 1 Down Beams
Perimeter = 0.85x4 + 4x(1+1+0.5) = 13.4m
d = 500-50-16-10 = 424mmvcol = 10576x103/850x4x424 = 7.33N/mm2
→ Not permitted→ Col + Dispersal through Beams
v = 10576x103/13400x424 = 1.86N/mm2
→ OK
At top of 500 dp. Slab
Perimeter = 0.85x4 +4x(0.75x2+0.5) = 11.4m
v = 10576x103/11400x424 = 2.19N/mm2
→ OK
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Foundation design
Originator: EH Checker: Date: 12/04/11 Sheet No: FD-02
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Shade off pressure
Effective Pad Under Column(6040+2208/400)1/2 = 4.54m2
Say 4.5x4.5x0.5 dp. ‘Pad’ → Ap = 20.25m2
Area Panel = AB = 48m2
Total Load = 10,576kN ULS
p/2 = 10576/20.45+48 = 154.9kN/m2
∴ Moment on Beam B1 = wL2/24 +WL/16
154.9x4.5x1.52/24 + 154.9x1.5x0.5x1.5/16 = 76.24kNm
→ acceptable on 2000 dp. Beam
AB
p/2
p/2
Ap
B
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Horizontal loads perpendicular to J
Originator: EH Checker: Date: 14/04/11 Sheet No: HR-01
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Wall 1 L = 2.7m ; b = 0.2m ; I = 0.328m4
Wall 2, 3, 4, 5 & 6 L = 2.7m ; b=0.2m ; I = 0.328m4
Columns Grids 1 & 4Assume equal storey heights & 550x550 average dimensions
I = 0.55x0.553/12 x 9 = 0.0686m4
Grids 2 & 3 Say 600x600 average column size
I = 0.6x0.63/12 x 9 = 0.097m4
Find Centre of Twist x
REF I x Ix y Iy Iy2
W1 0.328 1.05 0.344 -2.61 -0.856 2.234W2 0.328 1.05 0.344 -0.01 -0.003 0.00W3 0.328 1.05 0.344 2.59 0.850 2.20W4 0.328 33.25 10.91 -5.36 -1.758 9.42W5 0.328 33.25 10.91 -2.76 -0.905 2.50W6 0.328 34.75 11.40 3.24 1.060 3.44W7 0.328 34.75 11.40 5.84 1.920 11.19C1 0.274 0 0 15.09 4.130 62.39C2 0.274 0 0 9.09 2.490 22.64C3 0.274 0 0 3.09 0.847 2.616C4 0.274 0 0 -2.91 -0.80 2.32
Total 2.57 45.65 120.95
x = Iy Total / I Total = 45.65/2.57 = 17.76m
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Horizontal loads perpendicular to J
Originator: EH Checker: Date: 14/04/11 Sheet No: HR-01
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Sketches of walls / columns
Originator: EH Checker: Date: 14/04/11 Sheet No: HR-02
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Lift E’/3
Lift J/4
Lift 3/J’Assumed Dimensions
Shear Wall GL A Shear Wall GL J’’
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Sketches of walls / columns
Originator: EH Checker: Date: 14/04/11 Sheet No: HR-03
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
W8L = 6.350m ; b = 0.25m ; I = 5.33m4
W9L = 5.8m ; b = 0.2m : I = 3.25m4
W10L = 5.8m less doors, 1.1m W x 2.3m H I = 3.25 – 2(0.2x1.13/12 + 0.2x1.1x1.42) = 2.34m4
W11I = 0.2x32/12 – 0.2x1.13/12 = 0.43m4
W12I = 0.45m4
W13L = 4.35m ; b = 0.250m ; I = 1.71m4
W14 I = 0.43m4
W14I = 0.45m4
REF I y Iy y Iy Iy2
W8 5.33 9.175 48.9 -0.085 -0.45 0.04W9 3.25 8.9 28.93 0.19 0.62 0.12
W10 2.34 8.9 20.83 0.19 0.44 0.08W11 0.43 13.5 5.81 -4.41 -1.90 8.36W12 0.45 13.5 6.08 -4.41 -1.98 8.75W13 1.71 9.5 16.25 -0.41 -7.54 0.29W14 0.43 4.5 1.94 4.59 1.97 9.06W15 0.45 4.5 2.03 4.59 2.07 9.48
Total 14.39 130.77 36.18
y= Iy Total / I Total = 130.77/14.39 = 9.09m
Parallel to Walls
Perpendicular to WallsParallel to Walls
Perpendicular to Walls
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Sketches of walls / columns
Originator: EH Checker: Date: 14/04/11 Sheet No: HR-04
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Eccentricity
Width = 18my = 9.09m North of Grid Line 2Eccentricity = (9.09+6) – 18/2 = 6.09m
Consider effect of perpendicular walls to horizontal loads
Shear on a wall = FH x {EIwall/∑EIwall + MeccxEIwall/∑EIy2+∑EIy2}
y = distance from centre line wall to centre of twist along y axisx = distance from centre line wall to centre of twist along x axis
Moment on wallsMwall = Mexternal x {EIwall/∑EIwall + MeccxEIwall/∑EIy2+∑EIy2}
∴ Horizontal Load Distribution
W1 = 0.328/2.57 – 6.09x0.856/120.95+36.18 = 0.094
W2 = 0.328/2.57 – 6.09x0.003/157.13 = 0.128
W3 = 0.328/2.57 + 6.09x0.85/157.13 = 0.161
W4 = 0.328/2.57 – 6.09x1.758/157.13 = 0.059
W5 = 0.328/2.57 – 6.09x0.905/157.13 = 0.093
W6 = 0.328/2.57 + 6.09x1.06/157.13 = 0.169
W7 = 0.328/2.57 + 6.09x1.92/157.13 = 0.202
C1 = 0.274/2.57 + 6.09x4.13/157.13 = 0.267
C2 = 0.274/2.57 + 6.09x2.49/157.13 = 0.203
C3 = 0.274/2.57 + 6.09x0.847/157.13 = 0.033
C4 = 0.274/2.57 – 6.09x0.80/157.13 = 0.076
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Shear wall – wall W7
Originator: EH Checker: Date: 14/04/11 Sheet No: SW-01
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Check Wall W7
FH = 20.2%
Moment at Ground Level
M = 68x40.9 + 136x(39.6+33.45+30+26.55+23.1+19.65+16.2) + 136x(12.9+8.7+4.2)
M = 31565.6kNm
Moment in Wall at Ground= 31565.6 x 0.202 = 6376.25kNm
Axial LoadSelf Weight = 0.75 + 2.7/2 x 0.2 x 24 x 36.7 = 370kN
In Basement? 0.25x24x2.7x3 = 48.6kNSlab 0.5x3.6x1.8x24 = 77.76kNBeams 1.5x3.6x2x0.5x24 = 129.6kN? 3.6x1.8x19x1.1 = 135.43kNHardcore 3.6x1.8x0.3x20 = 38.8kNScreed 0.1x24x3.6x1.8 = 15.5kNReturn Wall 3.6x2.3x0.25x24 = 49.68kNGround Slab N/A
495.4kN
Total 865.25kN
* Indicates larger floors Gk
But more resisting elements
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Shear wall and column check
Originator: EH Checker: Date: 14/04/11 Sheet No: SW-02
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Rebar in Wall d = 2700-20-10-20/2 = 2660mmb = 200+0.7x3450/10 = 441.5mmfcu = 35N/mm2
k = 63576.25x106/441.5x35x26602 = 0.0583z = 0.93d = 2473.8mm
As, req = 6376.25x106/0.87x360x2473.8 = 8229.6mm2 Legs 370x103/0.87x360 = 1181mm2
As, net = 8229.6 – 1181 = 7048.2 mm2
As, prov = 16 x 20ø = 5026.5mm2
Column MomentsSay equal storey heights & stiffness on cross section
C1 grid takes 26.7%
Total load 136x10 + 68 = 1428kN
Load on grid C1 = 0.267x1428 = 381.3kNForce per column = 381.3x8/8x8 = 47.66kNMoment Edge Col = 47.66/2 x 4.2/2 = 50.04kNmMoment Int Col = 47.66x2/2 x 4.2/2 = 100.08kNm
Conservative hand calculation, computer model would yield more accurate results
Project Title: Addis Hotel Job No: 11.203
Part of Structure: Column design
Originator: EH Checker: Date: 14/04/11 Sheet No: SW-03
Calculations Status: Preliminary x Planning Tender Construction
Calculations Output
Axial Load on ColumnMasonry Panel 3.45x8x0.215x21x0.85 = 105.92kN
Floor Reduction 354/2 = 177kN% Reduction 354-(177+105.92)/354 = 20%
Say 80% of Col G2 Loads→ Gk = 3985x0.8 = 3188kN
Qk = 1680x0.8 = 1344kNN ULS = 1.2x3188 + 1.2x1344x0.6 = 4793kN
600x600 Col at Gndd = 600-30-8-24/2 = 550 d/h = 0.92N/bhfcu = 4793x103/6002x35 = 0.38 ; M/bh2fcu = 1.2x100x106/600x6002x35 = 0.0159
From Design ChartsP = 0%→ Use axial load formulaN = 0.4fcuAc + 0.8Ascfy
4793x103 = 0.4x35x6002 + 0.8x360xAsc
Asc = 807mm2 => min steel Asc, prov =16 x 24ø → 7238mm2 → Column Rebar OK