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used for design of raft foundation
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PROPOSED RRI BUILDING AT VPT
STRUCTURAL DESIGN OF RCC RAFT FOUNDATION
Calculation of CG of loads in both principal directions
29 734.0037 406.0034 476.0035 536.00
TOTAL 2152.00
Description of step P*X
Sum of Col loads of Column line A1 476 0 0.00Sum of Col loads of Column line A2 536 2.14 1147.04Sum of Col loads of Column line A3 1140 2.98 3397.20
Total 2152 4544.24 x = ΣP*A/ΣPˉ 2.11
p*Y
Sum of Col loads of Column line B1 734 0 0.00Sum of Col loads of Column line B2 1012 1.3 1315.60Sum of Col loads of Column line B3 406 3.1 1258.60
Total 2152 2574.20y = ΣP*A/ΣPˉ 1.20
Safe bearing capacity of soil 200AREA of Slab required ( considering 15% more for self Wt) 16.50 sqm
Length of slab provided along 'a' direction 6.33Length of slab available between a1 and a3 ref li 2.98Distance of CG of loads from left ref line(A1) = 2.112 m
Distance of CG of loads from rigth ref line(A5) = 0.868 m
Providing 0.75m offset onl sidef of line A1Half the Length of slab provided =2.12+0.75 2.862 m
Off set required on right side of a3 1.993 6.54Total length of slab required along 'a' direction 5.72 m
Length of slab available between 1 and 3ref lines alonbg 'y' directi 3.3Distance of CG of loads from ref line(b1) = 1.196 m
Distance of CG of loads from ref line(b3) = 2.104 m
Providing 0.75m offset from line b3Half the Length of slab provided =2.10+0.75 2.854 m
Off set required on left side of ref.line b1 1.658 5.43Total length of slab required along 'b' direction 5.71 m
#REF!
Column Number
DESIGN LOAD INCLUDING
IMPACT FACTOR (kN)
Column LoadP (kN)
X' from Ref line
(m)
Column LoadP (kN)
Y' from Ref line
(m)
kN/m2
2030 600
600cg lin
eof
load
s
9002
8939
15377
1890 4800 3887 4800
4439
C1 C2 C3 C4 C5
C6 C7 C8 C9 C10
C11 C12 C13 C14
4500
CENTER LINE DRAWING
C15
A1
A
B1B
6974
10577
8939
A2A3 A4 A5
B2
B3
1013
9
8403
9002
17407
716
600
Length of slabh provided 'L' L 6.00Area of slab available = 18 * 10.14 #REF! sqm
Total column loads P 2152Uniform Intensity of upward soil pressure p' #REF! kN/sqm
Contd on page 2
Description of step Parameter Value UnitShort span of larger panel Lx 4.5 m
Long span of larger panel Ly 4.8 m
Cantilever projection at left edge lc 2.023BM for equivalent beam f = p*lx^2/12 #REF! kNm
Factored BM #REF! kNm
Cantilever BM at left edge = p*lc^2/2 #REF! kNm
Factored BM #REF! kNm
Max Factored BM Mu #REF!
kNm
Design coefficients
fck ( For M30 Grade of Concrete) 30fy ( For Fe415 Grade of Steel) 415Clear cover for bottom of concrete 50 mm
Considering im length of slab, b = 1000 mm
#REF! mm
Over all depth provided D 600 mm
Actua effective depth available d 545 mm
Dia of main reinforcement bar proposed 10 mm
Area of steel required Ast #REF!Min. steel required @ 0.12% of GCA 720
Area of Steel to be provided #REF!
Area of 10 mm bar 78.54Spacing of 10 mm bars #REF! mm c/c
Max spacing 180 mm c/c
Spacing to be provided #REF! mm c/c 100.00 mm c/c
Area of steel provided Ast 785.40p% steel provided
pt 0.13Check for Punching Shear
Max Column Load 680 kN
Factored Load 1020 kN
Check for two way ShearWidth of column 300 mm
Breadth of Column 230 mm272.5 mm
Width of Critical Section 845 mm
0.845 mm
Breadth of critical section 775 mm
Since the area of slab provided over the full building dimensions, is quite larger than required
from SBC creterion, the slab can be designed as an equivalent beam for a uniform BM of ( wl2/12 ), in both directions and at top & bottom layers.
Design of slab page 2
N/mm2
Mu = Qbd^2 = 0.138*fckbd2
Effective depth required = d = sqrt(Mu/(0.138*fck*b))
mm2
mm2
mm2
mm2
How ever provide 10 mm bar @.. Bothways at top & bottom matsOR 12mm
# @ 150 mm c/c may be
provided
mm2
critical section is at d/2 from the face of the column
Breadth of critical section0.775
Net Punching Load 'Vu' #REF! kN
Depth of critical section = dc 545 mm
Perimeter of critical section 1551.69mm
PROPOSED RRI BUILDING AT VPT
STRUCTURAL DESIGN OF RCC RAFT FOUNDATION
Calculation of CG of loads in both principal directions
15 102016 98631 119532 122422 17523 17527 17528 175
TOTAL 5125
Description of step P*X
Sum of Col loads of Column line A1 2215 0 0Sum of Col loads of Column line A2 350 1.3 455Sum of Col loads of Column line A3 350 3.1 1085Sum of Col loads of Column line A4 1224 3.47 4247.28Sum of Col loads of Column line A5 986 4.2 4141.2
Total 5125 9928.48 x = ΣP*A/ΣPˉ 1.937
p*Y
Sum of Col loads of Column line B1 2006 0 0Sum of Col loads of Column line B2 350 1.3 455Sum of Col loads of Column line B3 350 3.1 1085Sum of Col loads of Column line B4 2419 4.4 10643.6
Total 5125 12183.6y = ΣP*A/ΣPˉ 2.38
Safe bearing capacity of soil 200AREA of Slab required ( considering 15% more for self Wt) 39.29 sqm
Length of slab provided along 'y' direction 6.33Length of slab available between left and right ref lines 4.2Distance of CG of loads from left ref line(A1) = 1.937 m
Distance of CG of loads from rigth ref line(A5) = 2.263 m
Providing 0.90m offset on right side of line A5Half the Length of slab provided =2.263+0.9 3.163 m
Off set required on left side of slab 1.225Total length of slab required along 'a' direction 6.33 m
Length of slab available between 1 and 4 ref lines alonbg 'y' direct 4.58Distance of CG of loads from ref line(b1) = 2.377 m
Distance of CG of loads from rigth ref line(b4) = 2.203 m
Providing 0.90m offset from line b1Half the Length of slab provided =2.38+0.9 3.277 m
Off set required on left side of slab 0.900Total length of slab required along 'b' direction 6.55 m
Column Number
DESIGN LOAD INCLUDING
IMPACT FACTOR (kN)
Column LoadP (kN)
X' from Ref line
(m)
Column LoadP (kN)
Y' from Ref line
(m)
kN/m2
2030 600
600cg lin
eof
load
s
9002
8939
15377
1890 4800 3887 4800
4439
C1 C2 C3 C4 C5
C6 C7 C8 C9 C10
C11 C12 C13 C14
4500
CENTER LINE DRAWING
C15
A1
A
B1B
6974
10577
8939
A2A3 A4 A5
B2
B3
1013
9
8403
9002
17407
716
600
#REF!
Length of slabh provided 'L' L 6.00Area of slab available = 18 * 10.14 #REF! sqm
Total column loads P 5125Uniform Intensity of upward soil pressure p' #REF! kN/sqm
Contd on page 2
Description of step Parameter Value UnitShort span of larger panel Lx 4.5 m
Long span of larger panel Ly 4.8 m
Cantilever projection at left edge lc 2.023BM for equivalent beam f = p*lx^2/12 #REF! kNm
Factored BM #REF! kNm
Cantilever BM at left edge = p*lc^2/2 #REF! kNm
Factored BM #REF! kNm
Max Factored BM Mu #REF!
kNm
Design coefficients
fck ( For M30 Grade of Concrete) 30fy ( For Fe415 Grade of Steel) 415Clear cover for bottom of concrete 50 mm
Considering im length of slab, b = 1000 mm
#REF! mm
Over all depth provided D 600 mm
Actua effective depth available d 545 mm
Dia of main reinforcement bar proposed 10 mm
Area of steel required Ast #REF!Min. steel required @ 0.12% of GCA 720
Area of Steel to be provided #REF!
Area of 10 mm bar 78.54Spacing of 10 mm bars #REF! mm c/c
Max spacing 180 mm c/c
Spacing to be provided #REF! mm c/c 100.00 mm c/c
Area of steel provided Ast 785.40p% steel provided
pt 0.13Check for Punching Shear
Max Column Load 680 kN
Factored Load 1020 kN
Check for two way ShearWidth of column 300 mm
Breadth of Column 230 mm272.5 mm
Width of Critical Section 845 mm
0.845 mm
Breadth of critical section 775 mm
Since the area of slab provided over the full building dimensions, is quite larger than required
from SBC creterion, the slab can be designed as an equivalent beam for a uniform BM of ( wl2/12 ), in both directions and at top & bottom layers.
Design of slab page 2
N/mm2
Mu = Qbd^2 = 0.138*fckbd2
Effective depth required = d = sqrt(Mu/(0.138*fck*b))
mm2
mm2
mm2
mm2
How ever provide 10 mm bar @.. Bothways at top & bottom matsOR 12mm
# @ 150 mm c/c may be
provided
mm2
critical section is at d/2 from the face of the column
Breadth of critical section0.775
Net Punching Load 'Vu' #REF! kN
Depth of critical section = dc 545 mm
Perimeter of critical section 1551.69mm
APARTMENT FOR SONA SUJAN AT BERHAMPURM20 SBC 200
JOINT COLUMNS LOADS STEEL COL SIZE
2 42 817 2981 230 x 450 2-25 + 6-20# 904 7.31 7'6" X 7'6"5 39 842 2815 230 x 450
45 19 904 2662 230 x 450
23 30 785 2484 230 x 450 8-20# 845 7.07 7'6" X 7'6"53 13 845 2236 230 x 450
55 1 747 2185 230 x 450 4-20+4-16# 786 6.82 7' X 7'43 17 786 1908 230 x 45027 24 749 1822 230 x 45044 18 773 1822 230 x 450
48 8 656 1220 230 x 450 8-16# 656 6.23 6' 6" X 6'6"4 38 558 1008 230 x 4506 40 605 1097 230 x 4501 41 593 1490 230 x 4503 43 577 1445 230 x 450
70 7 569 1078 230 x 450 4-16+4-12# 611 6.01 6' X 6'54 14 570 766 230 x 45047 21 611 887 230 x 450
52 12 1209 3591 230 x 600 8-20+2-25# 1209 8.45 8'6" X 8'6"50 10 1196 3488 230 x 600
22 33 1048 2760 230 x 600 8-20+2-16# 1072 7.96 8' X 8'29 26 1072 2760 230 x 60046 20 1060 2652 230 x 600
56 2 1332 2650 230 x 600 4-25+6-20# 1332 8.87 9' X 9'63 5 1266 4035 230 x 60059 3 1267 4021 230 x 60061 4 1290 2429 230 x 600
8 36 1254 3968 230 x 600
65 6 1094 2981 230 x 600 8-20+2-16# 1094 8.04 8' X 8'49 9 1008 2208 230 x 60028 25 954 2559 230 x 60051 11 981 2098 230 x 600
combined footing CF1
COL STEEL PROVIDED
Design Load
Footing area
requiredFooting size
provided
25 27 175 235 230 x 300 8-12# 175 3.2226 28 175 235 230 x 30032 22 175 235 230 x 30034 23 175 235 230 x 300
36 15 1020 2318 230 x 600 6-20+4-16# 1020 7.7738 16 986 2208 230 x 600
20 31 1195 3455 230 x 600 4-25+6-20# 1224 8.5121 32 1224 4000 230 x 600
combined footing CF2
9 34 476 639 230 x 450 8-16# 536 5.6319 35 536 721 230 x 450
847 29 734 658 230 x 450 4-16+4-12# 734 6.597 37 406 575 230 x 450
COMBINED FOOTING
COMBINED FOOTING
COMBINED FOOTING
COMBINED FOOTING
COMBINED FOOTING
D1 = D2 Mat Steel
13" 12# @ 5" c/c
13" 12# @ 5" c/c
12" 12# @ 5" c/c
11" 12# @ 6" c/c
10" 10# @ 4" c/c
14" 12# @ 5" c/c
13" 12# @ 5" c/c
15" 12# @ 4" c/c
13" 12# @ 5" c/c
8" 10# @ 5" c/c
8" 10# @ 5" c/c
8" 10# @ 5" c/c
8" 10# @ 5" c/c
8" 10# @ 5" c/c
PROPOSED RRI BUILDING AT VPT
59 1 67 84 230 x 230 272 4-12#
35 6 122 153 230 x 230 685 4-16#
85 15 82 103 230 x 230 611
9 2 280 350 230 x 300 1179 4-16+4-12#
10 3 365 456 230 x 300 327
11 4 311 389 230 x 300 1016
12 5 107 134 230 x 300 1017
1 11 279 349 230 x 300 12062 12 355 444 230 x 300 580
3 13 304 380 230 x 300 968
4 14 109 136 230 x 300 1034
5 7 458 573 230 x 300 637 8-12#
8 10 203 254 230 x 300 776
6 8 544 680 230 x 300 543
7 9 500 625 230 x 300 448
Total 40865110
Calculation for depth of Foundation
1 Max Column Load 680 kN2 Soil Angle of Repose (φ) 30 Degrees
0.52 radians
3 Bulk Density (w) 17
4 Max SBC (p) 150
5 Min. Depth of Foundation, using Rankine Formula
0.98 m
6 2.5 m
7 2.15 m
Statement showing the Aanalysis results and Design details of Columns
JOINTS NO.
COLUMN NOS
WORKING LOAD(KN)
DESIGN LOAD INCLUDING IMPACT FACTOR of 1.25 (kN)
COLUMN SIZEmm
COLUMN STEEL
REQUIRED(mm2)
COLUMN STEEL PROVIDED
(BARS)
kN/m3
kN/m2
p{(1-sinφ)/(1+sinφ)}2w
Max. Depth of foundation suggested in Soil Report
Depth of Foundarion provided,including sand cushion and pcc levelling course
PROPOSED RRI BUILDING AT VPT
59 1 67 84 230 x 230 272
9 2 280 350 230 x 300 1179
10 3 365 456 230 x 300 327
11 4 311 389 230 x 300 1016
12 5 107 134 230 x 300 1017
35 6 122 153 230 x 230 685
5 7 458 573 230 x 300 637
6 8 544 680 230 x 300 543
7 9 500 625 230 x 300 448
8 10 203 254 230 x 300 776
1 11 279 349 230 x 300 1206
2 12 355 444 230 x 300 580
3 13 304 380 230 x 300 968
4 14 109 136 230 x 300 1034
85 15 82 103 230 x 230 611
Statement showing the Aanalysis results and Design details of Columns
JOINTS NO.
COLUMN NOS
WORKING LOAD(KN)
DESIGN LOAD INCLUDING IMPACT FACTOR of 1.25 (kN)
COLUMN SIZEmm
COLUMN STEEL
REQUIRED(mm2)
Total 40865110
PROPOSED RRI BUILDING AT VPT
STRUCTURAL DESIGN OF RCC RAFT FOUNDATION
Calculation of CG of loads in both principal directions
1 842 3503 4564 3895 1346 1537 5738 6809 625
10 25411 34912 44413 38014 13615 103
TOTAL 5110
Description of step P*X
Sum of Col loads of Column line A 340 0 0Sum of Col loads of Column line A 1272 1.89 2404.08Sum of Col loads of Column line A 1580 6.69 10570.2Sum of Col loads of Column line A 1394 10.577 14744.338Sum of Col loads of Column line A 524 15.377 8057.548
Total 5110 35776.166 x = ΣP*A/ΣPˉ 7.001
p*Y
Sum of Col loads of Column line B 1413 0 0Sum of Col loads of Column line B 2285 4.44 10145.4Sum of Col loads of Column line B 1412 8.94 12623.28
Total 5110 22768.68y = ΣP*A/ΣPˉ 4.46
Safe bearing capacity of soil 150AREA of Slab required ( considering 20% more for self Wt) 40.88 sqm
providing minimum offset of 0.60m alround,Width of slab available 10.14 m
Length of slab available between left and right ref lines 15.377Distance of CG of loads from left ref line(A1) = 7.001 m
Distance of CG of loads from rigth ref line(A5) = 8.376 m
Providing 0.60m offset on right side of line A5Half the Length of slab provided =8.403+0.60 8.976 m
Off set required on left side of slab 1.975Total length of slab required 17.95Length of slabh provided 'L' L 18.00Area of slab available = 18 * 10.14 182.52 sqm
Total column loads P 5110Uniform Intensity of upward soil pressure p' 28.00 kN/sqm < SBC,Adequate
Column Number
DESIGN LOAD INCLUDING
IMPACT FACTOR (kN)
Column LoadP (kN)
X' from Ref line
(m)
Column LoadP (kN)
Y' from Ref line
(m)
kN/m2
Since the area of slab provided over the full building dimensions, is quite larger than required from SBC creterion, the slab can be designed as an equivalent beam for a uniform BM of
( wl2/12 ), in both directions and at top & bottom layers.
2030 600
600cg lin
eof
load
s
9002
8939
15377
1890 4800 3887 4800
4439
C1 C2 C3 C4 C5
C6 C7 C8 C9 C10
C11 C12 C13 C14
4500
CENTER LINE DRAWING
C15
A1
A
B1B
6974
10577
8939
A2A3 A4 A5
B2
B3
1013
9
8403
9002
17407
716
600
Contd on page 2
Description of step Parameter Value Unit
Short span of larger panel Lx 4.5 m
Long span of larger panel Ly 4.8 m
Cantilever projection at left edge lc 2.023BM for equivalent beam f = p*lx^2/12 47.24 kNm
Factored BM 70.87 kNm
Cantilever BM at left edge = p*lc^2/2 57.29 kNm
Factored BM 85.93 kNm
Max Factored BM Mu 85.93 kNm
Design coefficients
fck ( For M30 Grade of Concrete) 30fy ( For Fe415 Grade of Steel) 415Clear cover for bottom of concrete 50 mm
Considering im length of slab, b = 1000 mm
144.07 mm
Over all depth provided D 600 mm
Actua effective depth available d 545 mm
Dia of main reinforcement bar proposed 10 mm
Area of steel required Ast 364
Min. steel required @ 0.12% of GCA 720
Area of Steel to be provided 720
Area of 10 mm bar 78.54Spacing of 10 mm bars 109.08 mm c/c
Max spacing 180 mm c/c
Spacing to be provided 109.08 mm c/c 100.00 mm c/c
OR 12mm # @ 150 mm c/c may be providedArea of steel provided Ast 785.40p% steel provided pt 0.13
Check for Punching ShearMax Column Load 680 kN
Factored Load 1020 kN
Check for two way ShearWidth of column 300 mm
Breadth of Column 230 mm272.5 mm
Width of Critical Section 845 mm
0.845 mm
Breadth of critical section 775 mm
0.775Net Punching Load 'Vu' 1019.96 kN
Depth of critical section = dc 545 mm
Perimeter of critical section 1551.69 mm
Actual punching shear stress τ v 1.21Calculation of Design Shear strength=Ksτ c
βc = B/L of Column dimensions 0.77Ks = min of (0.5 + β) & 1 1.00
τc = 0.25 √(fck) 1.37
KsTc(cl. 31.6.3 of IS 456:2000) 1.37
Compare Tv with KsTc (O.K) Tv<KsTc
Design of slab page 2
N/mm2
Mu = Qbd^2 = 0.138*fckbd2
Effective depth required = d = sqrt(Mu/(0.138*fck*b))
mm2
mm2
mm2
mm2
How ever provide 10 mm bar @.. Bothways at top & bottom mats
mm2
critical section is at d/2 from the face of the column
N/mm2
N/mm2
N/mm2