design of pri sub division,tanuku
TRANSCRIPT
ANALAYSIS & DESIGN
Repairs&Additional accomodation to PRI Sub division at Tanuku
Est.Cost.Rs.12.00 lakhs
ANALAYSIS & DESIGN
Repairs&Additional accomodation to PRI Sub division at Tanuku
Est.Cost.Rs.12.00 lakhs
Design Parametres:-
Concrete mix : M20
Steel : Fe415
Cover to Reinforcement : 40mm
Characteristic compressive strength of concrete = 20N/sqmm
Yield strength of steel = 415N/sqmm
Item
Piles(10,14,1
5)
Piles(1,2,3,4,5,
6,7,8,9,11,12,13
,16)
Max.Load 'P' in KN 678.0066667 444.1066667
Dia.of pile proposed in 'mm' 500 375
No.of Under Reams proposed 2 2
Dia.of under reamed in 'm' 1.25 0.94
Depth of the pile proposed in 'm' 5.00 3.75
Bearing capacity of the pile in KN 771.75 441
Main Reinforcement 9-12mm 5-12mm
Stirrups 8mm@300 c/c 8mm@300 c/c
(Note:-The above design is as per clause B-1.5 of IS 2911(PartIII)-1973 duly increasing the bearing
resistence by 25% for stiff clays with N>8)
CHECK FOR PILES
(Note:-The above design is as per clause B-1.5 of IS 2911(PartIII)-1973 duly increasing the bearing
CHECK FOR PILES
Design Parametres:-
Concrete mix :
Steel :
Cover to Reinforcement :
Characteristic compressive strength of concrete =
Yield strength of steel =
Item
Distance from node at start(Node 52) 0.00m
Width of beam 'b' in 'm' 0.23
Depth of beam 'D' in 'm' 0.41
Dia.of bars assumed 16mm
Bending Moment Mu in KN-m 75.5
Shear force Vu in KN 77.5
Torsional Moment 'T' in KN-m 1.57
Equivalent bending moment Mt in KN-m 2.57
Design Moment Me1 in KN-m 78.07
Effective depth for balanced section in 'mm' 350.69
Effective depth provided 'd' in 'mm' 377
Actual depth of neutral axis 'xu' in 'mm' 150.174233
Maximum depth of neutral axis 'xumax' in
'mm'
180.96
Singly Reinforced or Doubly reinforced Singly
reinforced
Area of steel required Ast in 'mm2' 688.79
Main Steel provided 2-12mm+2-
16mm
Side face reinforcement required in mm2 on
each face
0
Side face reinforcement provided on
each face
Nil
Side face reinforcement provided in mm2
on each face
0
Total Area of steel provided in 'mm2' 628.00
Percentage of steel provided pt 0.72
Equivalent shear force Ve in KN 88.42
Equivalent shear stress tve in N/sqmm 1.02
Max.shear strength of section tcmax in
N/sqmm
2.8
Design shear strength of section tc in
N/sqmm
0.55
Shear force Vus for which stirrups required
in KN
40.7295
Dia of Vertical two legged stirrups
assumed
8mm
Area of two legged vertical stirrups Asv in
mm2
100.48
Spacing required S v in mm 307.59
CHECK FOR GF&FF ROOF BEAMS
All roof beams except beam 55---63---95
At Top
Design Bond stress tbd in N/sqmm 1.92
Development length Ld in mm 752.19
(M1/V)+Lo 1296.126
Note:-Considering moment distribution etc.,the reinforcement provided is safe.
Design Parametres:-
Concrete mix :
Steel :
Cover to Reinforcement :
Characteristic compressive strength of concrete =
Yield strength of steel =
Item
Distance from node at start(Node 37) 0.00m
Width of beam 'b' in 'm' 0.23
Depth of beam 'D' in 'm' 0.41
Dia.of bars assumed 16mm
Bending Moment Mu in KN-m 92
Shear force Vu in KN 65.7
Torsional Moment 'T' in KN-m 8.42
Equivalent bending moment Mt in KN-m 13.78
Design Moment Me1 in KN-m 105.78
Effective depth for balanced section in 'mm' 408.21
Effective depth provided 'd' in 'mm' 377
Actual depth of neutral axis 'xu' in 'mm' 226.678162
Maximum depth of neutral axis 'xumax' in
'mm'
180.96
Singly Reinforced or Doubly reinforced Doubly
reinforced
Area of steel required Ast in 'mm2'
Main Steel provided
Side face reinforcement required in mm2 on
each face
Side face reinforcement provided on
each face
Side face reinforcement provided in mm2
on each face
Total Area of steel provided in 'mm2'
Percentage of steel provided pt
Equivalent shear force Ve in KN
Equivalent shear stress tve in N/sqmm
Max.shear strength of section tcmax in
N/sqmm
Design shear strength of section tc in
N/sqmm
CHECK FOR GF&FF ROOF BEAMS
Beam 55--63---95(Including cantilever projection)
At Top
Shear force Vus for which stirrups required
in KN
Dia of Vertical two legged stirrups
assumed
Area of two legged vertical stirrups Asv in
mm2
Spacing required S v in mm
Design Bond stress tbd in N/sqmm
Development length Ld in mm
(M1/V)+Lo
Design Parametres:-
Concrete mix : M20
Steel : Fe415
Cover to Reinforcement : 25mm
Characteristic compressive strength of concrete = 20N/sqmm
Yield strength of steel = 415N/sqmm
Item
Cantilever
Width of beam 'b' in 'm' 0.23
Depth of beam 'D' in 'm' 0.41
Dia.of bars assumed 20mm
Effective depth provided 'd' in 'mm' 375
Bending Moment Mu in KN-m 92
Shear force Vu in KN 65.7
Torsional Moment 'T' in KN-m 8.42
Equivalent bending moment Mt in KN-m 13.78
Design Moment Me1 in KN-m 105.78
Maximum depth of neutral axis 'xumax' in
'mm'
180
Mu.lim without compression steel in KN-m 89.25
Area of tension steel required Ast1 in 'mm2' 825.64
Strain esc in compression steel 0.00301
Stress fsc in compression steel
corresponding to above strain
355.04
Area of compression steel required Asc in
'mm2'
133.02
Additional area of tension steel required
Ast2 in 'mm2'
130.81
Total area of tension steel (Ast1+Ast2) in
mm2
956.45
Tension Steel provided 2-20mm+2-
16mm
Compression Steel provided 2-12mm
DESIGN OF BEAMS
Beam Description
Side face reinforcement required in mm2 on
each face
0
Side face reinforcement provided on
each face
1-10mm
Side face reinforcement provided in mm2
on each face
0
Area of tension steel provided in 'mm2' 1029.92
Area of compression steel provided in
'mm2'
226.08
Percentage of steel provided pt 1.19
Equivalent shear force Ve in KN 124.27
Equivalent shear stress tve in N/sqmm 1.44
Max.shear strength of section tcmax in
N/sqmm
2.8
Design shear strength of section tc in
N/sqmm
0.66
Shear force Vus for which stirrups required
in KN
67.345
Dia of Vertical two legged stirrups
assumed
8mm
Area of two legged vertical stirrups Asv in
mm2
100.48
Spacing required S v in mm 156.32
Design Bond stress tbd in N/sqmm 1.92
Development length Ld in mm 940.23
(M1/V)+Lo 890.82
M20
Fe415
25mm
20N/sqmm
415N/sqmm
1.14m
0.23
0.41
16mm
33.4
39
1.57
2.57
35.97
238.04
377
61.8815105
180.96
Singly
reinforced
283.83
2-12mm+2-
16mm0
Nil
0
628.00
0.72
49.92
0.58
2.8
0.55
2.2295
8mm
100.48
495.76
CHECK FOR GF&FF ROOF BEAMS
All roof beams except beam 55---63---95
At bottom
1.92
752.19
2322.203
M20
Fe415
25mm
20N/sqmm
415N/sqmm
Max
0.23
0.41
16mm
40.8
38
2.12
3.47
44.27
264.08
377
77.6225492
180.96
Singly
reinforced
356.03
2-16mm+2-
16mm
crank
0
Nil
0
803.84
0.93
52.75
0.61
2.8
0.61
CHECK FOR GF&FF ROOF BEAMS
Beam 55--63---95(Including cantilever projection)
At Top At bottom
-0.1431
8mm
100.48
443.7
1.92
752.19
2712.905
DESIGN OF BEAMS
Beam Description
Design Parametres:-
Concrete mix :
Steel :
Cover to Reinforcement :
Characteristic compressive strength of concrete =
Yield strength of steel =
Item
Distance from node at start(Node 52) 0.00m
Width of beam 'b' in 'm' 0.23
Depth of beam 'D' in 'm' 0.41
Dia.of bars assumed 16mm
Bending Moment Mu in KN-m 23.6
Shear force Vu in KN 38.6
Torsional Moment 'T' in KN-m 2
Equivalent bending moment Mt in KN-m 3.27
Design Moment Me1 in KN-m 26.87
Effective depth for balanced section in 'mm' 205.74
Effective depth provided 'd' in 'mm' 377
Actual depth of neutral axis 'xu' in 'mm' 45.3283924
Maximum depth of neutral axis 'xumax' in
'mm'
180.96
Singly Reinforced or Doubly reinforced Singly
reinforced
Area of steel required Ast in 'mm2' 207.9
Main Steel provided 2-10mm+2-
12mm
Side face reinforcement required in mm2 on
each face
0
Side face reinforcement provided on
each face
Nil
Side face reinforcement provided in mm2
on each face
0
Total Area of steel provided in 'mm2' 383.08
Percentage of steel provided pt 0.44
Equivalent shear force Ve in KN 52.51
Equivalent shear stress tve in N/sqmm 0.61
Max.shear strength of section tcmax in
N/sqmm
2.8
Design shear strength of section tc in
N/sqmm
0.46
Shear force Vus for which stirrups required
in KN
12.6234
Dia of Vertical two legged stirrups
assumed
8mm
DESIGN OF 2nd FLOOR ROOF BEAMS
All L- Beams
At Top
Area of two legged vertical stirrups Asv in
mm2
100.48
Spacing required S v in mm 451.59
Design Bond stress tbd in N/sqmm 1.92
Development length Ld in mm 752.19
(M1/V)+Lo 1475.331
Design Parametres:-
Concrete mix :
Steel :
Cover to Reinforcement :
Characteristic compressive strength of concrete =
Yield strength of steel =
Item
Distance from node at start(Node 37) 0.00m
Width of beam 'b' in 'm' 0.23
Depth of beam 'D' in 'm' 0.41
Dia.of bars assumed 16mm
Bending Moment Mu in KN-m 83.5
Shear force Vu in KN 59.5
Torsional Moment 'T' in KN-m 2
Equivalent bending moment Mt in KN-m 3.27
Design Moment Me1 in KN-m 86.77
Effective depth for balanced section in 'mm' 369.71
Effective depth provided 'd' in 'mm' 377
Actual depth of neutral axis 'xu' in 'mm' 171.908079
Maximum depth of neutral axis 'xumax' in
'mm'
180.96
Singly Reinforced or Doubly reinforced Singly
reinforced
Area of steel required Ast in 'mm2' 788.48
Main Steel provided 2-16mm+2-
16mm
crank
Side face reinforcement required in mm2 on
each face
0
Side face reinforcement provided on
each face
Nil
Side face reinforcement provided in mm2
on each face
0
Total Area of steel provided in 'mm2' 803.84
DESIGN OF 2nd FLOOR ROOF BEAMS
All T-Beams including cantilever projections
At Top
Percentage of steel provided pt 0.93
Equivalent shear force Ve in KN 73.41
Equivalent shear stress tve in N/sqmm 0.85
Max.shear strength of section tcmax in
N/sqmm
2.8
Design shear strength of section tc in
N/sqmm
0.61
Shear force Vus for which stirrups required
in KN
20.5169
Dia of Vertical two legged stirrups
assumed
8mm
Area of two legged vertical stirrups Asv in
mm2
100.48
Spacing required S v in mm 346.71
Design Bond stress tbd in N/sqmm 1.92
Development length Ld in mm 752.19
(M1/V)+Lo 1816.126
M20
Fe415
25mm
20N/sqmm
415N/sqmm
1.14m
0.23
0.41
16mm
21.4
20
2
3.27
24.67
197.14
377
41.4274864
180.96
Singly
reinforced
190.01
2-10mm+2-
12mm
0
Nil
0
383.08
0.44
33.91
0.39
2.8
0.46
-5.9766
8mm
DESIGN OF 2nd FLOOR ROOF BEAMS
All L- Beams
At bottom
100.48
617.96
1.92
752.19
2156.349
M20
Fe415
25mm
20N/sqmm
415N/sqmm
Max
0.23
0.41
16mm
18.4
30
2
3.27
21.67
184.76
377
36.167495
180.96
Singly
reinforced
165.89
2-16mm+2-
16mm
crank
0
Nil
0
803.84
DESIGN OF 2nd FLOOR ROOF BEAMS
All T-Beams including cantilever projections
At Top At bottom
0.93
43.91
0.51
2.8
0.61
-8.9831
8mm
100.48
515.8
1.92
752.19
3358.433
Design Parametres:-
Unit weight of RCC = 25KN/cum
Concrete mix : M20
Steel : Fe415
Cover to Reinforcement : 25mm
Characteristic compressive strength of concrete = 20N/sqmm
Yield strength of steel = 415N/sqmm
Item
S1
Length of slab panel ly in m 4.12
Width of slab panel lx in m 4.03
ly/lx 1.02
Overall depth required in mm 112
Width of slab panel considered 'b' in
'm'
1.00
Depth provided 'D' in 'm' 0.11
Dia.of bars assumed 8mm
Dead load in KN/sqm 2.75
Live load in KN/sqm 1.50
Floor finishes in KN/sqm 0.80
Total Load in KN/sqm 5.05
Short span(-) moment at continuous
edge
4.67
Short span(+) moment at mid span 3.53
Long span(-) moment at continuous
edge
3.53
Long span(+) moment at mid span 4.92
Design Moment Me1(-)ve in KN-m 7.01
Effective depth for balanced section in
'mm'
50.41
Effective depth provided 'd' in 'mm' 81
Actual depth of neutral axis 'xu' in
'mm'
12.88
Maximum depth of neutral axis 'xumax'
in 'mm'
38.88
Area of steel required Ast in 'mm2' 256.94
Main Steel provided at continuous
edge
8mm@200
mm c/c
Area of steel provided in mm2 251.2
Design Moment Me1(+)ve in KN-m 5.29
Effective depth for balanced section in
'mm'
43.78
Actual depth of neutral axis 'xu' in
'mm'
9.54
Maximum depth of neutral axis 'xumax'
in 'mm'
38.88
Area of steel required Ast in 'mm2' 190.3
DESIGN OF TWO WAY SLAB:-
Slab panel Description
Main Steel provided at mid span
8mm@200
mm c/c
Area of steel provided in mm2 251.2
Design Moment Me1(-)ve in KN-m(Long
span)
5.29
Effective depth for balanced section in
'mm'
43.78
Actual depth of neutral axis 'xu' in
'mm'
9.54
Maximum depth of neutral axis 'xumax'
in 'mm'
38.88
Area of steel required Ast in 'mm2' 190.3
Dist. Steel provided at continuous
edge
8mm@220
mm c/c
Area of steel provided in mm2 228.36
Dist.steel at mid span
8mm@220
mm c/c
DESIGN OF TWO WAY SLAB:-
Slab panel Description
Design Parametres:-
Concrete mix : M20
Steel : Fe415
Cover to Reinforcement d' : 40mm
Unit weight of RCC = 25KN/cum
Characteristic compressive strength of concrete = 20N/sqmm
Yield strength of steel = 415N/sqmm
Item
Member in STADD Analysis 89 90 91 92 113 114
Axial load Pu (KN) 408.17 289.34 175.77 54.65 666.17 481.6
Moment about 'y' axis My(KN-
m)
22.76 12.1 10.73 7.03 24.61 11.06
Moment about 'z' axis Mz(KN-
m)
13.55 9.66 11.12 9.98 0.07 0.49
Eccentricity about 'y' axis in
'mm'
55.76 41.82 61.05 128.64 36.94 22.97
Eccentricity about 'z' axis in
'mm'
33.2 33.39 63.26 182.62 0.11 1.02
Moment about 'y' axis My(KN-
m) for Min.Eccentricity
22.76 12.1 10.73 7.03 24.61 11.06
Moment about 'z' axis Mz(KN-
m) for Min.Eccentricity
13.55 9.66 11.12 9.98 13.32 9.63
Un supported length about 'y'
axis in 'm'
1.65 3.85 3.25 3.25 1.65 3.85
Un supported length about 'z'
axis in 'mm'
1.65 3.85 3.25 3.25 1.65 3.85
Depth about 'y' axis in 'm' 0.23 0.23 0.23 0.23 0.23 0.23
Depth about 'z' axis in 'm' 0.3 0.3 0.3 0.3 0.3 0.3
Effective length about 'y' axis
ley in 'm'
1.485 3.465 2.925 2.925 1.485 3.465
Effective length about 'z' axis
lez in 'm'
1.485 3.465 2.925 2.925 1.485 3.465
Slenderness ratio about 'y'
axis
6.46 15.07 12.72 12.72 6.46 15.07
Slenderness ratio about 'z'
axis
4.95 11.55 9.75 9.75 4.95 11.55
Percentage of steel 'p' 1.82 1.82 1.82 1.82 1.82 1.82
Moment due to slenderness
about 'y' axis May in KN-m
0 7.55 3.27 1.02 0 12.57
Moment due to slenderness
about 'z' axis Maz in KN-m
0 0 0 0 0 0
Design moment Muy in KN-m 22.76 19.65 14 8.05 24.61 23.63
Design moment Muz in KN-m 13.55 9.66 11.12 9.98 13.32 9.63
d'/D about 'y' axis 0.17 0.17 0.17 0.17 0.17 0.17
d'/D about 'z' axis 0.13 0.13 0.13 0.13 0.13 0.13
CHECK FOR COLUMNS
Rear end column Rear column No.7
Pu/fckbD 0.296 0.21 0.127 0.04 0.483 0.349
p/fck 0.091 0.091 0.091 0.091 0.091 0.091
Muy1/fckbd2 from SP-16 0.115 0.12 0.13 0.11 0.09 0.115
Muz1/fckbd2 from SP-16 0.105 0.11 0.12 0.1 0.08 0.105
Max.moment carrying
capacity for uniaxial bending
about 'y' axis Muy1
36.5 38.09 41.26 34.91 28.57 36.5
Max.moment carrying
capacity for uniaxial bending
about 'z' axis Muz1
43.47 45.54 49.68 41.4 33.12 43.47
Max.axial load capacity Puz 1000.57 1000.57 1000.57 1000.57 1000.57 1000.57
Pu/Puz 0.41 0.29 0.18 0.05 0.67 0.48
an 1.35 1.15 1.00 1.00 1.78 1.47
(Muy/Muy1)an
+ (Muz/Muz1)an 0.74 0.64 0.56 0.47 0.96 0.64
Area of steel Required in mm2 1255.80 1255.80 1255.80 1255.80 1255.80 1255.80
Spacing of 8mm ties in 'mm' 190 190 190 190 190 190
Reinforcement provided 4-16+ 4-12 4-16+ 4-12 4-16+ 4-12 4-16+ 4-12 4-16+ 4-12 4-16+ 4-12
Area of steel provideded in
mm2
1256.00 1256.00 1256.00 1256.00 1256.00 1256.00
Design Parametres:-
Concrete mix : M20
Steel : Fe415
Cover to Reinforcement d' : 40mm
Unit weight of RCC = 25KN/cum
Characteristic compressive strength of concrete = 20N/sqmm
Yield strength of steel = 415N/sqmm
Item
Member in STADD Analysis 149 150 151 152 145 146
Axial load Pu (KN) 624.44 512.89 315.43 116.86 1017.01 842.69
Moment about 'y' axis My(KN-
m)
21 15.48 11.47 8.22 21.79 11.67
Moment about 'z' axis Mz(KN-
m)
13.44 11.36 17.71 16.92 0.32 0.39
Eccentricity about 'y' axis in
'mm'
33.63 30.18 36.36 70.34 21.43 13.85
Eccentricity about 'z' axis in
'mm'
21.52 22.15 56.15 144.79 0.31 0.46
Moment about 'y' axis My(KN-
m) for Min.Eccentricity
21 15.48 11.47 8.22 21.79 16.85
Moment about 'z' axis Mz(KN-
m) for Min.Eccentricity
13.44 11.36 17.71 16.92 20.34 16.85
Un supported length about 'y'
axis in 'm'
1.65 3.85 3.25 3.25 1.65 3.85
CHECK FOR COLUMNS
Front end column Front column Nos.10,14,15
Un supported length about 'z'
axis in 'mm'
1.65 3.85 3.25 3.25 1.65 3.85
Depth about 'y' axis in 'm' 0.23 0.23 0.23 0.23 0.23 0.23
Depth about 'z' axis in 'm' 0.3 0.3 0.3 0.3 0.3 0.3
Effective length about 'y' axis
ley in 'm'
1.485 3.465 2.925 2.925 1.485 3.465
Effective length about 'z' axis
lez in 'm'
1.485 3.465 2.925 2.925 1.485 3.465
Slenderness ratio about 'y'
axis
6.46 15.07 12.72 12.72 6.46 15.07
Slenderness ratio about 'z'
axis
4.95 11.55 9.75 9.75 4.95 11.55
Percentage of steel 'p' 1.82 1.82 1.82 1.82 2.99 2.99
Moment due to slenderness
about 'y' axis May in KN-m
0 13.39 5.87 2.17 0 21.99
Moment due to slenderness
about 'z' axis Maz in KN-m
0 0 0 0 0 0
Design moment Muy in KN-m 21 28.87 17.34 10.39 21.79 38.84
Design moment Muz in KN-m 13.44 11.36 17.71 16.92 20.34 16.85
d'/D about 'y' axis 0.17 0.17 0.17 0.17 0.17 0.17
d'/D about 'z' axis 0.13 0.13 0.13 0.13 0.13 0.13
Pu/fckbD 0.452 0.372 0.229 0.085 0.737 0.611
p/fck 0.091 0.091 0.091 0.091 0.1495 0.1495
Muy1/fckbd2 from SP-16 0.09 0.115 0.12 0.11 0.07 0.12
Muz1/fckbd2 from SP-16 0.08 0.105 0.11 0.1 0.07 0.11
Max.moment carrying
capacity for uniaxial bending
about 'y' axis Muy1
28.57 36.5 38.09 34.91 22.22 38.09
Max.moment carrying
capacity for uniaxial bending
about 'z' axis Muz1
33.12 43.47 45.54 41.4 28.98 45.54
Max.axial load capacity Puz 1000.57 1000.57 1000.57 1000.57 1244.57 1244.57
Pu/Puz 0.62 0.51 0.32 0.12 0.82 0.68
an 1.70 1.52 1.20 1.00 2.03 1.80
(Muy/Muy1)an
+ (Muz/Muz1)an 0.81 0.83 0.71 0.71 1.45 1.2
Area of steel Required in mm2 1255.80 1255.80 1255.80 1255.80 2063.10 2063.10
Spacing of 8mm ties in 'mm' 190 190 190 190 190 190
Reinforcement provided 4-16+ 4-12 4-16+ 4-12 4-16+ 4-12 4-16+ 4-12 4-20+4-16 4-20+4-16
Area of steel provideded in
mm2
1256.00 1256.00 1256.00 1256.00 2059.84 2059.84
Note:-Considering uni axial moment only for the columns 10,14, 15,the reinforcement provided is safe
Design Parametres:-
Concrete mix : M20
Steel : Fe415
Cover to Reinforcement d' : 40mm
Unit weight of RCC = 25KN/cum
Characteristic compressive strength of concrete = 20N/sqmm
Yield strength of steel = 415N/sqmm
Item
Member in STADD Analysis 28 73 115 29 74 116
Axial load Pu (KN) 372.58 242.83 244.16 244.16 148.25 46.85
Moment about 'y' axis My(KN-
m)
7.1 10.6 15 15 13.12 13.04
Moment about 'z' axis Mz(KN-
m)
1.07 0.89 8.53 8.53 6.69 6.3
Eccentricity about 'y' axis in
'mm'
19.06 43.65 61.44 61.44 88.5 278.34
Eccentricity about 'z' axis in
'mm'
2.87 3.67 34.94 34.94 45.13 134.47
Moment about 'y' axis My(KN-
m) for Min.Eccentricity
7.45 10.6 15 15 13.12 13.04
Moment about 'z' axis Mz(KN-
m) for Min.Eccentricity
7.45 4.86 8.53 8.53 6.69 6.3
Un supported length about 'y'
axis in 'm'
1.65 3.51 3.2 1.65 3.51 3.2
Un supported length about 'z'
axis in 'mm'
1.65 3.51 3.2 1.65 3.51 3.2
Depth about 'y' axis in 'm' 0.23 0.23 0.23 0.23 0.23 0.23
Depth about 'z' axis in 'm' 0.3 0.3 0.3 0.3 0.3 0.3
Effective length about 'y' axis
ley in 'm'
1.32 2.808 2.56 1.32 2.808 2.56
DESIGN OF COLUMNS
Column 4 Column 5
Effective length about 'z' axis
lez in 'm'
1.32 2.808 2.56 1.32 2.808 2.56
Slenderness ratio about 'y'
axis
5.74 12.21 11.13 5.74 12.21 11.13
Slenderness ratio about 'z'
axis
4.4 9.36 8.53 4.4 9.36 8.53
Percentage of steel 'p' 1.16 1.16 1.16 1.16 1.16 1.16
Moment due to slenderness
about 'y' axis May in KN-m
0 4.16 0 0 2.54 0
Moment due to slenderness
about 'z' axis Maz in KN-m
0 0 0 0 0 0
Design moment Muy in KN-m 7.45 14.76 15 15 15.66 13.04
Design moment Muz in KN-m 7.45 4.86 8.53 8.53 6.69 6.3
d'/D about 'y' axis 0.17 0.17 0.17 0.17 0.17 0.17
d'/D about 'z' axis 0.13 0.13 0.13 0.13 0.13 0.13
Pu/fckbD 0.27 0.176 0.177 0.177 0.107 0.034
p/fck 0.058 0.058 0.058 0.058 0.058 0.058
Muy1/fckbd2 from SP-16 0.09 0.09 0.08 0.09 0.085 0.08
Muz1/fckbd2 from SP-16 0.095 0.095 0.09 0.095 0.09 0.085
Max.moment carrying
capacity for uniaxial bending
about 'y' axis Muy1
28.57 28.57 25.39 28.57 26.98 25.39
Max.moment carrying
capacity for uniaxial bending
about 'z' axis Muz1
39.33 39.33 37.26 39.33 37.26 35.19
Max.axial load capacity Puz 862.92 862.92 862.92 862.92 862.92 862.92
Pu/Puz 0.43 0.28 0.28 0.28 0.17 0.05
an 1.38 1.13 1.13 1.13 1.00 1.00
(Muy/Muy1)an
+ (Muz/Muz1)an 0.26 0.57 0.74 0.66 0.76 0.69
Area of steel Required in mm2 800.40 800.40 800.40 800.40 800.40 800.40
Spacing of 8mm ties in 'mm' 190 190 190 190 190 190
Reinforcement provided 4-16 4-16 4-16 4-16 4-16 4-16
Area of steel provideded in
mm2
803.84 803.84 803.84 803.84 803.84 803.84
Design Parametres:-
Concrete mix : M20
Steel : Fe415
Cover to Reinforcement d' : 40mm
Unit weight of RCC = 25KN/cum
Characteristic compressive strength of concrete = 20N/sqmm
Yield strength of steel = 415N/sqmm
Item
DESIGN OF COLUMNS
Column 7 Column 8
Member in STADD Analysis 31 76 118 32 77 119
Axial load Pu (KN) 438.14 328.2 125.17 359.56 292.77 109.43
Moment about 'y' axis My(KN-
m)
1.26 2.62 3.43 6.35 3.62 2.53
Moment about 'z' axis Mz(KN-
m)
3.7 4.83 5.64 2.93 2.03 2.23
Eccentricity about 'y' axis in
'mm'
2.88 7.98 27.4 17.66 12.36 23.12
Eccentricity about 'z' axis in
'mm'
8.44 14.72 45.06 8.15 6.93 20.38
Moment about 'y' axis My(KN-
m) for Min.Eccentricity
8.76 6.56 3.43 7.19 5.86 2.53
Moment about 'z' axis Mz(KN-
m) for Min.Eccentricity
8.76 6.56 5.64 7.19 5.86 2.23
Un supported length about 'y'
axis in 'm'
1.65 3.51 3.2 1.65 3.51 3.2
Un supported length about 'z'
axis in 'mm'
1.65 3.51 3.2 1.65 3.51 3.2
Depth about 'y' axis in 'm' 0.23 0.23 0.23 0.23 0.23 0.23
Depth about 'z' axis in 'm' 0.3 0.3 0.3 0.3 0.3 0.3
Effective length about 'y' axis
ley in 'm'
1.32 2.808 2.56 1.32 2.808 2.56
Effective length about 'z' axis
lez in 'm'
1.32 2.808 2.56 1.32 2.808 2.56
Slenderness ratio about 'y'
axis
5.74 12.21 11.13 5.74 12.21 11.13
Slenderness ratio about 'z'
axis
4.4 9.36 8.53 4.4 9.36 8.53
Percentage of steel 'p' 1.16 1.16 1.16 1.16 1.16 1.16
Moment due to slenderness
about 'y' axis May in KN-m
0 5.63 0 0 5.02 0
Moment due to slenderness
about 'z' axis Maz in KN-m
0 0 0 0 0 0
Design moment Muy in KN-m 8.76 12.19 3.43 7.19 10.88 2.53
Design moment Muz in KN-m 8.76 6.56 5.64 7.19 5.86 2.23
d'/D about 'y' axis 0.17 0.17 0.17 0.17 0.17 0.17
d'/D about 'z' axis 0.13 0.13 0.13 0.13 0.13 0.13
Pu/fckbD 0.317 0.238 0.091 0.261 0.212 0.079
p/fck 0.058 0.058 0.058 0.058 0.058 0.058
Muy1/fckbd2 from SP-16 0.08 0.085 0.08 0.09 0.09 0.08
Muz1/fckbd2 from SP-16 0.085 0.09 0.085 0.095 0.095 0.09
Max.moment carrying
capacity for uniaxial bending
about 'y' axis Muy1
25.39 26.98 25.39 28.57 28.57 25.39
Max.moment carrying
capacity for uniaxial bending
about 'z' axis Muz1
35.19 37.26 35.19 39.33 39.33 37.26
Max.axial load capacity Puz 862.92 862.92 862.92 862.92 862.92 862.92
Pu/Puz 0.51 0.38 0.15 0.42 0.34 0.13
an 1.52 1.30 1.00 1.37 1.23 1.00
(Muy/Muy1)an
+ (Muz/Muz1)an 0.32 0.46 0.3 0.25 0.4 0.16
Area of steel Required in mm2 800.40 800.40 800.40 800.40 800.40 800.40
Spacing of 8mm ties in 'mm' 190 190 190 190 190 190
Reinforcement provided 4-16 4-16 4-16 4-16 4-16 4-16
Area of steel provideded in
mm2
803.84 803.84 803.84 803.84 803.84 803.84
Design Parametres:-
Concrete mix : M20
Steel : Fe415
Cover to Reinforcement d' : 40mm
Unit weight of RCC = 25KN/cum
Characteristic compressive strength of concrete = 20N/sqmm
Yield strength of steel = 415N/sqmm
Item
Member in STADD Analysis 34 79 121 35 80 122
Axial load Pu (KN) 334.02 225.97 69.07 254.66 151.88 47.46
Moment about 'y' axis My(KN-
m)
3.24 3.07 2.76 11.1 9.44 9.44
Moment about 'z' axis Mz(KN-
m)
0.65 2.65 5.29 13.88 10.76 10.82
Eccentricity about 'y' axis in
'mm'
9.7 13.59 39.96 43.59 62.15 198.9
Eccentricity about 'z' axis in
'mm'
1.95 11.73 76.59 54.5 70.85 227.98
Moment about 'y' axis My(KN-
m) for Min.Eccentricity
6.68 4.52 2.76 11.1 9.44 9.44
Moment about 'z' axis Mz(KN-
m) for Min.Eccentricity
6.68 4.52 5.29 13.88 10.76 10.82
Un supported length about 'y'
axis in 'm'
1.65 3.51 3.2 1.65 3.51 3.2
Un supported length about 'z'
axis in 'mm'
1.65 3.51 3.2 1.65 3.51 3.2
Depth about 'y' axis in 'm' 0.23 0.23 0.23 0.23 0.23 0.23
Depth about 'z' axis in 'm' 0.3 0.3 0.3 0.3 0.3 0.3
Effective length about 'y' axis
ley in 'm'
1.32 2.808 2.56 1.32 2.808 2.56
Effective length about 'z' axis
lez in 'm'
1.32 2.808 2.56 1.32 2.808 2.56
DESIGN OF COLUMNS
Column 10 Column 11
Slenderness ratio about 'y'
axis
5.74 12.21 11.13 5.74 12.21 11.13
Slenderness ratio about 'z'
axis
4.4 9.36 8.53 4.4 9.36 8.53
Percentage of steel 'p' 1.16 1.16 1.16 1.16 1.16 1.16
Moment due to slenderness
about 'y' axis May in KN-m
0 3.87 0 0 2.6 0
Moment due to slenderness
about 'z' axis Maz in KN-m
0 0 0 0 0 0
Design moment Muy in KN-m 6.68 8.39 2.76 11.1 12.04 9.44
Design moment Muz in KN-m 6.68 4.52 5.29 13.88 10.76 10.82
d'/D about 'y' axis 0.17 0.17 0.17 0.17 0.17 0.17
d'/D about 'z' axis 0.13 0.13 0.13 0.13 0.13 0.13
Pu/fckbD 0.242 0.164 0.05 0.185 0.11 0.034
p/fck 0.058 0.058 0.058 0.058 0.058 0.058
Muy1/fckbd2 from SP-16 0.09 0.09 0.08 0.09 0.085 0.08
Muz1/fckbd2 from SP-16 0.095 0.095 0.09 0.095 0.09 0.085
Max.moment carrying
capacity for uniaxial bending
about 'y' axis Muy1
28.57 28.57 25.39 28.57 26.98 25.39
Max.moment carrying
capacity for uniaxial bending
about 'z' axis Muz1
39.33 39.33 37.26 39.33 37.26 35.19
Max.axial load capacity Puz 862.92 862.92 862.92 862.92 862.92 862.92
Pu/Puz 0.39 0.26 0.08 0.3 0.18 0.05
an 1.32 1.10 1.00 1.17 1.00 1.00
(Muy/Muy1)an
+ (Muz/Muz1)an 0.24 0.35 0.25 0.63 0.74 0.68
Area of steel Required in mm2 800.40 800.40 800.40 800.40 800.40 800.40
Spacing of 8mm ties in 'mm' 190 190 190 190 190 190
Reinforcement provided 4-16 4-16 4-16 4-16 4-16 4-16
Area of steel provideded in
mm2
803.84 803.84 803.84 803.84 803.84 803.84
Design Parametres:-
Concrete mix : M20
Steel : Fe415
Cover to Reinforcement d' : 40mm
Unit weight of RCC = 25KN/cum
Characteristic compressive strength of concrete = 20N/sqmm
Yield strength of steel = 415N/sqmm
Item
DESIGN OF COLUMNS
Column 13 Column 14
Member in STADD Analysis 31 76 118 32 77 119
Axial load Pu (KN) 345.83 229.63 83.41 378.58 251.89 80.8
Moment about 'y' axis My(KN-
m)
7.18 5.21 6.72 5.14 6.64 8.08
Moment about 'z' axis Mz(KN-
m)
8.28 5.57 4.14 1.58 1.97 2.12
Eccentricity about 'y' axis in
'mm'
20.76 22.69 80.57 13.58 26.36 100
Eccentricity about 'z' axis in
'mm'
23.94 24.26 49.63 4.17 7.82 26.24
Moment about 'y' axis My(KN-
m) for Min.Eccentricity
7.18 5.21 6.72 7.57 6.64 8.08
Moment about 'z' axis Mz(KN-
m) for Min.Eccentricity
8.28 5.57 4.14 7.57 5.04 2.12
Un supported length about 'y'
axis in 'm'
1.65 3.51 3.2 1.65 3.51 3.2
Un supported length about 'z'
axis in 'mm'
1.65 3.51 3.2 1.65 3.51 3.2
Depth about 'y' axis in 'm' 0.23 0.23 0.23 0.23 0.23 0.23
Depth about 'z' axis in 'm' 0.3 0.3 0.3 0.3 0.3 0.3
Effective length about 'y' axis
ley in 'm'
1.32 2.808 2.56 1.32 2.808 2.56
Effective length about 'z' axis
lez in 'm'
1.32 2.808 2.56 1.32 2.808 2.56
Slenderness ratio about 'y'
axis
5.74 12.21 11.13 5.74 12.21 11.13
Slenderness ratio about 'z'
axis
4.4 9.36 8.53 4.4 9.36 8.53
Percentage of steel 'p' 1.16 1.16 1.16 1.16 1.16 1.16
Moment due to slenderness
about 'y' axis May in KN-m
0 3.94 0 0 4.32 0
Moment due to slenderness
about 'z' axis Maz in KN-m
0 0 0 0 0 0
Design moment Muy in KN-m 7.18 9.15 6.72 7.57 10.96 8.08
Design moment Muz in KN-m 8.28 5.57 4.14 7.57 5.04 2.12
d'/D about 'y' axis 0.17 0.17 0.17 0.17 0.17 0.17
d'/D about 'z' axis 0.13 0.13 0.13 0.13 0.13 0.13
Pu/fckbD 0.251 0.166 0.06 0.274 0.183 0.059
p/fck 0.058 0.058 0.058 0.058 0.058 0.058
Muy1/fckbd2 from SP-16 0.09 0.09 0.08 0.09 0.085 0.08
Muz1/fckbd2 from SP-16 0.095 0.095 0.09 0.095 0.09 0.085
Max.moment carrying
capacity for uniaxial bending
about 'y' axis Muy1
28.57 28.57 25.39 28.57 26.98 25.39
Max.moment carrying
capacity for uniaxial bending
about 'z' axis Muz1
39.33 39.33 37.26 39.33 37.26 35.19
Max.axial load capacity Puz 862.92 862.92 862.92 862.92 862.92 862.92
Pu/Puz 0.4 0.27 0.1 0.44 0.29 0.09
an 1.33 1.12 1.00 1.40 1.15 1.00
(Muy/Muy1)an
+ (Muz/Muz1)an 0.28 0.39 0.38 0.26 0.46 0.38
Area of steel Required in mm2 800.40 800.40 800.40 800.40 800.40 800.40
Spacing of 8mm ties in 'mm' 190 190 190 190 190 190
Reinforcement provided 4-16 4-16 4-16 4-16 4-16 4-16
Area of steel provideded in
mm2
803.84 803.84 803.84 803.84 803.84 803.84
Design Parametres:-
Concrete mix : M20
Steel : Fe415
Cover to Reinforcement d' : 40mm
Unit weight of RCC = 25KN/cum
Characteristic compressive strength of concrete = 20N/sqmm
Yield strength of steel = 415N/sqmm
Item
Member in STADD Analysis 40 127 128 41 129 130
Axial load Pu (KN) 66.62 53.54 26.36 112.8 91.87 43.12
Moment about 'y' axis My(KN-
m)
0.78 1.85 2.88 0.28 0.96 2.36
Moment about 'z' axis Mz(KN-
m)
0.16 0.365 1.24 0.26 0.78 1.22
Eccentricity about 'y' axis in
'mm'
11.71 34.55 109.26 2.48 10.45 54.73
Eccentricity about 'z' axis in
'mm'
2.4 6.82 47.04 2.3 8.49 28.29
Moment about 'y' axis My(KN-
m) for Min.Eccentricity
1.33 1.85 2.88 2.26 1.84 2.36
Moment about 'z' axis Mz(KN-
m) for Min.Eccentricity
1.33 1.07 1.24 2.26 1.84 1.22
Un supported length about 'y'
axis in 'm'
1.65 3.51 3.2 1.65 3.51 3.2
Un supported length about 'z'
axis in 'mm'
1.65 3.51 3.2 1.65 3.51 3.2
Depth about 'y' axis in 'm' 0.23 0.23 0.23 0.23 0.23 0.23
Depth about 'z' axis in 'm' 0.23 0.23 0.23 0.23 0.23 0.23
Effective length about 'y' axis
ley in 'm'
1.32 2.808 2.56 1.32 2.808 2.56
DESIGN OF COLUMNS
Column 16 Column 17
Effective length about 'z' axis
lez in 'm'
1.32 2.808 2.56 1.32 2.808 2.56
Slenderness ratio about 'y'
axis
5.74 12.21 11.13 5.74 12.21 11.13
Slenderness ratio about 'z'
axis
5.74 12.21 11.13 5.74 12.21 11.13
Percentage of steel 'p' 0.85 0.85 0.85 0.85 0.85 0.85
Moment due to slenderness
about 'y' axis May in KN-m
0 0.92 0 0 1.57 0
Moment due to slenderness
about 'z' axis Maz in KN-m
0 0.92 0 0 1.57 0
Design moment Muy in KN-m 1.33 2.77 2.88 2.26 3.41 2.36
Design moment Muz in KN-m 1.33 1.99 1.24 2.26 3.41 1.22
d'/D about 'y' axis 0.17 0.17 0.17 0.17 0.17 0.17
d'/D about 'z' axis 0.17 0.17 0.17 0.17 0.17 0.17
Pu/fckbD 0.063 0.051 0.025 0.107 0.087 0.041
p/fck 0.0425 0.0425 0.0425 0.0425 0.0425 0.0425
Muy1/fckbd2 from SP-16 0.065 0.065 0.065 0.065 0.065 0.065
Muz1/fckbd2 from SP-16 0.065 0.065 0.065 0.065 0.065 0.065
Max.moment carrying
capacity for uniaxial bending
about 'y' axis Muy1
15.82 15.82 15.82 15.82 15.82 15.82
Max.moment carrying
capacity for uniaxial bending
about 'z' axis Muz1
15.82 15.82 15.82 15.82 15.82 15.82
Max.axial load capacity Puz 612.01 612.01 612.01 612.01 612.01 612.01
Pu/Puz 0.11 0.09 0.04 0.18 0.15 0.07
an 1.00 1.00 1.00 1.00 1.00 1.00
(Muy/Muy1)an
+ (Muz/Muz1)an 0.17 0.3 0.26 0.29 0.43 0.23
Area of steel Required in mm2 449.65 449.65 449.65 449.65 449.65 449.65
Spacing of 8mm ties in 'mm' 190 190 190 190 190 190
Reinforcement provided 4-12 4-12 4-12 4-12 4-12 4-12
Area of steel provideded in
mm2
452.16 452.16 452.16 452.16 452.16 452.16
115 116
283.71 94.79
6.99 3.48
0.51 0.87
24.64 36.71
1.8 9.18
6.99 3.48
5.67 1.9
3.25 3.25
3.25 3.25
0.23 0.23
0.3 0.3
2.925 2.925
2.925 2.925
12.72 12.72
9.75 9.75
1.82 1.82
5.28 1.76
0 0
12.27 5.24
5.67 1.9
0.17 0.17
0.13 0.13
CHECK FOR COLUMNS
Rear column No.7
0.206 0.069
0.091 0.091
0.12 0.12
0.11 0.11
38.09 38.09
45.54 45.54
1000.57 1000.57
0.28 0.09
1.13 1.00
0.37 0.18
1255.80 1255.80
190 190
4-16+ 4-12 4-16+ 4-12
1256.00 1256.00
147 148
515.89 191.25
1.41 6.87
0.02 1.13
2.73 35.92
0.04 5.91
10.32 6.87
10.32 3.83
3.25 3.25
CHECK FOR COLUMNS
Front column Nos.10,14,15
3.25 3.25
0.23 0.23
0.3 0.3
2.925 2.925
2.925 2.925
12.72 12.72
9.75 9.75
2.99 2.99
9.6 3.56
0 0
19.92 10.43
10.32 3.83
0.17 0.17
0.13 0.13
0.374 0.139
0.1495 0.1495
0.16 0.175
0.15 0.165
50.78 55.55
62.1 68.31
1244.57 1244.57
0.41 0.15
1.35 1.00
0.37 0.24
2063.10 2063.10
190 190
4-20+4-16 4-20+4-16
2059.84 2059.84
Note:-Considering uni axial moment only for the columns 10,14, 15,the reinforcement provided is safe
30 75 117
396.63 263.65 85.65
3.14 3.03 3.27
7.41 8.67 10.46
7.92 11.49 38.18
18.68 32.88 122.12
7.93 5.27 3.27
7.93 8.67 10.46
1.65 3.51 3.2
1.65 3.51 3.2
0.23 0.23 0.23
0.3 0.3 0.3
1.32 2.808 2.56
DESIGN OF COLUMNS
Column 6
1.32 2.808 2.56
5.74 12.21 11.13
4.4 9.36 8.53
1.16 1.16 1.16
0 4.52 0
3.88 3.89
0 0 0
2.74 3.58
7.93 9.79 3.27
3.58 3.05
7.93 8.67 10.46
3.28
0.17 0.17 0.17 13.48 10.52
0.13 0.13 0.13
0.287 0.191 0.062
0.058 0.058 0.058
0.09 0.09 0.07
0.095 0.095 0.075
28.57 28.57 22.22
39.33 39.33 31.05
862.92 862.92 862.92
0.46 0.31 0.1
1.43 1.18 1.00
0.26 0.45 0.48
800.40 800.40 800.40
190 190 190
4-16 4-16 4-16
803.84 803.84 803.84
DESIGN OF COLUMNS
Column 9
33 78 120
408.23 332.94 131.11
1.17 2.502 3.08
5.69 3.09 1.85
2.87 7.51 23.49
13.94 9.28 14.11
8.16 6.66 3.08
8.16 6.66 2.62
1.65 3.51 3.2
1.65 3.51 3.2
0.23 0.23 0.23
0.3 0.3 0.3
1.32 2.808 2.56
1.32 2.808 2.56
5.74 12.21 11.13
4.4 9.36 8.53
1.16 1.16 1.16
0 5.71 0
0 0 0
8.16 12.37 3.08
8.16 6.66 2.62
0.17 0.17 0.17
0.13 0.13 0.13
0.296 0.241 0.095
0.058 0.058 0.058
0.08 0.085 0.08
0.085 0.09 0.085
25.39 26.98 25.39
35.19 37.26 35.19
862.92 862.92 862.92
0.47 0.39 0.15
1.45 1.32 1.00
0.31 0.46 0.2
800.40 800.40 800.40
190 190 190
4-16 4-16 4-16
803.84 803.84 803.84
36 81 123
337.41 250.43 93.84
4.55 3.67 8.21
10.95 6.51 5.09
13.49 14.65 87.49
32.45 26 54.24
6.75 5.01 8.21
10.95 6.51 5.09
1.65 3.51 3.2
1.65 3.51 3.2
0.23 0.23 0.23
0.3 0.3 0.3
1.32 2.808 2.56
1.32 2.808 2.56
DESIGN OF COLUMNS
Column 12
5.74 12.21 11.13
4.4 9.36 8.53
1.16 1.16 1.16
0 4.29 0
0 0 0
6.75 9.3 8.21
10.95 6.51 5.09
0.17 0.17 0.17
0.13 0.13 0.13
0.245 0.181 0.068
0.058 0.058 0.058
0.09 0.09 0.08
0.095 0.095 0.09
28.57 28.57 25.39
39.33 39.33 37.26
862.92 862.92 862.92
0.39 0.29 0.11
1.32 1.15 1.00
0.34 0.4 0.46
800.40 800.40 800.40
190 190 190
4-16 4-16 4-16
803.84 803.84 803.84
DESIGN OF COLUMNS
Column 15
33 78 120
220.96 140.59 41.89
11.02 8.93 9.14
8.52 6.45 6.09
49.87 63.52 218.19
38.56 45.88 145.38
11.02 8.93 9.14
8.52 6.45 6.09
1.65 3.51 3.2
1.65 3.51 3.2
0.23 0.23 0.23
0.3 0.3 0.3
1.32 2.808 2.56
1.32 2.808 2.56
5.74 12.21 11.13
4.4 9.36 8.53
1.16 1.16 1.16
0 2.41 0
0 0 0
11.02 11.34 9.14
8.52 6.45 6.09
0.17 0.17 0.17
0.13 0.13 0.13
0.16 0.102 0.03
0.058 0.058 0.058
0.09 0.09 0.07
0.095 0.095 0.075
28.57 28.57 22.22
39.33 39.33 31.05
862.92 862.92 862.92
0.26 0.16 0.05
1.10 1.00 1.00
0.54 0.56 0.61
800.40 800.40 800.40
190 190 190
4-16 4-16 4-16
803.84 803.84 803.84
42 131 132
81.25 68.66 27.47
1.02 2.25 3.66
1.65 2.42 3.32
12.55 32.77 133.24
20.31 35.25 120.86
1.63 2.25 3.66
1.65 2.42 3.32
1.65 3.51 3.2
1.65 3.51 3.2
0.23 0.23 0.23
0.23 0.23 0.23
1.32 2.808 2.56
DESIGN OF COLUMNS
Column 18
1.32 2.808 2.56
5.74 12.21 11.13
5.74 12.21 11.13
0.85 0.85 0.85
0 1.18 0
0 1.18 0
1.63 3.43 3.66
1.65 3.6 3.32
0.17 0.17 0.17
0.17 0.17 0.17
0.077 0.065 0.026
0.0425 0.0425 0.0425
0.065 0.065 0.065
0.065 0.065 0.065
15.82 15.82 15.82
15.82 15.82 15.82
612.01 612.01 612.01
0.13 0.11 0.04 0.15
1.00 1.00 1.00 -0.115
0.21 0.44 0.44
449.65 449.65 449.65
190 190 190
4-12 4-12 4-12
452.16 452.16 452.16