Column and Footing Design23!11!04

7/28/2019 Column and Footing Design23!11!04

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Column Identification: C1 Steel strength: 60,000 psi

Column case No. 1 Concrete strength: 4,000 psi

Column height (c/c): 14 ft Concrete Modulus: 3,644 ksi

Beam Spacing (c/c): 24 ft Concrete strength: 4,000 psi

Beam width: 48 in Concrete Modulus: 3,644 ksi

Beam depth: 12 in

Dead load Live load Factored load

Axial load P: 230 173 616.1 kips

Moment M2: 2 108 186.4 ft-kips

Moment M1: -2 100 167.2 ft-kips

Step 1 Design as Short Column (Assuming no slenderness effect):

Coulmn dimension: 18 in Clear cover: 1.5 inSize of Ties No. 3 Size of main bar No. 10

: 0.72

Pu/Ag: 1.90 ksi Mu/Agh: 0.38 ksi

From column interaction diagram, : 0.02

Step 2 Braced or Unbraced Frame

Criterion based on P- analysisResults of First-order analysis: Results of Second-order analysis: Increase

Mu1: 105 ft-kips Mu1: 110 ft-kips 4.76%


Braced Column Design


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Mu2: 160 ft kips Mu2: 165 ft kips 3.13%

Upper limit for short column behaviour 23.24

Slenderness must be considered in design

For columns, E*Ig/lc: in-kipsFor beams,, E*Ig/lb: in-kips

At top of the column,

No. of top columns: 1 Column height (c/c): 14 ft

No. of beams: 2 top: 2.17

At bottom of the column,

No. of columns: 1 Column height (c/c): 14 ftNo. of beams: 2 top: 2.17

From alignment chart,

Effective length factor k, 0.87

Slenderness ratio klu/r: 25.13

With refined calculation, Slenderness must be considered in design

Step 4 Minimum Moment Mu2min:

Minimum eccentricity, emin: 1.14 in

Minimum Moment Mu2min: 58.53 ft-kips

Minimum moment does not control

Step 5 Cm, d, EI, and Pc:

Cm: 0.96

d: 0.52EI: in2-kip

Critical buckling load Pc: 4495 kips

22,315,29917,631,841

8,389,210


3/42

Column Identification: C1 Steel strength: 60,000 psi

Column case No. 1 Concrete strength: 4,000 psi

Column height (c/c): 22 ft Concrete Modulus: 3,644 ksi

Beam Spacing (c/c): 22 ft Concrete strength: 4,000 psi

Beam width: 24 in Concrete Modulus: 3,644 ksi

Beam depth: 18 in

Dead load Live load Factored load

Axial load P: 139 93 352.7 kips



Step 1 Design as Short Column (Assuming no slenderness effect):

Coulmn dimension: 16 in Clear cover: 1.5 inSize of Ties No. 3 Size of main bar No. 11

: 0.68

Pu/Ag: 1.38 ksi Mu/Agh: 0.45 ksi

From column interaction diagram, : 0.028

Step 2 Braced or Unbraced Frame

Criterion based on P- analysisResults of First-order analysis: Results of Second-order analysis: Increase



Braced Column Design


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Upper limit for short column behaviour 26.01

Slenderness must be considered in design

For columns, E*Ig/lc: in-kips,, -

At top of the column,

No. of columns: 1 Column height (c/c): 12 ft

No. of beams: 1 top: 1.33

At bottom of the column,

No. of columns: 1 Column height (c/c): 12 ft. .

From alignment chart,

Effective length factor k, 0.8

Slenderness ratio klu/r: 41.00

With refined calculation, Slenderness must be considered in design

Step 4 Minimum Moment Mu2min:Minimum eccentricity, emin: 1.08 in

Minimum Moment Mu2min: 31.74 ft-kips

Minimum moment does not control

Step 5 Cm, d, EI, and Pc:

Cm: 0.87

d: 0.55EI: in2-kip

Critical buckling load Pc: 1309 kips

13,931,331, ,

5,135,975


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Design of Column Bracket

Crushing strength of concrete 2.5 ksiYield Strength of Steel 60 ksi

Width of Column 18 inch

Length of Bracket 12 inch

Eccentricity, e 8 inch

Service load Factored Load

Live load 15 25.5

Dead Load 8 11.236.7

Horizontal force

7.3

Nominal Shear Strength 6.8

10.8

effective Depth of Bracket, d 5.4

Total Depth of Bracket, h 6.9

Slope 45.0 0.785

Bracket Depth at outside, h1 -5.10.5d 2.7

Total Shear friction steel, Avf 0.6

Bending Moment to be resisted 304.6 in-kips

As Required, Af 1.3

Additional steel Area, An 0.2

As = Af+An 1.4

0.600015873

Minimum Steel requirement 0.163111111

No of #6 bars 3

Close hoop Steel, Ah 0.218452381

0.63513187


6/42

Design of Column Bracket

Crushing strength of concrete 5 psiYield Strength of Steel 60 psi

Width of Column 12

Length of Bracket 8

Eccentricity, e 5.5

Service load Factored Load

Live load 51 81.6

Dead Load 25 30.0111.6

Horizontal force

22.3

Nominal Shear Strength 9.0

7.2

effective Depth of Bracket, d 15.5

Total Depth of Bracket, h 17.0

Slope 45.0 0.785

Bracket Depth at outside, h1 9.00.5d 7.8

Total Shear friction steel, Avf 1.8

Bending Moment to be resisted 647.3 in-kips

As Required, Af 0.8

Additional steel Area, An 0.5

As = Af+An 1.3

1.824571429

Minimum Steel requirement 0.62No of #6 bars 4

Close hoop Steel, Ah 0.664285714

0.398734136


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Combined Footing

Exterior Column Interior ColumnDepth: 24 in Depth: 24 in

Width: 18 in Width: 24 in

Load Service Factored Load Service Factored

Dead Load, kips 170 238 Dead Load, kips 250 350

Live Load, kips 130 221 Live Load, kips 200 340

Total Load, kips 300 459 Total Load, kips 450 690

C/c distance of Columns 18 ft

Type of Combined Footing 1 (1 for Rectangular, 2 for Trapezoidal, or 3 for T-shaped)Allowable Bearing Pressure 6,000 psf

Total Depth of Footing 6 ft Concrete Crushing Strength 3,000 psi

Surcharge Load 100 psf Steel Yield Strength 60,000 psi

Effective Allowable Bearing Pressure 5150 psf

Area of Footing Required 145.63 sft

Location of Resultant Column Loads 10.8 ft from centre of exterior column

Length of Footing must be 23.1 ft

Provide Footing Length 23.25 ft

Width of Footing becomes 6.26 ft

Provide Footing Width 6.5 ft

Strength Design in Longitudinal Direction

Net Upward Soil Pressure (Factored Loads) 7.6 ksf

Net Upward Soil Pressure (FL) per linear foot 49.4 kips/ft

The maximum negative moment between columns will occur at the section of zero shear. Let the

distance from outer edge of exterior column to this ection be x, then

Distance x 9.29 ft

Bending Moment at this section 21457 8 in kips


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Ext Int

-417.85 kips

384.9 kips 173.35 kips

3630.9

-3464.1 -21457.8

Values are in inches and kips.

9.29 ft


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Concrete Strength 3 ksi Concrete Cover 3 in

Steel Yield Sterngth 40 ksi Depth of Footing 3 ft

Safe Bearing Capcity 1 tons/sft Width of beam 18 inOverall Depth of Pad 12 in

1.45017972

Strip No

Depth Of

Pad

Concrete

Cover

Effective

Depth

Service

Load

Factored

Load Safe BC

Dept of

Footing

Effective

BC

Area of

Footing

Footing

Length

1 12 3 9 648.2 940.1 2.20 3 1.829 354.42 58.5

2 12 3 9 1593.2 2906.3 2.20 3 1.829 871.07 128

7 12 3 9 1156.9 3482.8 2.20 3 1.829 632.53 128

A/F 12 3 9 1546.5 2836.4 2.20 3 1.829 845.52 128

B 12 3 9 1122.3 3450.0 2.20 3 1.829 613.59 128

Strip No

Required

Width of

Footing

Width of

Footing

Provided

Area of

Footing

provided

Ultimate

Bearing

capacity

Soil

Pressure in

Transverse

Direction

Width of

beam, in

Bending

Moment (ft-

kips)

Beam

Shear

(Kips)

Beam Shear

Capacity Check

1 6.06 6 351.0 2.68 2.68 18 6.78 4.02 10.06 O.K.

2 6.81 8 1024.0 2.84 2.84 18 14.99 7.10 10.06 O.K.

7 4.94 8 1024.0 3.40 3.40 18 17.96 8.50 10.06 O.K.

A/F 6.606 8 1024.0 2.77 2.770 18 14.63 6.92 10.06 O.K.B 4.794 8 1024.0 3.37 3.369 18 17.79 8.42 10.06 O.K.

Strip No

Effective

Depth of

Pad

Bending

Moment (ft

kips)

As

Required

in^2

As

Minimum,

in^2

Contolling

Steel Area,

in^2

Transverse

Steel Bar

No.

Transverse

Spacing, in

Longitud-

inal Steel

Bar No.

Longitudinal

Spacing, in

1 9 6.78 0.256 0.288 0.29 6 18.3 6 18.3

2 9 14.99 0.580 0.288 0.58 6 9.1 6 18.3

7 9 17.96 0.701 0.288 0.70 4 3.4 4 8.3

A/F 9 14.63 0.565 0.288 0.56 4 4.2 4 8.3

B 9 17.79 0.694 0.288 0.69 6 7.6 6 18.3

Input data

Output Data

Design of Strip Footing Pad

Reinforcement Design For Strip Slabs


10/42

Wu 14.63

Distance Wu Shear Load

free end 0 13.2 0

A 6.5 13.2 85.8 135.186.5 13.2 -49.38 135.18

B 26.5 13.2 214.62 259.59

26.5 13.2 -44.97 259.59

C 46.5 13.2 219.03 321.44

46.5 13.2 -102.41 321.44

D 66.5 13.2 161.59 323.49

66.5 13.2 -161.9 323.49

E 86.5 13.2 102.1 321.44

86.5 13.2 -219.34 321.44

F 106.5 13.2 44.66 259.59

106.5 13.2 -214.93 259.59G 126.5 13.2 49.07 135.18

126.5 13.2 -85.8 135.18

Free end 133 13.2 0


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0

85.8

-49.38

214.62

-44.97

219.03

-102.41

161.59

-161.9

102.1

-219.34

44.66

-214.93

49.07

-85.8

0

-250

-200

-150

-100

-500

50

100

150

200

250

0 50 100 150

Shear Diagram


12/42

Design of Strip Footing Beam

Concrete Strength 2.5 ksi Concrete Cover 3Steel Yield Sterngth 40 ksi Width of Footing 99

Safe Bearing Capcity 0.75 tons/sft Width of beam 18

Overall Depth of Pad 42 in

Strip #1

Total Depth ofBeam, in

Effective

Depth ofBeam, in

Width b(in)

Moment(ft-Kips)

AsRequired

AsProvided

SelectedBar No.

No ofBars

42 39 99 870 7.58 7.85 9 8

42 39 99 304 2.61 3.14 9 4

42 39 99 843 7.34 7.85 9 8

42 39 99 491.58 4.25 4.71 9 5

Total Depth of

Beam, in

Effective

Depth, in

Width b,

in

Moment

(ft-Kips)

As

Required

As

Provided

Selected

Bar No.

No of

Bars

42 39 15 122.24 1.06 1.57 8 2

42 39 15 184.71 1.62 2.35 8 3

42 39 15 365.48 3.3 3.93 8 5

Strip # 2

Reinforcements for Positive Moments in Strip Footings Be

Reinforcements for Positive Moments in Strip Footings Beam

Reinforcements for Negative Moments in Strip Footings Be


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Total Depth of

Beam

Effective

Depth

Width 'b'

(in)

Moment

(ft-Kips)

Moment

(inch-Kips)

As

Required As Provided

No of

Bars

42 39 63.6 398.48 4781.76 3.451 3.93 5 #8

42 39 63.6 4.22 50.64 0.036 1.57 2 #8

42 39 63.6 846.74 10160.88 7.448 7.85 10 #8

42 39 63.6 691.82 8301.84 6.052 6.28 8 #8

42 39 63.6 1140.5 13686 10.138 10.21 13 #8

Total Depth of

Beam

Effective

Depth Width 'b'

Moment

(ft-Kips)

Moment

(inch-Kips)

As


No of

Bars

42 39 15 68.8 825.6 0.5937052 1.57 2 #8

Strip A

Total Depth of

Beam

Effective

Depth

Width 'b'

(in)

Moment

(ft-Kips)

Moment

(inch-Kips)

As


No of

Bars

42 39 75.6 485.5 5826 4.206 4.71 6 #8

42 39 75.6 411.68 4940.16 3.559 3.93 5 #8

42 39 75.6 956.6 11479.2 8.401 8.64 11 #8

42 39 75.6 812.8 9753.6 7.108 7.85 10 #8

42 39 75.6 990.7 11888.4 8.710 9.43 12 #8

42 39 75.6 846.8 10161.6 7.413 7.85 10 #842 39 75.6 1080 12960 9.520 10.21 13 #8

42 39 75.6 631.9 7582.8 5.497 5.5 7 #8

42 39 75.6 955 11460 8.387 8.64 11 #8


Reinforcements for Negative Moments in Strip Footings Beam



14/42

42 39 132 1020.5 12246 8.866 9.43 12 #8

42 39 132 607.2 7286.4 5.240 5.5 7 #8

42 39 132 1150.4 13804.8 10.016 10.21 13 #8

42 39 132 1171.3 14055.6 10.201 10.21 13 #8

42 39 132 1124.5 13494 9.786 10.21 13 #8

42 39 132 1090.5 13086 9.485 10.21 13 #8

42 39 132 1101.7 13220.4 9.584 10.21 13 #8

Total Depth of

Beam

Effective

Depth Width 'b'

Moment

(ft-Kips)

Moment

(inch-Kips)

As


No of

Bars42 39 15 120.4 1444.8 1.0466856 1.57 2 #8

Strip C

Total Depth of

Beam

Effective

Depth

Width 'b'

(in)

Moment

(ft-Kips)

Moment

(inch-Kips)

As


No of

Bars42 39 132 1146.3 13755.6 9.980 10.21 13 #8

42 39 132 821.5 9858 7.114 7.85 10 #8

42 39 132 921.76 11061.12 7.995 8.64 11 #8

42 39 132 906.72 10880.64 7.863 7.85 10 #8

42 39 132 1149.31 13791.72 10.006 10.21 13 #8

42 39 132 948.64 11383.68 8.232 8.64 11 #8

42 39 132 1012.11 12145.32 8.792 9.43 12 #8

42 39 132 832.11 9985.32 7.207 7.85 10 #8

42 39 132 850.11 10201.32 7.365 7.85 10 #8





15/42

inin

in

Depth of

CompressionBlock, in Md (ft-kips)

1.49 900.91

0.6 364.55

1.49 900.91

0.9 544.71

Depth of

Compression

Block Md (ft-kips)

1.97 179.05

2.95 264.55

4.93 430.75

Depth of

m

am


16/42

Depth of

Compression

Block Md (ft-kips)

1.16315205 452.95322

0.46466889 182.5957

2.32334443 891.09262

1.85867555 717.25128

3.0218276 1148.2907

Depth ofCompression

Block Md (ft-kips)

1.97019608 179.05019

Depth of

Compression

Block Md (ft-kips)

1.17273576 542.78462

0.97852474 454.0416

2.1512605 982.99966

1.9545596 895.43506

2.34796141 1070.0981

1.9545596 895.435062.54217242 1155.6366

1.36943666 632.20215

2.1512605 982.99966


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1.34474153 1084.2886

0.78431373 637.02941

1.45597148 1172.2718

1.45597148 1172.2718

1.45597148 1172.2718

1.45597148 1172.2718

1.45597148 1172.2718

Depth of

Compression

Block Md (ft-kips)1.97019608 179.05019

Depth of

Compression

Block Md (ft-kips)1.45597148 1172.2718

1.11942959 905.26872

1.23208556 994.91217

1.11942959 905.26872

1.45597148 1172.2718

1.23208556 994.91217

1.34474153 1084.2886

1.11942959 905.26872

1.11942959 905.26872

Depth of


18/42

Design of FootingFooting Identification = C1Input Data:

fy = 50 ksi

f'c = 4 ksi

Col. side,b = 18 in

S.Load, SL = 400 k

F.Load, FL = 612.5 k #NUM!

B.Capacity,BC = 5 ksf

How deep ?h = 5 ft

Footing width,W = 9.5 ft Try( 9.56 )

Footing Depth,D = 22.5 in Try( 22.75 )

Enter Bar# Used = 8 [As = 0.79 in2]

SOLUTION:

Effective Bearing Capacity

qe = B.C. - 0.125 x h = 4.375 ksf

Area & sides of Footing:

A = S.L./ qe = 91.43 sq. ft

B = ( A )1/2

= 9.56 ft

Factored Soil Pressure:

qu = F.L./ A = 6.79 ksf

Minimum Depth of Footing Based on Punching Shear:

Depth = D = Quadratic Formula = 22.75 in

Punching Shear Check:

Effective Depth = d = D -3.5 = 8.5 in

bo = 4 ( b + d ) = 106 in

App. Shear Vup = qu [(W2-(b+d)/12)2] 579.68 k

Capacity, Vcp = [0.85 x 4 (fc*1000)1/2

bo x d ]/1000 =

= 193.75 k [NG]


19/42

Width of Column 12 in

Depth of Column 20 in

Column Steel 4 No. 9 bars with Asc = 4 in2

4 No. 9 bars with Ast = 4 in2

Concrete Cover to bar centre 2.5 in

Concrete Strength 7 ksi

Steel Yield Strength 75 ksi

Effective Depth of Reinforcement 15.5 in

(A) Balanced Failure

Concrete Ultimate Strain u 0.003

Steel Yield Strain 2.0690

Depth of Neutral Axis 0.02 in

Stress Block Parameter 0.65

Depth of Stress Block 0.01 in

For balanced failure condition, by definition, fs = fy = 60000 ksi

Compressive stress in steel -9604.45 ksi Note: Compression Steel Has NOT Yielded

Concrete Compressive Resultant 1365.40 kipsBalanced load Pb ######## kips

Balanced Moment 482563 in-kips 40213.57 ft-kips

Correspopndinf Eccentricity -1.74 in

(B) Tension Failure

Any choice of c SMALLER than cb, will give a point in the tension failure region of the interaction

curve, with eccentricity LARGER than eb.

Chose c = 3 in.

By definintion, fs = fy = 60000 ksiCompressive stress in steel = 14.50 ksi but 60000 ksi

Wih stress block depth a = 1.95 in

Compressive resultant = 182520.00 kips


20/42

Pn = ######## kips WITH deduction for concrete volume displaced by steel

int

1.3 1


21/42


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24/42


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27/42


28/42


29/42


30/42

f'c, ksi 7 fy, ksi 75

c, in Pn, kips Mn, ft-kips e, in

4.10 4.56 392.83 1033.56 3.00 20.04 146.82

4.15 9.18 395.65 517.44 3.50 55.92 168.91

4.20 13.73 398.42 348.24 4.00 86.63 187.24

4.25 18.22 401.15 264.14 4.50 113.89 202.86

4.30 22.66 403.84 213.84 5.00 138.73 216.44

4.35 27.05 406.49 180.35 5.50 161.81 228.39

4.40 31.38 409.10 156.46 6.00 182.07 238.04

4.45 35.66 411.67 138.55 6.50 197.24 243.96

4.50 39.89 414.21 124.62 7.00 212.42 249.35

4.55 44.07 416.71 113.47 7.50 227.59 254.20

4.60 48.21 419.17 104.35 8.00 242.76 258.52

4.65 52.30 421.60 96.74 8.50 257.93 262.30

4.70 56.35 424.00 90.30 9.00 273.11 265.54

4.75 60.35 426.37 84.78 9.50 288.28 268.24

4.80 64.32 428.70 79.98 10.00 303.45 270.40

4.85 68.24 431.00 75.79 10.50 318.62 272.03

4.90 72.13 433.28 72.08 11.00 333.80 273.12

4.95 75.98 435.52 68.78 11.11 337.23 273.29

5.00 79.80 437.74 65.83 11.61 364.20 266.355.05 83.58 439.93 63.16 12.11 390.19 259.48

5.10 87.33 442.09 60.75 12.61 415.33 252.61

5.15 91.04 444.22 58.55 13.11 439.71 245.68

5.20 94.72 446.33 56.54 13.61 463.41 238.63

5.25 98.38 448.41 54.70 14.11 486.51 231.42

5.30 102.00 450.47 53.00 14.61 509.06 224.01

5.35 105.59 452.51 51.43 15.11 531.13 216.38

5.40 109.15 454.52 49.97 15.61 552.75 208.48

5.45 112.69 456.51 48.61 16.11 573.98 200.295.50 116.20 458.47 47.35 16.61 594.84 191.79

5.55 119.68 460.41 46.16 17.11 615.36 182.97

5.60 123.14 462.33 45.05 17.61 635.59 173.79


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6.60 187.84 496.70 31.73

6.65 190.89 498.24 31.32

6.70 193.92 499.76 30.93

6.75 196.94 501.27 30.54

6.80 199.95 502.77 30.17

6.85 202.94 504.24 29.82

6.90 205.92 505.71 29.47

6.95 208.88 507.16 29.14

7.00 211.83 508.60 28.81

7.05 214.77 510.02 28.50

7.10 217.70 511.43 28.19

7.15 220.62 512.82 27.89

7.20 223.52 514.21 27.61

7.25 226.41 515.57 27.33

7.30 229.29 516.93 27.05

7.35 232.16 518.27 26.79

7.40 235.02 519.60 26.53

7.45 237.86 520.92 26.28

7.50 240.70 522.22 26.04

7.55 243.53 523.51 25.80

7.60 246.34 524.79 25.567.65 249.15 526.06 25.34

7.70 251.94 527.32 25.12

7.75 254.73 528.56 24.90

7.80 257.51 529.79 24.69

7.85 260.28 531.01 24.48

7.90 263.04 532.22 24.28

7.95 265.79 533.41 24.08

8.00 268.53 534.60 23.89

8.05 271.26 535.77 23.708.10 273.99 536.94 23.52

8.15 276.71 538.09 23.34

8.20 279.41 539.23 23.16


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9.20 332.11 559.85 20.23

9.25 334.68 560.77 20.11

9.30 337.24 561.69 19.99

9.35 339.80 562.60 19.87

9.40 342.26 563.46 19.76

9.45 348.23 562.21 19.37

9.50 354.17 560.97 19.01

9.55 360.06 559.74 18.65

9.60 365.92 558.53 18.32

9.65 371.74 557.33 17.99

9.70 377.51 556.14 17.68

9.75 383.25 554.96 17.38

9.80 388.95 553.80 17.09

9.85 394.62 552.64 16.81

9.90 400.25 551.50 16.53

9.95 405.84 550.36 16.27

10.00 411.39 549.24 16.02

10.05 416.92 548.13 15.78

10.10 422.40 547.03 15.54

10.15 427.86 545.94 15.31

10.20 433.28 544.85 15.0910.25 438.67 543.78 14.88

10.30 444.02 542.72 14.67

10.35 449.35 541.66 14.47

10.40 454.64 540.61 14.27

10.45 459.90 539.58 14.08

10.50 465.13 538.55 13.89

10.55 470.33 537.53 13.71

10.60 475.50 536.51 13.54

10.65 480.64 535.51 13.3710.70 485.76 534.51 13.20

10.75 490.84 533.52 13.04

10.80 495.90 532.53 12.89


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11.80 591.69 514.10 10.43

11.85 596.24 513.23 10.33

11.90 600.76 512.36 10.23

11.95 605.27 511.50 10.14

12.00 609.75 510.63 10.05

12.05 614.22 509.78 9.96

12.10 618.67 508.92 9.87

12.15 623.09 508.07 9.78

12.20 627.50 507.23 9.70

12.25 631.88 506.38 9.62

12.30 636.25 505.54 9.53

12.35 640.60 504.70 9.45

12.40 644.93 503.87 9.38

12.45 649.25 503.03 9.30

12.50 653.54 502.20 9.22

12.55 657.82 501.37 9.15

12.60 662.08 500.55 9.07

12.65 666.32 499.72 9.00

12.70 670.54 498.90 8.93

12.75 674.75 498.08 8.86

12.80 678.94 497.26 8.7912.85 683.12 496.45 8.72

12.90 687.28 495.63 8.65

12.95 691.42 494.82 8.59

13.00 695.54 494.01 8.52

13.05 699.65 493.20 8.46

13.10 703.75 492.39 8.40

13.15 707.83 491.58 8.33

13.20 711.89 490.77 8.27

13.25 715.94 489.97 8.2113.30 719.97 489.16 8.15

13.35 723.99 488.36 8.09

13.40 727.99 487.56 8.04


34/42

14.40 805.23 471.58 7.03

14.45 808.96 470.78 6.98

14.50 812.68 469.97 6.94

14.55 816.39 469.17 6.90

14.60 820.09 468.37 6.85

14.65 823.77 467.57 6.81

14.70 827.45 466.76 6.77

14.75 831.11 465.96 6.73

14.80 834.76 465.15 6.69

14.85 838.40 464.34 6.65

14.90 842.04 463.54 6.61

14.95 845.66 462.73 6.57

15.00 849.27 461.92 6.53

15.05 852.87 461.11 6.49

15.10 856.46 460.29 6.45

15.15 860.04 459.48 6.41

15.20 863.61 458.66 6.37

15.25 867.16 457.85 6.34

15.30 870.71 457.03 6.30

15.35 874.25 456.21 6.26

15.40 877.79 455.39 6.2315.45 881.31 454.57 6.19

15.50 884.82 453.74 6.15

15.55 888.32 452.92 6.12

15.60 891.81 452.09 6.08

15.65 895.30 451.26 6.05

15.70 898.77 450.43 6.01

15.75 902.24 449.60 5.98

15.80 905.69 448.77 5.95

15.85 909.14 447.93 5.9115.90 912.58 447.09 5.88

15.95 916.01 446.25 5.85

16.00 919.43 445.41 5.81


35/42

17.00 986.19 428.10 5.21

17.05 989.45 427.21 5.18

17.10 992.70 426.31 5.15

17.15 995.94 425.42 5.13

17.20 999.18 424.52 5.10

17.25 1002.41 423.62 5.07

17.30 1005.64 422.71 5.04

17.35 1008.85 421.80 5.02

17.40 1012.07 420.89 4.99

17.45 1015.27 419.98 4.96

17.50 1018.47 419.06 4.94

17.55 1021.66 418.14 4.91

17.60 1024.84 417.22 4.89

17.65 1028.02 416.29 4.86

17.70 1031.19 415.36 4.83

17.75 1034.36 414.43 4.81

17.80 1037.52 413.49 4.78

17.85 1040.67 412.56 4.76

17.90 1043.82 411.62 4.73

17.95 1046.96 410.67 4.71

18.00 1050.10 409.72 4.6818.05 1053.23 408.77 4.66

18.10 1056.35 407.82 4.63

18.15 1059.41 406.82 4.61

18.20 1062.39 405.78 4.58

18.25 1065.36 404.73 4.56

18.30 1068.33 403.69 4.53

18.35 1071.30 402.63 4.51

18.40 1074.26 401.58 4.49

18.45 1077.21 400.52 4.4618.50 1080.16 399.46 4.44

18.55 1083.11 398.40 4.41

18.60 1086.05 397.33 4.39


36/42

19.60 1143.92 375.33 3.94

19.65 1146.76 374.20 3.92

19.70 1149.61 373.06 3.89

19.75 1152.45 371.92 3.8719.80 1155.29 370.77 3.85

19.85 1158.12 369.62 3.83

19.90 1160.95 368.47 3.81

19.95 1163.77 367.32 3.79

20.00 1166.60 366.16 3.77

20.05 1169.41 364.99 3.75

20.10 1172.23 363.82 3.72

20.15 1175.04 362.65 3.70

20.20 1177.84 361.48 3.68

20.25 1180.65 360.30 3.66

20.30 1183.44 359.12 3.64

20.35 1186.24 357.93 3.62

20.40 1189.03 356.74 3.60

20.45 1191.82 355.55 3.58

20.50 1194.60 354.36 3.56

20.55 1197.38 353.15 3.54

20.60 1200.16 351.95 3.5220.65 1202.94 350.74 3.50

20.70 1205.71 349.53 3.48

20.75 1208.47 348.31 3.46

20.80 1211.24 347.09 3.44

20.85 1214.00 345.87 3.42

20.90 1216.75 344.64 3.40

20.95 1219.51 343.41 3.38

21.00 1222.26 342.18 3.36

21.05 1225.01 340.94 3.3421.10 1227.75 339.69 3.32

21.15 1230.49 338.45 3.30

21.20 1233.23 337.19 3.28


37/42

22.20 1287.33 311.31 2.90

22.25 1290.00 309.97 2.88

22.30 1292.67 308.63 2.87

22.35 1295.34 307.28 2.8522.40 1298.01 305.93 2.83

22.45 1300.67 304.57 2.81

22.50 1303.33 303.21 2.79

22.55 1305.99 301.85 2.77

22.60 1308.65 300.48 2.76

22.65 1311.30 299.11 2.74

22.70 1313.95 297.73 2.72

22.75 1316.60 296.35 2.70

22.80 1319.24 294.96 2.68

22.85 1321.89 293.57 2.67

22.90 1324.53 292.18 2.65

22.95 1327.16 290.78 2.63

23.00 1329.80 289.38 2.61

23.05 1332.43 287.97 2.59

23.10 1335.06 286.56 2.58

23.15 1337.69 285.14 2.56

23.20 1340.31 283.72 2.5423.25 1342.94 282.29 2.52

23.30 1345.56 280.86 2.50

23.35 1348.18 279.43 2.49

23.40 1350.79 277.99 2.47

23.45 1353.40 276.54 2.45

23.50 1356.01 275.10 2.43

23.55 1358.62 273.64 2.42

23.60 1361.23 272.19 2.40

23.65 1363.83 270.72 2.3823.70 1366.43 269.26 2.36

23.75 1369.03 267.79 2.35

23.80 1371.63 266.31 2.33


38/42

24.80 1423.11 235.82 1.99

24.85 1425.66 234.25 1.97

24.90 1428.21 232.67 1.95

24.95 1430.76 231.08 1.9425.00 1433.31 229.50 1.92

25.05 1435.85 227.90 1.90

25.10 1438.39 226.31 1.89

25.15 1440.93 224.70 1.87

25.20 1443.47 223.10 1.85

25.25 1446.01 221.48 1.84

25.30 1448.54 219.87 1.82

25.35 1451.08 218.24 1.80

25.40 1453.61 216.62 1.79

25.45 1456.14 214.99 1.77

25.50 1458.66 213.35 1.76

25.55 1461.19 211.71 1.74

25.60 1463.71 210.06 1.72

25.65 1466.23 208.41 1.71

25.70 1468.75 206.76 1.69

25.75 1471.27 205.10 1.67

25.80 1473.79 203.43 1.6625.85 1476.30 201.76 1.64

25.90 1478.82 200.08 1.62

25.95 1481.33 198.40 1.61

26.00 1483.84 196.72 1.59

26.05 1486.34 195.03 1.57

26.10 1488.85 193.33 1.56

26.15 1491.35 191.63 1.54

26.20 1493.86 189.93 1.53

26.25 1496.36 188.22 1.5126.30 1498.86 186.50 1.49

26.35 1501.35 184.78 1.48

26.40 1503.85 183.06 1.46


39/42

27.40 1553.43 147.51 1.14

27.45 1555.89 145.68 1.12

27.50 1558.35 143.85 1.11

27.55 1560.81 142.01 1.0927.60 1563.27 140.16 1.08

27.65 1565.73 138.31 1.06

27.70 1568.19 136.46 1.04

27.75 1570.64 134.60 1.03

27.80 1573.09 132.73 1.01

27.85 1575.54 130.86 1.00

27.90 1577.99 128.98 0.98

27.95 1580.44 127.10 0.97

28.00 1582.89 125.22 0.95

28.05 1585.34 123.32 0.93

28.10 1587.78 121.43 0.92

28.15 1590.22 119.53 0.90

28.20 1592.66 117.62 0.89

28.25 1595.10 115.71 0.87

28.30 1597.54 113.79 0.85

28.35 1599.98 111.87 0.84

28.40 1602.42 109.94 0.8228.45 1604.85 108.01 0.81

28.50 1607.29 106.07 0.79

28.55 1609.72 104.13 0.78

28.60 1612.15 102.18 0.76

28.65 1614.58 100.22 0.74

28.70 1617.01 98.26 0.73

28.75 1619.43 96.30 0.71

28.80 1621.86 94.33 0.70

28.85 1624.28 92.36 0.6828.90 1626.71 90.38 0.67

28.95 1629.13 88.39 0.65

29.00 1631.55 86.40 0.64


40/42

30.00 1679.71 45.50 0.33


41/42

87.94

36.2525.94

21.38

18.72

16.94

15.69

14.84

14.09

13.40

12.78

12.20

11.67

11.17

10.69

10.25

9.82

9.72

8.787.98

7.30

6.70

6.18

5.71

5.28

4.89

4.53

4.193.87

3.57

3.28


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