Structural Computations - SHAP (Version 2)

7/29/2019 Structural Computations - SHAP (Version 2)

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Design of Two-Way Slab (S1)

1.0 Design Criteria

This calculation is for the design of the slab S1 of the proposed two-storey residential unit

Specifications

Design References

National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical

Structures Fifth Edition 2001

Design Aids

Microsoft Excel

Design Loads

Dead Loads

Reinforced Concrete Unit Weight = 24 kN/m3

Ceilings = 0.25 Kpa

Floor Finishes = 0.50 Kpa

Movable Partitions = 1.00 Kpa

Super-Imposed Dead Load (Total) = 1.75 Kpa

Live Loads

Second Floor = 2.0 Kpa

Materials Property

Concrete

Concrete Compressive Strength f'c = 20.7 Mpa

Steel

Rebar Diameter db = 12 mm

Reinforcing bar Yield strength fy = 275 Mpa Grade 40

Concrete Cover = 20 mm

2.0 Computation of Slab Thickness

Moment Coefficients for Two Way Slab

Slab Thickness

Consider Panel F as Critical Panel

Short Span S = mLong Span L = m

Min t = [2 * (S + L)] / 180 Min t = 0.106222 mm

Min t must not be less than 90 mm

125 mm

3.0 Load Computations (consider 1 m strip)

Weight of slab = tS * Unit Wt. Concrete * 1.4 WS = 3.42 kN/m2

Thickness of slab tS = 0.125 m

2.1

1.1

1.1.1

1.1.2

1.2

1.2.1

1.2.2

1.3

1.3.1

1.3.2

1.3.3

2.2

4.565.00

try t =

3.1

1


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3/88

Computation ofrREQ

rMIN = 1.4 / fy rMIN = 0.005091

rREQ = w * f'c / fy rREQ = 0.00778 SAFE

rMAX = f*[0.85 * b1 * f'c / fy] [600 / (600+fy)] rMAX = 0.027969

t = 125mm is safe for Flexure

Check for Shear

Design Constants

Total Weight W = kN/m2

Conc. Comp. Strength f'c = Mpa

Rebar Yield Strength fy = Mpa Grade 40

Reduction factor f = (for shear)

Width b = mm

Height h = mm

Effective depth dS = mm

dL = mm

Consider Short SpanComputation of VS

Vs = W * S / 3 * 1 m Vs = 14.0904 kN

Computation of Actual V

Actual VC = VS / (.85 * b * d) Actual VC = 0.167444 Mpa

Allowable VC

Allow VC = .17 * f'c Allow VC = 0.773453

Actual V is less than allowable V,

t = 125 mm is safe for shear

Consider Long Span

Computation of VS

Vs = W * S / 3 * [(3 - m2) / 2] * 1m Vs = 15.2758 kN



Allowable VC




Prepared By:

4.3.2

4.4.3

4.4

9.270

20.7

275

0.85

1000

125

99.0

87.0

4.4.1

4.4.2

4.4.1

4.4.2

4.4.3

Engr. Jose J. Oriola, Jr.

Civil Engineer - Lic. No.

3


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5.0 Computation for Spacing

Design Constants :

Total Load 9.27 kN/m2

Conc. Comp. Strength f'c 20.7 Mpa

Rebar Yield Strength, fy 275 Mpa

Reduction FactorF 0.90 for flexure

Reduction Factorb1 0.85

One-meter strip, b 1000 mm

Slab Thickness, tS 125 mm

Using 12mm dia. Bar, AS 113.10 mm2

C MU = C * W * S2

* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy

rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t

C

SMAX = 3 * tS SMAX =

Use 10 mm dia. At 125 mm O.C.

C MU = C * W * S2



C



0.0300929

0.02796919 0.005090909 504

PANEL A

Short Span 0.057 10.9871303 0.0624758 0.004702725 0.00509 0.02796919 0.005090909 504 225 0

225 0

0

dS

4.8189168 0.0348925

0.02796919 0.005258621 457.500047 225 0Long Span 0.049 9.445076928 0.0698609 0.005258621 0.00509

0.02796919 0.005090909 504 225S = 4.56 0.028 5.397186816

= 99 0.043 8.288536896 0.0466792 0.003513669 0.00509

0.002265176 0.00509

PANEL B

Short Span 0.048 9.252320256 0.0522848 0.00393562

0.02796919 0.005090909 442.9090909 225 0

0

dL = 87 0.037 7.131996864 0.0521845 0.003928068 0.00509

0.002626453 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.56 0.025

0.002927852 0.00509 0.02796919 0.005090909 504

0.005090909 442.9090909 225

S = 4.56 0.024 4.626160128 0.0257265 0.0019365 0.00509 0.02796919

0.00509 0.02796919 0.005090909 504 225 0

0.005090909 504 225 0

0.0292097 0.002198694

0

S = 4.56 0.021 4.047890112 225 00.00509 0.02796919 0.005090909 442.9090909

dS = 99 0.036 6.939240192 225 0

Long Span 0.041 7.903023552 0.0580326 0.004368276 0.00509 0.02796919

0.0388966

0.00509 0.02796919 0.005090909 442.9090909 225 0dL = 87 0.031 5.975456832 0.043492 0.003273761


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C MU = C * W * S2



C



C MU = C * W * S2



C



C MU = C * W * S2



C



PANEL C

Short Span 0.048 9.252320256 0.0522848 0.00393562 0.00509 0.02796919 0.005090909 504 225 0

0

dS = 99 0.036 6.939240192 0.0388966 0.002927852 0.00509

0.0019365 0.00509 0.02796919 0.005090909 504 225S = 4.56 0.024 4.626160128 0.0257265

0.02796919 0.005090909 504

4.047890112 0.0292097

0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 7.903023552 0.0580326 0.004368276 0.00509225 0

PANEL D

Short Span 0.057 10.9871303 0.0624758 0.004702725

0.02796919 0.005090909 442.9090909 225 0

0

dL = 87 0.031 5.975456832 0.043492 0.003273761 0.00509

0.002198694 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.56 0.021

0.003513669 0.00509 0.02796919 0.005090909 504

0.005258621 457.500047 225

S = 4.56 0.028 5.397186816 0.0300929 0.002265176 0.00509 0.02796919

0.00509 0.02796919 0.005090909 504 225 0

0.005090909 504 225 0

0.0348925 0.002626453

0

S = 4.56 0.025 4.8189168 225 00.00509 0.02796919 0.005090909 442.9090909

dS = 99 0.043 8.288536896 225 0

Long Span 0.049 9.445076928 0.0698609 0.005258621 0.00509 0.02796919

0.0466792

PANEL E

Short Span 0.048 9.456334416 0.0534765 0.004025321 0.00509 0.02796919 0.005090909

0.00509 0.02796919 0.005090909 442.9090909 225 0

504 225 0

dL = 87 0.037 7.131996864 0.0521845 0.003928068

0

dS = 99 0.036 7.092250812 0.0397754 0.002994 0.00509

0.001979884 0.00509 0.02796919 0.005090909 504 225S = 4.61 0.024 4.728167208 0.0263028

0.02796919 0.005090909 504

4.137146307 0.0298655

0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509

225 0

0.02796919 0.005090909 442.9090909 225 0

0

dL = 87 0.031 6.107215977 0.0444775 0.003347946 0.00509

0.00224806 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.61 0.021


6/88

C MU = C * W * S2





C MU = C * W * S2





C MU = C * W * S2





PANEL F

Short Span 0.040 7.88027868 0.0443164 0.003335819

0.002484845 0.00509 0.02796919 0.005090909 5040.005090909 442.9090909 225

S = 4.61

0.00509 0.02796919 0.005090909 504 225 0

0

S = 4.61

dS = 99 0.030 5.91020901 225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509 0.02796919

0.0330112

PANEL G

Short Span 0.040 7.88027868 0.0443164 0.003335819 0.00509 0.02796919 0.005090909

0.00509 0.02796919 0.005090909 442.9090909 225 0

504 225 0

dL = 87 0.025 4.925174175 0.0356788 0.002685639

dS = 99 0.030 5.91020901 0.0330112 0.002484845 0.00509

S = 4.61

0.02796919 0.005090909 504

0.02796919 0.005090909 442.9090909 225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509

225 0

PANEL H

Short Span 0.048 9.456334416 0.0534765 0.004025321

0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639 0.00509

S = 4.61

S = 4.61 0.024 4.728167208 0.0263028 0.001979884 0.00509 0.02796919

0.00509 0.02796919 0.005090909 504 225 0

0.005090909 504 225 0

0.00509 0.02796919 0.005090909 442.9090909

dS = 99 0.036 7.092250812 225 0

Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509 0.02796919

0.0397754 0.002994 0.00509 0.02796919 0.005090909 504

0.005090909 442.9090909 225

dL = 87 0.031 6.107215977 0.0444775 0.003347946

0.0298655 0.00224806

0

S = 4.61 0.021 4.137146307 225 0

0.00509 0.02796919 0.005090909 442.9090909 225 0


7/88

C MU = C * W * S2





C MU = C * W * S2





C MU = C * W * S2





0.001979884

0.0534765 0.004025321 0.00509 0.02796919 0.005090909

0.005090909dS = 99 0.036 7.092250812 0.0397754 0.002994

PANEL I

Short Span 0.048 9.456334416 225 0

S = 4.61 0.024 4.728167208

504

0.00509 0.02796919 0.005090909 504 2250.0263028

0.00509 0.02796919 0.005090909 442.9090909 225 0

225 0

504

0

0.00509 0.02796919 225 0

S = 4.61 0.021 4.137146307 0.0298655 0.00224806 0.00509 0.02796919

0.02796919 0.005090909 504

0.005090909 442.9090909

Long Span 0.041 8.077285647 0.0593604 0.004468221

225 0

225 0

PANEL J

Short Span 0.040 7.88027868 0.0443164 0.003335819 0.00509

0.0444775 0.003347946 0.00509 0.02796919 0.005090909 442.9090909dL = 87 0.031 6.107215977

dS = 99 0.030 5.91020901 0.0330112 0.002484845 0.00509

S = 4.61

0.02796919 0.005090909 442.9090909 225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509

0.02796919 0.005090909 504 225 0

PANEL K

Short Span 0.040 7.88027868 0.0443164 0.003335819

0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639 0.00509

S = 4.61

S = 4.61

0.00509 0.02796919 0.005090909 504 225 0

dS = 99 0.030 5.91020901 225 0

Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509 0.02796919

0.0330112 0.002484845 0.00509 0.02796919 0.005090909 504

0.005090909 442.9090909 225 0

S = 4.61

0.00509 0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639


8/88

C MU = C * W * S2



C



C MU = C * W * S2



C



C MU = C * W * S2



C



504 225 0

PANEL L

Short Span 0.048 9.456334416 0.0534765 0.004025321 0.00509 0.02796919 0.005090909

0.02796919 0.005090909 504 225 0

S = 4.61 0.024 4.728167208 0.0263028 0

dS = 99 0.036 7.092250812 0.0397754 0.002994 0.00509

0.001979884 0.00509 0.02796919 0.005090909 504 225

= 4.61 0.021 4.137146307 0.0298655

0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509

PANEL M

Short Span 0.048 9.456334416 0.0534765 0.004025321 0.00509 0.02796919 0.005090909

0.02796919 0.005090909 442.9090909 225 0

0

dL = 87 0.031 6.107215977 0.0444775 0.003347946 0.00509

0.00224806 0.00509 0.02796919 0.005090909 442.9090909 225S

504 225 0

S = 4.61 0.024 4.728167208 0.0263028 0.001979884 0.00509 0.02796919 0.005090909 504 225 0

4.137146307 0.0298655 0.00224806 0.00509 0.02796919

0.005090909 504 225 0

Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509 0.02796919 0.005090909 442.9090909 225 0

dS = 99 0.036 7.092250812 0.0397754 0.002994 0.00509 0.02796919

PANEL N

Short Span 0.040 7.88027868 0.0443164 0.003335819 0.00509 0.02796919 0.005090909

0.005090909 442.9090909 225 0

dL = 87 0.031 6.107215977 0.0444775 0.003347946 0.00509 0.02796919 0.005090909 442.9090909 225 0

S = 4.61 0.021

504 225 0

S = 4.61

0.005090909 504 225 0

Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509 0.02796919 0.005090909 442.9090909 225 0

dS = 99 0.030 5.91020901 0.0330112 0.002484845 0.00509 0.02796919

dL = 87 0.025 4.925174175 0.0356788 0.002685639 0.00509 0.02796919 0.005090909 442.9090909 225 0

S = 4.61


9/88

C MU = C * W * S2



C



C MU = C * W * S2



C



C MU = C * W * S2



C



PANEL O

Short Span 0.040 7.88027868 0.0443164 0.003335819 0.00509 0.02796919 0.005090909 504 225 0

S = 4.61

0.005090909 504 225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509 0.02796919 0.005090909 442.9090909 225 0

dS = 99 0.030 5.91020901 0.0330112 0.002484845 0.00509 0.02796919

PANEL P

Short Span 0.048 9.456334416 0.0534765 0.004025321 0.00509 0.02796919 0.005090909

dL = 87 0.025 4.925174175 0.0356788 0.002685639 0.00509 0.02796919 0.005090909 442.9090909 225 0

S = 4.61

504 225 0

S = 4.61 0.024 4.728167208 0.0263028 0.001979884 0.00509 0.02796919 0.005090909 504 225 0

4.137146307 0.0298655 0.00224806 0.00509 0.02796919

0.005090909 504 225 0

Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509 0.02796919 0.005090909 442.9090909 225 0

dS = 99 0.036 7.092250812 0.0397754 0.002994 0.00509 0.02796919

PANEL Q

Short Span 0.048 8.8113204 0.0497149 0.003742179 0.00509 0.02796919 0.005090909

0.005090909 442.9090909 225 0

dL = 87 0.031 6.107215977 0.0444775 0.003347946 0.00509 0.02796919 0.005090909 442.9090909 225 0

S = 4.61 0.021

504 225 0

S = 4.45 0.024 4.4056602 0.024482 0.001842826 0.00509 0.02796919 0.005090909 504 225 0

0.005090909 504 225 0

Long Span 0.041 7.526336175 0.0551701 0.004152805 0.00509 0.02796919 0.005090909 442.9090909 225 0

dS = 99 0.036 6.6084903 0.0370003 0.00278511 0.00509 0.02796919

0.005090909 442.9090909 225 0

dL = 87 0.031 5.690644425 0.0413657 0.003113713 0.00509 0.02796919 0.005090909 442.9090909 225 0

S = 4.45 0.021 3.854952675 0.0277938 0.002092118 0.00509 0.02796919


10/88

C MU = C * W * S2





C MU = C * W * S2





C MU = C * W * S2





PANEL R

Short Span 0.040 7.342767 0.0412162 0.003102456 0.00509 0.02796919 0.005090909 504 225 0

S = 4.45

0.005090909 504 225 0Long Span 0.033 6.057782775 0.0441076 0.003320103 0.00509 0.02796919 0.005090909 442.9090909 225 0

dS = 99 0.030 5.50707525 0.0307171 0.002312163 0.00509 0.02796919

PANEL S

Short Span 0.040 7.342767 0.0412162 0.003102456 0.00509 0.02796919 0.005090909

dL = 87 0.025 4.589229375 0.0331955 0.002498712 0.00509 0.02796919 0.005090909 442.9090909 225 0

S = 4.45

504 225 0

S = 4.45

0.005090909 504 225 0

Long Span 0.033 6.057782775 0.0441076 0.003320103 0.00509 0.02796919 0.005090909 442.9090909 225 0

dS = 99 0.030 5.50707525 0.0307171 0.002312163 0.00509 0.02796919

PANEL T

Short Span 0.048 8.8113204 0.0497149 0.003742179 0.00509 0.02796919 0.005090909

dL = 87 0.025 4.589229375 0.0331955 0.002498712 0.00509 0.02796919 0.005090909 442.9090909 225 0

S = 4.45

504 225 0

S = 4.45 0.024 4.4056602 0.024482 0.001842826 0.00509 0.02796919 0.005090909 504 225 0

3.854952675 0.0277938 0.002092118 0.00509 0.02796919

0.005090909 504 225 0

Long Span 0.041 7.526336175 0.0551701 0.004152805 0.00509 0.02796919 0.005090909 442.9090909 225 0

dS = 99 0.036 6.6084903 0.0370003 0.00278511 0.00509 0.02796919

0.005090909 442.9090909 225 0

dL = 87 0.031 5.690644425 0.0413657 0.003113713 0.00509 0.02796919 0.005090909 442.9090909 225 0

S = 4.45 0.021


11/88

C MU = C * W * S2



C



C MU = C * W * S2



C



C MU = C * W * S2



C



S = 4.65 0.021 4.209252075 0.0303957 0.00228797 0.00509 0.02796919 0.005090909 442.9090909 225 0

dL = 87 0.031 6.213657825 0.0452746 0.003407943 0.00509 0.02796919 0.005090909 442.9090909 225 0

dS = 99 0.036 7.2158607 0.040486 0.00304749 0.00509 0.02796919 0.005090909 504 225 0

Long Span 0.041 8.218063575 0.0604347 0.004549085 0.00509 0.02796919 0.005090909 442.9090909 225 0

PANEL W

Short Span 0.048 9.6211476 0.0544405 0.004097885 0.00509 0.02796919 0.005090909 504 225 0

S = 4.65 0.024 4.8105738 0.0267687 0.002014954 0.00509 0.02796919 0.005090909 504 225 0

PANEL U

Short Span 0.057 11.42511278 0.0650697 0.004897974 0.00509 0.02796919 0.005090909 504 225 0

S = 4.65 0.028 5.6123361 0.0313155 0.002357204 0.00509 0.02796919 0.005090909 504 225 0

dS = 99 0.043 8.618944725 0.0485965 0.00365799 0.00509 0.02796919 0.005090909 504 225 0Long Span 0.049 9.821588175 0.0727764 0.005478075 0.00509 0.02796919 0.005478075 476.5925113 225 0

S = 4.65 0.025 5.011014375 0.0363145 0.002733494 0.00509 0.02796919 0.005090909 442.9090909 225 0

dL = 87 0.037 7.416301275 0.0543359 0.00409001 0.00509 0.02796919 0.005090909 442.9090909 225 0

PANEL V

Short Span 0.048 9.6211476 0.0544405 0.004097885 0.00509 0.02796919 0.005090909 504 225 0

S = 4.65 0.024 4.8105738 0.0267687 0.002014954 0.00509 0.02796919 0.005090909 504 225 0

dS = 99 0.036 7.2158607 0.040486 0.00304749 0.00509 0.02796919 0.005090909 504 225 0

Long Span 0.041 8.218063575 0.0604347 0.004549085 0.00509 0.02796919 0.005090909 442.9090909 225 0

S = 4.65 0.021 4.209252075 0.0303957 0.00228797 0.00509 0.02796919 0.005090909 442.9090909 225 0

dL = 87 0.031 6.213657825 0.0452746 0.003407943 0.00509 0.02796919 0.005090909 442.9090909 225 0


12/88

C MU = C * W * S2



C



5.011014375 0.0363145 0.002733494 0.00509 0.02796919 0.005090909 442.9090909 225 0

dL = 87 0.037 7.416301275 0.0543359 0.00409001 0.00509 0.02796919 0.005090909 442.9090909 225 0

S = 4.65 0.025

Long Span 0.049 9.821588175 0.0727764 0.005478075 0.00509 0.02796919 0.005478075 476.5925113 225 0

dS = 99 0.043 8.618944725 0.0485965

0

S = 4.65 0.028 5.6123361 0.0313155 0.002357204 0.00509 0.02796919 0.005090909 504 225 0

0.00365799 0.00509 0.02796919 0.005090909 504 225 0

PANEL X

Short Span 0.057 11.42511278 0.0650697 0.004897974 0.00509 0.02796919 0.005090909 504 225


13/88


14/88

Dead Load

= SDL * 1.4 SDL = 2.450 kN/m2

Live Load

= LL * 1.7 LL = 3.400 kN/m2

Total Loads WT = 9.270 kN/m2

WT = S of Loads

4.0 Analysis

Maximum Moment Computation

MU = CMAX * WT * SMAX2

* 1 m MU = 16.454 kN-m

Check t considering flexure

Design Constants

Ultimate Moment MU = kN-m



Reduction factor f = (for flexure)

b1 =

Width b = mmThickness t = mm

Effective depth d = mm

d = mm use

Computation of w w = 0.126065

MU = fbd2f'cw(1-0.59w)

w - 0.59w2 = 0.116688

w = 1.568851

w = 0.126065

4.3.1

275

0.90

0.85

1000125

99.0

87.0

20.7

3.2

SDL

3.3

LL

3.2

4.1

4.3

16.45425

2


15/88

Computation ofrREQ

rMIN = 1.4 / fy rMIN = 0.005091

rREQ = w * f'c / fy rREQ = 0.009489 SAFE


t = 125mm is safe for Flexure

Check for Shear

Design Constants

Total Weight W = kN/m2




Width b = mm

Height h = mm

Effective depth dS = mm

dL = mm

Consider Short SpanComputation of VS

Vs = W * S / 3 * 1 m Vs = 15.45 kN



Allowable VC




Consider Long Span

Computation of VS

Vs = W * S / 3 * [(3 - m2) / 2] * 1m Vs = 19.13034 kN



Allowable VC




Prepared By:

4.4.1

4.4.2

4.4.3



4.4.3

4.4

9.270

20.7

275

0.85

1000

125

99.0

87.0

4.4.1

4.4.2

4.3.2

3


16/88

5.0 Computation for Spacing

Design Constants :

Total Load 9.27 kN/m2

Conc. Comp. Strength f'c 20.7 Mpa

Rebar Yield Strength, fy 275 Mpa

Reduction FactorF 0.90 for flexure

Reduction Factorb1 0.85

One-meter strip, b 1000 mm

Slab Thickness, tS 125 mm

Using 12mm dia. Bar, AS 113.10 mm2

C MU = C * W * S2



C



C MU = C * W * S2



C



0.00509 0.02796919 0.005090909 442.9090909 225 0

225 0

dL = 87 0.031 5.975456832 0.043492 0.003273761

0.0292097 0.002198694 0.00509 0.02796919 0.005090909 442.9090909

0.005090909 442.9090909 225 0

S = 4.56 0.021 4.047890112

225 0

Long Span 0.041 7.903023552 0.0580326 0.004368276 0.00509 0.02796919

0.0388966 0.002927852 0.00509 0.02796919 0.005090909 504

0.005090909 504 225 0

dS = 99 0.036 6.939240192

S = 4.56 0.024 4.626160128 0.0257265 0.0019365 0.00509 0.02796919

0.00509 0.02796919 0.005090909 504 225 0

PANEL B

Short Span 0.048 9.252320256 0.0522848 0.00393562

0.02796919 0.005090909 442.9090909 225 0

0

dL = 87 0.037 7.131996864 0.0521845 0.003928068 0.00509

0.002626453 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.56 0.025

4.56 0.028 5.397186816 0.0300929

4.8189168 0.0348925

0.02796919 0.005258621 457.500047 225 0Long Span 0.049 9.445076928 0.0698609 0.005258621 0.00509

0.02796919 0.005090909 504 225 0

PANEL A

Short Span 0.057 10.9871303 0.0624758 0.004702725 0.00509 0.02796919 0.005090909

0

dS = 99 0.043 8.288536896 0.0466792 0.003513669 0.00509

0.002265176 0.00509 0.02796919 0.005090909 504 225

504 225 0

S =


17/88

C MU = C * W * S2



C



C MU = C * W * S2



C



C MU = C * W * S2



C



0.02796919 0.005090909 442.9090909 225 0

0

dL = 87 0.031 6.107215977 0.0444775 0.003347946 0.00509

0.00224806 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.61 0.021 4.137146307 0.0298655

0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509

0.02796919 0.005090909 504 225 0

0

dS = 99 0.036 7.092250812 0.0397754 0.002994 0.00509

0.001979884 0.00509 0.02796919 0.005090909 504 225

504 225 0

S = 4.61 0.024 4.728167208 0.0263028

PANEL E

Short Span 0.048 9.456334416 0.0534765 0.004025321 0.00509 0.02796919 0.005090909

0.00509 0.02796919 0.005090909 442.9090909 225 0

225 0

dL = 87 0.037 7.131996864 0.0521845 0.003928068

0.0348925 0.002626453 0.00509 0.02796919 0.005090909 442.9090909

0.005258621 457.500047 225 0

S = 4.56 0.025 4.8189168

225 0

Long Span 0.049 9.445076928 0.0698609 0.005258621 0.00509 0.02796919

0.0466792 0.003513669 0.00509 0.02796919 0.005090909 504

0.005090909 504 225 0

dS = 99 0.043 8.288536896

S = 4.56 0.028 5.397186816 0.0300929 0.002265176 0.00509 0.02796919

0.00509 0.02796919 0.005090909 504 225 0

PANEL D

Short Span 0.057 10.9871303 0.0624758 0.004702725

0.02796919 0.005090909 442.9090909 225 0

0

dL = 87 0.031 5.975456832 0.043492 0.003273761 0.00509

0.002198694 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.56 0.021 4.047890112 0.0292097

0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 7.903023552 0.0580326 0.004368276 0.005090.02796919 0.005090909 504 225 0

0

dS = 99 0.036 6.939240192 0.0388966 0.002927852 0.00509

0.0019365 0.00509 0.02796919 0.005090909 504 225

504 225 0

S = 4.56 0.024 4.626160128 0.0257265

PANEL C

Short Span 0.048 9.252320256 0.0522848 0.00393562 0.00509 0.02796919 0.005090909


18/88

C MU = C * W * S2





C MU = C * W * S2





C MU = C * W * S2





0.00509 0.02796919 0.005090909 442.9090909 225 0

225 0

dL = 87 0.031 6.107215977 0.0444775 0.003347946

0.0298655 0.00224806 0.00509 0.02796919 0.005090909 442.9090909

0.005090909 442.9090909 225 0

S = 4.61 0.021 4.137146307

225 0

Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509 0.02796919

0.0397754 0.002994 0.00509 0.02796919 0.005090909 504

0.005090909 504 225 0

dS = 99 0.036 7.092250812

S = 4.61 0.024 4.728167208 0.0263028 0.001979884 0.00509 0.02796919

0.00509 0.02796919 0.005090909 504 225 0

PANEL H

Short Span 0.048 9.456334416 0.0534765 0.004025321

0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639 0.00509

S = 4.61

0.02796919 0.005090909 442.9090909 225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509

0.02796919 0.005090909 504 225 0dS = 99 0.030 5.91020901 0.0330112 0.002484845 0.00509

504 225 0

S = 4.61

PANEL G

Short Span 0.040 7.88027868 0.0443164 0.003335819 0.00509 0.02796919 0.005090909

0.00509 0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639

0.005090909 442.9090909 225 0

S = 4.61

225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509 0.02796919

0.0330112 0.002484845 0.00509 0.02796919 0.005090909 504dS = 99 0.030 5.91020901

S = 4.61

0.00509 0.02796919 0.005090909 504 225 0

PANEL F

Short Span 0.040 7.88027868 0.0443164 0.003335819


19/88

C MU = C * W * S2





C MU = C * W * S2





C MU = C * W * S2





0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639 0.00509

S = 4.61

0.02796919 0.005090909 442.9090909 225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509

0.02796919 0.005090909 504 225 0dS = 99 0.030 5.91020901 0.0330112 0.002484845 0.00509

504 225 0

S = 4.61

PANEL K

Short Span 0.040 7.88027868 0.0443164 0.003335819 0.00509 0.02796919 0.005090909

0.00509 0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639

0.005090909 442.9090909 225 0

S = 4.61

225 0

Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509 0.02796919

0.0330112 0.002484845 0.00509 0.02796919 0.005090909 504dS = 99 0.030 5.91020901

S = 4.61

0.00509 0.02796919 0.005090909 504 225 0

PANEL J

Short Span 0.040 7.88027868 0.0443164 0.003335819

0.02796919 0.005090909 442.9090909 225 0

0

dL = 87 0.031 6.107215977 0.0444775 0.003347946 0.00509

0.00224806 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.61 0.021 4.137146307 0.0298655

0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 8.077285647 0.0593604 0.004468221 0.005090.02796919 0.005090909 504 225 0

0

dS = 99 0.036 7.092250812 0.0397754 0.002994 0.00509

0.001979884 0.00509 0.02796919 0.005090909 504 225

504 225 0

S = 4.61 0.024 4.728167208 0.0263028

PANEL I

Short Span 0.048 9.456334416 0.0534765 0.004025321 0.00509 0.02796919 0.005090909


20/88

C MU = C * W * S2



C



C MU = C * W * S2



C



C MU = C * W * S2



C



0.00509 0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639

0.005090909 442.9090909 225 0

S = 4.61

225 0

Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509 0.02796919

0.0330112 0.002484845 0.00509 0.02796919 0.005090909 504dS = 99 0.030 5.91020901

S = 4.61

0.00509 0.02796919 0.005090909 504 225 0

PANEL N

Short Span 0.040 7.88027868 0.0443164 0.003335819

0.02796919 0.005090909 442.9090909 225 0

0

dL = 87 0.031 6.107215977 0.0444775 0.003347946 0.00509

0.00224806 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.61 0.021 4.137146307 0.0298655

0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509

0.02796919 0.005090909 504 225 0

0

dS = 99 0.036 7.092250812 0.0397754 0.002994 0.00509

0.001979884 0.00509 0.02796919 0.005090909 504 225

504 225 0

S = 4.61 0.024 4.728167208 0.0263028

PANEL M

Short Span 0.048 9.456334416 0.0534765 0.004025321 0.00509 0.02796919 0.005090909

0.00509 0.02796919 0.005090909 442.9090909 225 0

225 0

dL = 87 0.031 6.107215977 0.0444775 0.003347946

0.0298655 0.00224806 0.00509 0.02796919 0.005090909 442.9090909

0.005090909 442.9090909 225 0

S = 4.61 0.021 4.137146307

225 0Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509 0.02796919

0.0397754 0.002994 0.00509 0.02796919 0.005090909 504

0.005090909 504 225 0

dS = 99 0.036 7.092250812

S = 4.61 0.024 4.728167208 0.0263028 0.001979884 0.00509 0.02796919

0.00509 0.02796919 0.005090909 504 225 0

PANEL L

Short Span 0.048 9.456334416 0.0534765 0.004025321


21/88

C MU = C * W * S2



C



C MU = C * W * S2



C



C MU = C * W * S2



C



0.02796919 0.005090909 442.9090909 225 0

0

dL = 87 0.031 5.690644425 0.0413657 0.003113713 0.00509

0.002092118 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.45 0.021 3.854952675 0.0277938

0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 7.526336175 0.0551701 0.004152805 0.00509

0.02796919 0.005090909 504 225 0

0

dS = 99 0.036 6.6084903 0.0370003 0.00278511 0.00509

0.001842826 0.00509 0.02796919 0.005090909 504 225

504 225 0

S = 4.45 0.024 4.4056602 0.024482

PANEL Q

Short Span 0.048 8.8113204 0.0497149 0.003742179 0.00509 0.02796919 0.005090909

0.00509 0.02796919 0.005090909 442.9090909 225 0

225 0

dL = 87 0.031 6.107215977 0.0444775 0.003347946

0.0298655 0.00224806 0.00509 0.02796919 0.005090909 442.9090909

0.005090909 442.9090909 225 0

S = 4.61 0.021 4.137146307

225 0

Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509 0.02796919

0.0397754 0.002994 0.00509 0.02796919 0.005090909 504

0.005090909 504 225 0

dS = 99 0.036 7.092250812

S = 4.61 0.024 4.728167208 0.0263028 0.001979884 0.00509 0.02796919

0.00509 0.02796919 0.005090909 504 225 0

PANEL P

Short Span 0.048 9.456334416 0.0534765 0.004025321

0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639 0.00509

S = 4.61

0.02796919 0.005090909 442.9090909 225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.005090.02796919 0.005090909 504 225 0

dS = 99 0.030 5.91020901 0.0330112 0.002484845 0.00509

504 225 0

S = 4.61

PANEL O

Short Span 0.040 7.88027868 0.0443164 0.003335819 0.00509 0.02796919 0.005090909


22/88

C MU = C * W * S2





C MU = C * W * S2





C MU = C * W * S2





0.00509 0.02796919 0.005090909 442.9090909 225 0

225 0

dL = 87 0.031 5.690644425 0.0413657 0.003113713

0.0277938 0.002092118 0.00509 0.02796919 0.005090909 442.9090909

0.005090909 442.9090909 225 0

S = 4.45 0.021 3.854952675

225 0

Long Span 0.041 7.526336175 0.0551701 0.004152805 0.00509 0.02796919

0.0370003 0.00278511 0.00509 0.02796919 0.005090909 504

0.005090909 504 225 0

dS = 99 0.036 6.6084903

S = 4.45 0.024 4.4056602 0.024482 0.001842826 0.00509 0.02796919

0.00509 0.02796919 0.005090909 504 225 0

PANEL T

Short Span 0.048 8.8113204 0.0497149 0.003742179

0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.589229375 0.0331955 0.002498712 0.00509

S = 4.45

0.02796919 0.005090909 442.9090909 225 0Long Span 0.033 6.057782775 0.0441076 0.003320103 0.00509

0.02796919 0.005090909 504 225 0dS = 99 0.030 5.50707525 0.0307171 0.002312163 0.00509

504 225 0

S = 4.45

PANEL S

Short Span 0.040 7.342767 0.0412162 0.003102456 0.00509 0.02796919 0.005090909

0.00509 0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.589229375 0.0331955 0.002498712

0.005090909 442.9090909 225 0

S = 4.45

225 0Long Span 0.033 6.057782775 0.0441076 0.003320103 0.00509 0.02796919

0.0307171 0.002312163 0.00509 0.02796919 0.005090909 504dS = 99 0.030 5.50707525

S = 4.45

0.00509 0.02796919 0.005090909 504 225 0

PANEL R

Short Span 0.040 7.342767 0.0412162 0.003102456


23/88

C MU = C * W * S2



C



C MU = C * W * S2



C



C MU = C * W * S2



C



0.02796919 0.005090909 442.9090909 225 0

0

dL = 87 0.031 6.213657825 0.0452746 0.003407943 0.00509

0.00228797 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.65 0.021 4.209252075 0.0303957

0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 8.218063575 0.0604347 0.004549085 0.00509

0.02796919 0.005090909 504 225 0

0

dS = 99 0.036 7.2158607 0.040486 0.00304749 0.00509

0.002014954 0.00509 0.02796919 0.005090909 504 225

504 225 0

S = 4.65 0.024 4.8105738 0.0267687

PANEL W

Short Span 0.048 9.6211476 0.0544405 0.004097885 0.00509 0.02796919 0.005090909

0.00509 0.02796919 0.005090909 442.9090909 225 0

225 0

dL = 87 0.031 6.213657825 0.0452746 0.003407943

0.0303957 0.00228797 0.00509 0.02796919 0.005090909 442.9090909

0.005090909 442.9090909 225 0

S = 4.65 0.021 4.209252075

225 0

Long Span 0.041 8.218063575 0.0604347 0.004549085 0.00509 0.02796919

0.040486 0.00304749 0.00509 0.02796919 0.005090909 504

0.005090909 504 225 0

dS = 99 0.036 7.2158607

S = 4.65 0.024 4.8105738 0.0267687 0.002014954 0.00509 0.02796919

0.00509 0.02796919 0.005090909 504 225 0

PANEL V

Short Span 0.048 9.6211476 0.0544405 0.004097885

0.02796919 0.005090909 442.9090909 225 0

0

dL = 87 0.037 7.416301275 0.0543359 0.00409001 0.00509

0.002733494 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.65 0.025 5.011014375 0.0363145

0.02796919 0.005478075 476.5925113 225 0Long Span 0.049 9.821588175 0.0727764 0.005478075 0.005090.02796919 0.005090909 504 225 0

0

dS = 99 0.043 8.618944725 0.0485965 0.00365799 0.00509

0.002357204 0.00509 0.02796919 0.005090909 504 225

504 225 0

S = 4.65 0.028 5.6123361 0.0313155

PANEL U

Short Span 0.057 11.42511278 0.0650697 0.004897974 0.00509 0.02796919 0.005090909


24/88

C MU = C * W * S2



C



0.00509 0.02796919 0.005090909 442.9090909 225 0

225 0

dL = 87 0.037 7.416301275 0.0543359 0.00409001

0.0363145 0.002733494 0.00509 0.02796919 0.005090909 442.9090909

0.005478075 476.5925113 225 0

S = 4.65 0.025 5.011014375

225 0Long Span 0.049 9.821588175 0.0727764 0.005478075 0.00509 0.02796919

0.0485965 0.00365799 0.00509 0.02796919 0.005090909 504

0.005090909 504 225 0

dS = 99 0.043 8.618944725

S = 4.65 0.028 5.6123361 0.0313155 0.002357204 0.00509 0.02796919

0.00509 0.02796919 0.005090909 504 225 0

PANEL X

Short Span 0.057 11.42511278 0.0650697 0.004897974


25/88

Design of Continuous Beam B-1 (250 mm x 400 mm)

1.0 Design Criteria

This calculation is for the design of the slab B1 of the proposed two-storey residential unit

SpecificationsDesign References



Design Aids

Microsoft Excel

Design Loads

Dead Loads


Ceilings = 0.25 Kpa


Movable Partitions = 1.00 KpaSuper-Imposed Dead Load (Total) = 1.75 Kpa

Live Loads


Materials Property

Concrete


Steel



Modulus of Elasticity ES = 200,000 Mpa


2.0 Load Computations

Span 13

Due to Triangular Loading WL = 17.15 kN/m

Thickness of Slab tL = 0.125 m

Short Span S = 5.12 m

Long Span L = 5.17 m

Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m2

Dead Load = DL * 1.4 wDL = 2.45 kN/m2

Live Load = LL * 1.7 wLL = 3.40 kN/m2

Total Load = wL + wDL + wLL W = 10.05 kN/m2

Load WL = W * S / 3

Due to Trapezoidal Loading WL = 16.84 kN/m



2.1.2

2.1.1

1.3

1.3.1

1.3.2

1.3.3

2.2

1.1

1.1.1

1.1.2

1.2

1.2.1

1.2.2

1


26/88






Load WL = W * S / 3 * {[3 - (S / L)2] / 2}

Weight of beam Wb = 2.31 kN/m

Span Length LS = 5.12 m

Base of Beam b = 0.250 m

Height of Beam h = 0.400 m

Depth of Beam less slab d = 0.275 m

Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4

Total Weight Carried by Span 13 WT = 36.307 kN/m

WT = S of Loads

Span 34









Load WL = W * S / 3

Due to Trapezoidal Loading WL = 10.51 kN/mThickness of Slab tL = 0.125 m







Load WL = W * S / 3 * {[3 - (S / L)2] / 2}


WT = S of Loads

Span 46

Load P due to PC-1 PPC1 = 162.41 kN

Distance of P from 3 a = 2.520 m

Distance of P from 6 b = 4.040 m

Load P due to 2B-4 P2B-4 = 87.83 kN

Distance of P from 3 a = 3.880 m

2.1.1

2.1.3

2.1.4

2.1

2.1.1

2.2

2.1.2

2.1.1

2.1.4

2


27/88

Distance of P from 6 b = 2.660 m





Slab Load =tS

* Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m

2




Load WL = W * S / 3









Load WL = W * S / 3 * {[3 - (S / L)2] / 2}


WT = S of Loads

Span 68









Load WL = W * S / 3 * {[3 - (S / L)2] / 2}









Load WL = W * S / 3 * {[3 - (S / L)2] / 2}

2.1.1

2.1.1

2.1.4

2.1

2.1.2

2.1.1

3


28/88







Total Weight Carried by Span 68W

T = 29.097 kN/mWT = S of Loads

3.0 Analysis

Maximum Shear Computation

See FEM Computation VMAX = 85.58 kN


Negative Moment

Moment Due to Loads MV = 134.91 kN-m USE

Moment Due to Earthquake MEQ = kN-m

MD = (MV + MEQ) * .75 MD = 101.1852 kN-m

Positive Moment MU = 135.96 kN-m

Negative Steel Reinforcement

Design Constants





b1 =

Width b = mm

Height h = mm




w - 0.59w2 = 0.233786

w = 1.414853

w = 0.280062

Computation ofrREQ

400

352.0

3.3.1

3.3.2

134.91

20.7

275

0.90

0.85

250

3.1

3.2

3.3

2.1.3

2.1.4

A C 170.10 90.95 E G

4.65 m 2.67 m

1 5.12 m 3 3.17 6.56 m 6 4.97 m 8

B D F H

1.4 m

29.88 kN/m37.49 kN/m 30.04 kN/m

4


29/88

rMIN = 1.4 / fy rMIN = 0.0051

rREQ = w * f'c / fy rREQ = 0.0211 Singly Reinforced


Computation No. of Steel Bars

AREQ = r * b * d AREQ = 1855.131 mm2

As = p * db2

/ 4 As = 201.0619 mm2

n =AREQ / As n = 10

Use 10 nos. of 16 mm dia.

Positive Steel Reinforcement

Design ConstantsUltimate Moment MU = kN-m



Reduction factor = (for flexure)

b1 =

Width b = mm

Height h = mm



MU = bd2f'cw(1-0.59w)

w - 0.59w2 = 0.235599

w = 1.412139

w = 0.282777

Computation ofrREQ

rMIN = 1.4 / fy rMIN = 0.0051




AREQ = r * b * d AREQ = 1873.113 mm2

As = p * db2

/ 4 As = 201.0619 mm2

n =AREQ / As n = 10


3.4.2

3.3.3

0.90

0.85

250

400

352.0

3.4.1

3.4

135.96

20.7

275

3.3.3

5


30/88

Check for Shear

Design Constants

Maximum Shear VMAX = kN




Width b = mm

Height h = mm


Stirrups = mm

Av = mm2

Computation of VU

VU = VMAX - (WT * d) VU = 75.33778 KN


Actual VC = VU / (.85 * b * d) Actual VC = 1.00719 Mpa

Allowable VC

Allow VC = .17 * f'c Allow VC = 0.773453 Mpa

Computation for Stirrups

SACTUAL =Av * fy / ((VC - V) * b) SACTUAL = 739.2415 mm

SALLOWABLE = d / 2 SALLOWABLE = 176 mm

"Use 10mm Stirrups @ 200 mm O.C."

10.0

78.5398163

3.5.1

3.5.2

3.5.3

3.5.4

20.7

275

0.85

250

400

352.0

3.5

85.58

6


31/88

Design of Steel Beam SB-2

1.0 Design Criteria

This calculation is for the design of the continuous beam SB-3 of the 2nd Floor for the proposed

2-Storey Residence with Penthouse

Specifications

Design References



Design Aids

Microsoft Excel

Design Loads

Dead Loads


Ceilings = 0.25 Kpa




Live Loads


Materials Property

Steel I-Beam

Minimum Yield Stress of I-Beam Fy = 248.4 Mpa

2.0 Analysis


Negative Moment MU = 93.39449232 kN-m

Design of Beam

Design Constants


Allowable Stress Fb = Mpa

Computation of SXREQ'D

1.1

1.1.1

1.1.2

1.2

1.2.1

1.2.2

1.3

1.3.1

3.1

3.2

93.3944923

163.944

3.2.1

A C 170.10 90.95 E G

4.65 m 2.67 m

1 5.12 m 3 3.17 6.56 m 6 4.97 m 8

B D F H

1.4 m

29.88 kN/m37.49 kN/m 30.04 kN/m

1


32/88

SXREQ'D = M / Fb SXREQ'D = 569,673.13 mm3

Try Steel Member

SXSUPP = SX of W16 x 26 = 629,000.00 mm3

Fbactual = M / SXSUPP Fbactual = 148.4809 Mpa

SECTION IS SAFE

3.2.2

2


33/88

FIXED END MOMENT COMPUTATIONS FOR CONTINUOUS BEAM B-1

1.0 Compute K = 1 / L

Span Length 13 = 5.12 m




K13 = K31 = I / L = 0.000208


Depth of Beam d = 0.400 m

K34 = K43 = I / L = 0.315457

K46 = K64 = I / L = 0.152439

K68 = K86 = I / L = 0.000215



KC1(GROUND TO 2ND) = I / L = 0.000183

Base of Column b = 0.200 mDepth of Column d = 0.400 m

Height of Column (GROUND TO SECOND) L = 5.830 m

KC2(GROUND TO 2ND) = I / L = 0.000183

Base of Column b = 0.200 m

Depth of Column d = 0.400 m

Height of Column (GROUND TO SECOND) L = 5.830 m

KC1(2ND TO ROOF) = I / L = 0.000333



Height of Column (2nd to Roof) L = 3.200 m

KC2(2ND TO ROOF) = I / L = 0.000333Base of Column b = 0.200 m


Height of Column (2nd to Roof) L = 3.200 m

2.0 Compute DF

Joint 1

SK1 = K1A + K1B + K13 SK1 = 0.000574

DF1A = K1A / SK1 DF1A = 0.318606

DF1B = K1B / SK1 DF1B = 0.318606

DF13 = K13 / SK1 DF13 = 0.362788

Joint 3

SK3 = K31 + K3C + K3D + K34 SK3 = 0.316032

DF31 = K31 / SK3 DF31 = 0.000659

DF3C = K3C / SK3 DF3C = 0.000579

DF3D = K3D / SK3 DF3D = 0.000579

DF34 = K34 / SK3 DF34 = 0.998183

Joint 4

SK4 = K43 + K46 SK4 = 0.468

DF43 = K43 / SK4 DF43 = 0.674203

DF46 = K46 / SK4 DF46 = 0.325797

0.1

1.4

1.5

1.6

1.7

2.2

2.1

1.3

1.3

1.2

1.1


34/88

Joint 6

SK6 = K63 + K6E + K6F + K68 SK6 = 0.15302

DF63 = K63 / SK6 DF63 = 0.996206

DF6E = K6E / SK6 DF6E = 0.001196

DF6F = K6F / SK6 DF6F = 0.001196

DF68 = K68 / SK6 DF68 = 0.001403

Joint 8

SK8 = K86 + K8G + K8H SK8 = 0.000881

DF86 = K86 / SK8 DF86 = 0.243531

DF8G = K8G / SK8 DF8G = 0.378234

DF8H = K8H / SK8 DF8H = 0.378234

3.0 Compute Fixed End Moment

Compute Fixed End Moment for Span 13

Total Loads WT = 36.31 kN/m

1 5.12 m 3

Span Length 13 L13 = 5.12 m

FEM31 = (WT * L132

/ 12) FEM31 = 79.31377 kN-m



3 3.17 m 4


FEM34 = (WT * L132

/ 12) FEM34 = 23.20438 kN-m



Load P1 due to B2 P1 = 162.41 kN

Load P2 due to B2 P2 = 87.83 kN

162.41 kN

4.65 m 1.4 m 2.7 m

3 6.56 m 6


Distance of P1 from Support 3 a136 = 2.52 m

Distance of P1 from Support 6 b136 = 4.04 m

Distance of P2 from Support 3 a236 = 3.88 m

Distance of P2 from Support 6 b236 = 2.66 m

3.2

2.3

87.83

3.1

2.3

3.2

37.49 kN/m

27.55 kN/m

28.08 kN/m


35/88

FEM36 = (WT * L362

/ 12) + FEM36 = 306.7225 kN-m

(P1 * a136 * b1362

/ L362) + ((P2 * a236 * b236

2/ L236

2)

FEM63 = (WT * L632

/ 12) + FEM32 = 274.0179 kN-m

(P1 * a1362

* b136 / L362

) + ((P2 * a2362

* b236 / L2362

)



4 4.97 m 6


FEM64 = (WT * L642

/ 12) + FEM64 = 59.89393 kN-m

4.0 Maximum Shear and Moment ComputationCompute Moment at Supports using FEM Method

Isolate Span 46


Load P due to B-5 P = kN

67.457 kN-m -45.203 kN-m

4 4.97 m 6

kN kN

kN kN

RA = kN RB = kN


Distance of P from Support A aAB = 0 m

Distance of P from Support B bAB = 0 m

RB = (WT * LAB / 2) RB = 72.307 kN

Shear Computation

VAL VAL = 0 kN

VAR VAR = 85.5800 kN

VBL VBL = -78.770 kN

VBR VBR = 0.0000 kN

Moment Computation

3.2

112.660 72.307

22.66793 -22.6679

94.97448 49.639

72.30655

4.2.1

4.2.2

4.1

4.2

27.55 kN/m

30.04 kN/m

JOINT

MEMBERS 1A 1B 13 31 3C 3D 34 43 46 63 6E 6F 68 86 8G 8H

DF 0.319 0.319 0.363 0.001 0.001 0.001 0.998 0.674 0.326 0.996 0.001 0.001 0.001 0.244 0.378 0.378

FEM -79.314 79.314 -23.204 23.204 -306.723 274.018 -59.894 59.894

BAL 25.270 25.270 28.774 -0.037 -0.032 -0.032 -56.007 191.1489 92.3692 -213.312 -0.256 -0.256 -0.300 -14.586 -22.654 -22.654

COM -0.018 14.387 95.574 -28.004 -106.656 46.185 -7.293 -0.150

BAL 0.006 0.006 0.007 -0.072 -0.064 -0.064 -109.762 90.7879 43.8716 -38.744 -0.047 -0.047 -0.055 0.037 0.057 0.057

COM -0.036 0.003 -19.372 -54.881 -19.372 -54.881 0.018 -0.027

BAL 0.012 0.012 0.013 0.013 0.011 0.011 19.333 50.0615 24.1913 54.654 0.066 0.066 0.077 0.007 0.010 0.010

COM 0.006 0.007 27.327 9.667 27.327 9.667 0.003 0.038

BAL -0.002 -0.002 -0.002 -0.018 -0.016 -0.016 -27.284 -24.9414 -12.0525 -9.633 -0.012 -0.012 -0.014 -0.009 -0.015 -0.015

FEM 25.285 25.285 -50.571 93.596 -0.101 -0.101 -93.394 257.044 -257.044 67.954 -0.248 -0.248 -67.457 45.203 -22.601 -22.601

4

9.670 0.038

1 3 6 8

-79.314 56.109 214.124 59.894

38.892 -0.150

-0.036 -19.369

-0.018 109.962

0.006 27.334

-54.863 -0.027


36/88

MAB MAB = -67.457 kN-m

M0 M1 = 11.33 kN-m

MBA MBA = 45.203 kN-m


37/88

Design of Steel Beam SB-1

1.0 Design Criteria

This calculation is for the design of the continuous beam SB-3 of the 2nd Floor for the proposed

2-Storey Residence with Penthouse

Specifications

Design References



Design Aids

Microsoft Excel

Design Loads

Dead Loads


Ceilings = 0.25 Kpa




Live Loads


Materials Property

Steel I-Beam

Minimum Yield Stress of I-Beam Fy = 248.4 Mpa

2.0 Analysis


Negative Moment MU = 257.0435052 kN-m

Design of Beam

Design Constants


Allowable Stress Fb = Mpa

Computation of SXREQ'D

1.1

1.1.1

1.1.2

1.2

1.2.1

1.2.2

1.3

1.3.1

3.1

3.2

257.043505

163.944

3.2.1

A C 170.10 90.95 E G

4.65 m 2.67 m

1 5.12 m 3 3.17 6.56 m 6 4.97 m 8

B D F H

1.4 m

29.88 kN/m37.49 kN/m 30.04 kN/m

1


38/88

SXREQ'D = M / Fb SXREQ'D = 1,567,873.82 mm3

Try Steel Member

SXSUPP = SX of W18 x 106 = 3,343,000.00 mm3

Fbactual = M / SXSUPP Fbactual = 76.8901 Mpa

SECTION IS SAFE

3.2.2

2


39/88

Design of Continuous Beam B-2 (200 mm x 400 mm)

1.0 Design Criteria

This calculation is for the design of the beam B-1 of the proposed 2-storey residential

SpecificationsDesign References



Design Aids

Microsoft Excel

Design Loads

Dead Loads


Ceilings = 0.25 Kpa


Movable Partitions = 1.00 KpaSuper-Imposed Dead Load (Total) = 1.75 Kpa

Live Loads


Materials Property

Concrete


Steel



Modulus of Elasticity ES = 200,000 Mpa


2.0 Load Computations

Span AB









Load WL = W * S / 3

1.1

1.1.1

1.1.2

1.2

1.2.1

2.1.2

1.2.2

1.3

1.3.1

1.3.2

1.3.3

2.2

1


40/88







Total Weight Carried by Span AB WT = 17.698 kN/m

WT = S of Loads

Span BC

Load P due to B4 PB-4 = 153.45 kN/m

Distance of P from B a = 1.84 m

Distance of P from C b = 2.07 m






Dead Load = DL * 1.4w

DL = 2.45 kN/m

2



Load WL = W * S / 3









Load WL = W * S / 3







Total Weight Carried by Span BC WT = 16.648 kN/m

WT = S of Loads

Span CD






2.1.2

2.1.2

2.1.3

2.1.4

2.1

2.1.1

2.1.2

2.1.3

2.1.4

2.1

2


41/88




Load WL = W * S / 3









Load WL = W * S / 3 * {[3 - (S / L)2] / 2}





Depth of Beam less slab d = 0.275 mWt. Beam = Unit Wt. Of Conc. * b * d * 1.4

Total Weight Carried by Span CD WT = 23.575 kN/m

WT = S of Loads

Span DE









Load WL = W * S / 3









Load WL = W * S / 3





2.1.1

2.1.3

2.1.4

2.1

2.1.3

2.1.2

2.1.2

3


42/88



Total Weight Carried by Span DE WT = 21.740 kN/m

WT = S of Loads

Span EF

Load P due to B4 PB-4 = 153.45 kN

Distance of P from E a = 2.33 mDistance of P from F b = 1.90 m









Load WL = W * S / 3 * {[3 - (S / L)2] / 2}







Total Weight Carried by Span EF WT = 10.674 kN/m

WT = S of Loads

Span FG





Slab Load = tS

* Unit Wt. Of Conc. * 1.4 wL

= 4.20kN/m

2




Load WL = W * S / 3 * {[3 - (S / L)2] / 2}




2.1.4

2.2

2.1.1

2.1.4

2.2

2.1.1

2.1.3

2.1.1

2.1.3

4


43/88




Total Weight Carried by Span FG WT = 11.724 kN/m

WT = S of Loads

3.0 Analysis

2.1.4

5


44/88

1

3

5

7

9

11

13

156.8

0kN

0.0

0

kN

1.8

4m

.m

A

2.4

5m

B

3.9

1

m

C

3.2

0

m

D

2.9

0

m

E

4.2

3

m

F

2.6

6

m

G

2

4

6

8

10

12

14

2.0

7m

.m

16.6

8kN/m

16.2

0kN/m

15.2

2kN/m

17.9

7kN

/m

28.9

7kN/m

15.9

4kN/m

6


45/88

Maximum Shear Computation

See FEM Computation VMAX = 109.7772 kN


Negative Moment

Moment Due to Loads MV = 92.12 kN-m USE

Moment Due to Earthquake MEQ = kN-m

MD = (MV + MEQ) * .75 MD = 69.0872 kN-m

Positive Moment MU = 92.862 kN-m

Negative Steel Reinforcement

Design Constants



Rebar Yield Strength fy = Mpa (Gr. 60)


b1 =

Width b = mm

Height h = mm




w - 0.59w2 = 0.152608

w = 1.525341

w = 0.169574

Computation ofrREQ

rMIN = 1.4 / fy rMIN = 0.0051




AREQ = r * b * d AREQ = 1148.787 mm2

As = p * db2

/ 4 As = 201.0619 mm2

n =AREQ / As n = 6


Positive Steel Reinforcement

Design Constants




Reduction factor = (for flexure)

3.1

3.2

3.3

92.12

20.7

275

3.3.2

3.3.3

0.90

0.85

250

400

360.0

3.3.1

20.7

275

0.90

3.4

92.862

7


46/88

b1 =

Width b = mm

Height h = mm



MU = bd2f'cw(1-0.59w)

w - 0.59w2 = 0.153844

w = 1.523795

w = 0.17112

Computation ofrREQ

rMIN = 1.4 / fy rMIN = 0.0051




AREQ = r * b * d AREQ = 1159.263 mm2

As = p * db2

/ 4 As = 201.0619 mm2

n =AREQ / As n = 6


Check for Shear

Design Constants

Maximum Shear VMAX = kN




Width b = mm

Height h = mm


Stirrups = mm

Av = mm2

Computation of VU

VU = VMAX - (WT * d) VU = 101.2902 KN


Actual VC = VU / (.85 * b * d) Actual VC = 1.324055 Mpa

Allowable VC

0.85

250

400

360.0

3.4.1

3.4.2

3.3.3

20.7

275

0.85

250

400

360.0

3.5

109.777186

12.0

113.097336

3.5.1

3.5.2

3.5.3

8


47/88

Allow VC = .17 * f'c Allow VC = 0.773453 Mpa

Computation for Stirrups

SACTUAL =Av * fy / ((VC - V) * b) SACTUAL = 451.8948 mm

"Use 10mm Stirrups @ 200 mm O.C."

Prepared By:



3.5.4

9


48/88

FIXED END MOMENT COMPUTATIONS FOR CONTINUOUS BEAM B-2

1.0 Compute K = 1 / L

Span Length AB = 2.45 m

Span Length BC = 3.91 m

Span Length CD = 3.20 m

Span Length DE = 2.90 m

Span Length EF = 4.23 mSpan Length FG = 2.66 m

KAB = KBA = I / L = 0.000544



KBC = KCB = I / L = 0.000341



KCD = KDC = I / L = 0.000417



KDE = KED = I / L = 0.00046



KEF = KFE = I / L = 0.000315



KFG = KGF = I / L = 0.000501



KC1(GF TO 2F) = I / L = 0.000274



Height of Column (GF to 2F) L = 5.830 m

KC2(GF TO 2F) = I / L = 0.000274



Height of Column (2F to Attic) L = 5.830 m

KC1(2F TO ATTIC) = I / L = 0.0005



Height of Column (Attic to Roof) L = 3.200 m

KC2(2F TO ATTIC) = I / L = 0.0005



Height of Column (Attic to Roof) L = 3.200 m

2.0 Compute DF

Joint A

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

1.10

2.1


49/88

SKA = KA1 + KA2 + KAB SKA = 0.001319

DFA1 = KA1 / SKA DFA1 = 0.379173

DFA2 = KA2 / SKA DFA2 = 0.208122

DFAB = KAB / SKA DFAB = 0.412705

Joint B

SKB = KBA + KB3 + KB4 + KBC SKB = 0.00166

DFBA = KBA / SKB DFBA = 0.327908DFB3 = KB3 / SKB DFB3 = 0.301265

DFB4 = KB4 / SKB DFB4 = 0.16536

DFBC = KA"C / SKA" DFBC = 0.205467

Joint C

SKC = KCB + KB4 + KB5 + KCD SKC = 0.001532

DFCB = KCB / SKC DFCB = 0.222572

DFC5 = KC5 / SKC DFC5 = 0.326346

DFC6 = KC6 / SKC DFC6 = 0.179127

DFCD = KCD / SKC DFCD = 0.271955

Joint DSKD = KDC + KD7 + KD8 + KDE SKD = 0.001651

DFDC = KDC / SKD DFDC = 0.252391

DFD7 = KD7 / SKD DFD7 = 0.302869

DFD8 = KD8 / SKD DFD8 = 0.16624

DFDE = KDE / SKD DFDE = 0.2785

Joint E

SKE = KED + KE9 + KE10 + KEF SKE = 0.002

DFED = KED / SKE DFED = 0.296737

DFE9 = KE9 / SKE DFE9 = 0.322701

DFE10 = KE10 / SKE DFE10 = 0.177126

DFEF = KEF / SKE DFEF = 0.203436

Joint F

SKF = KFE + KF11 + KF12 + KFG SKF = 0.002

DFFE = KFE / SKF DFFE = 0.198132

DFF11 = KF11 / SKF DFF11 = 0.314287

DFF12 = KF12 / SKF DFF12 = 0.172507

DFFG = KFG / SKF DFFG = 0.315074

Joint G

SKG = KCA" + KG13 + KG14 SKG = 0.001276

DFGF = KGF / SKG DFGF = 0.392925

DFG13 = KG13 / SKG DFG13 = 0.391943

DFG14 = KG14 / SKG DFG14 = 0.215132

2.3

2.4

2.5

2.2

2.6

2.3


50/88

3.0 Compute Fixed End Moment

Compute Fixed End Moment for Span AB


A 2.45 m B

Span Length AB LAB = 2.45 m

FEMAB = (WT * LAB2

/ 12) FEMAB = 8.852687 kN-m

FEMBA = (WT * LAB2

/ 12) FEMBA = 8.852687 kN-m

Compute Fixed End Moment for Span BC


Load P due to B4 P = 153.45 kN

153.45 kN

1.84 m 2.07 m

B 3.91 m C

Span Length BC LBC = 3.91 m

Distance of Load P from B aBC = 1.84 m

Distance of Load P from C bBC = 2.07 m

FEMBC = (WT * LBC2 / 12) FEMBC = 100.3467 kN-m

(P * aBC * bBC2

/ LBC2)

FEMCB = (WT * LBC2

/ 12) FEMCB = 91.55372 kN-m

(P * aBC2

* bBC / LBC2)

Compute Fixed End Moment for Span CD


C 3.20 m D

Span Length CD LCD = 3.20 m

FEMCD = (WT * LCD2

/ 12) FEMCD = 20.11725 kN-m

FEMDC = (WT * LCD2

/ 12) FEMDC = 20.11725 kN-m

3.3

3.1

3.2

19.37kN/m

18.11 kN/m

25.28 kN/m


51/88

Compute Fixed End Moment for Span DE


D 2.90 m E

Span Length DE LDE = 2.90 m

FEMDE = (WT * LDE2

/ 12) FEMDE = 15.23612 kN-m

FEMED = (WT * LDE2

/ 12) FEMED = 15.23612 kN-m

Compute Fixed End Moment for Span EF


Load P due to PC-2 P = 153.45 kN

153.45

2.33 m 1.90 m

E 4.23 m F

Span Length EF LAB = 4.23 m

Distance of Load P from E aAA" = 2.33 m

Distance of Load P from F bAA" = 1.90 m

FEMEF = (WT * LEF2

/ 12) FEMEF = 88.05246 kN-m

FEMFE = (WT * LEF2 / 12) FEMFE = 104.3782 kN-m

Compute Fixed End Moment for Span FG


E 2.66 m F

Span Length FG LFG = 2.66 m

FEMFG = (WT * LFG2 / 12) FEMFG = 6.912814 kN-m

FEMGF = (WT * LFG2

/ 12) FEMGF = 6.912814 kN-m

3.4

3.5

3.6

23.38 kN/m

11.93 kN/m

13.19 kN/m


52/88

4.0 Maximum Shear and Moment Computation

Compute Moment at Supports using FEM Method4.1

JOINT

MEMBERS

A1

A2

AB

BA

B3

B4

BC

CB

C5

C6

CD

DC

D7

D8

DE

ED

E9

E10

EF

FE

F11

F12

FG

GF

F13

F14

DF

0.3

79

0.2

08

0.4

13

0.3

28

0.3

01

0.1

65

0.2

05

0.2

23

0.3

26

0.1

79

0.2

72

0.2

52

0.3

03

0.1

66

0.2

79

0.2

97

0

.323

0.1

77

0.2

03

0.1

98

0.3

14

0.1

73

0.3

15

0.3

93

0.3

92

0.2

15

FEM

-8.8

53

8.8

53

-100.3

47

91.5

54

-20.1

17

20.1

17

-15.2

36

15.2

36

-88.0

52

104.3

78

-6.9

13

6.9

13

BAL

3.3

57

1.8

42

3.6

54

30.0

02

27.5

64

15.1

29

18.7

99

-15.9

00

-23.3

13

-12.7

9

6

-19.4

28

-1.2

32

-1.4

78

-0.8

11

-1.3

59

21.6

07

23.4

98

12.8

98

14.8

14

-19.3

11

-30.6

32

-16.8

13

-30.7

09

-2.7

16

-2.7

09

-1.4

87

COM

15.0

01

1.8

27

-7.9

50

9.3

99

-0.6

16

-9.7

14

10.8

04

-0.6

80

-9.6

55

7.4

07

-1.3

58

-15.3

54

BAL

-5.6

88

-3.1

22

-6.1

91

2.0

08

1.8

45

1.0

13

1.2

58

-1.9

55

-2.8

66

-1.5

73

-2.3

89

-0.2

75

-0.3

30

-0.1

81

-0.3

04

3.0

67

3

.335

1.8

31

2.1

03

-1.1

98

-1.9

01

-1.0

43

-1.9

06

6.0

33

6.0

18

3.3

03

COM

1.0

04

-3.0

95

3.0

17

0.6

29

0.0

00

-1.1

94

0.0

00

-0.1

52

0.0

00

1.0

51

0.0

00

0.6

29

BAL

-0.3

81

0.0

00

-0.4

14

0.0

26

0.0

24

0.0

13

0.0

16

-0.1

40

-0.2

05

-0.1

13

-0.1

71

0.3

01

0.3

62

0.1

99

0.3

33

0.0

45

0

.049

0.0

27

0.0

31

-0.2

08

-0.3

30

-0.1

81

-0.3

31

-0.2

47

-0.2

47

-0.1

35

COM

0.0

13

-0.2

07

-0.1

24

0.0

08

0.0

00

-0.0

86

0.0

00

0.1

66

0.0

00

0.0

15

0.0

00

0.0

08

BAL

-0.0

05

0.0

00

-0.0

05

0.1

08

0.1

00

0.0

55

0.0

68

-0.0

02

-0.0

03

-0.0

01

-0.0

02

0.0

22

0.0

26

0.0

14

0.0

24

-0.0

49

-0

.054

-0.0

29

-0.0

34

-0.0

03

-0.0

05

-0.0

03

-0.0

05

-0.0

03

-0.0

03

-0.0

02

COM

0.0

54

-0.0

03

-0.0

02

0.0

34

0.0

00

-0.0

01

0.0

00

0.0

12

0.0

00

-0.0

17

0.0

00

0.0

34

BAL

-0.0

21

0.0

00

-0.0

22

0.0

01

0.0

01

0.0

01

0.0

01

-0.0

08

-0.0

11

-0.0

06

-0.0

09

0.0

00

0.0

00

0.0

00

0.0

00

-0.0

04

-0

.004

-0.0

02

-0.0

02

0.0

03

0.0

05

0.0

03

0.0

05

-0.0

13

-0.0

13

-0.0

07

COM

0.0

01

-0.0

11

-0.0

07

0.0

00

0.0

00

-0.0

05

0.0

00

0.0

00

0.0

00

-0.0

01

0.0

00

0.0

00

BAL

0.0

00

0.0

00

0.0

00

0.0

06

0.0

05

0.0

03

0.0

04

0.0

00

0.0

00

0.0

00

0.0

00

0.0

01

0.0

01

0.0

01

0.0

01

0.0

00

0

.000

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

COM

0.0

03

0.0

00

0.0

00

0.0

02

0.0

00

0.0

00

0.0

00

0.0

01

0.0

00

0.0

00

0.0

00

0.0

02

BAL

-0.0

01

0.0

00

-0.0

01

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

-0.0

01

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0

.000

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

-0.0

01

-0.0

01

0.0

00

COM

0.0

00

-0.0

01

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

BAL

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0

.000

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

FEM

-2.7

39

-1.2

80

4.2

42

39.5

14

29.5

39

16.2

14

-85.2

66

83.6

22

-26.3

99

-14.4

9

0

-42.7

33

7.9

35

-1.4

19

-0.7

79

-5.7

37

39.2

50

26.8

24

14.7

23

-80.7

97

92.1

16

-32.8

63

-18.0

38

-41.2

16

-4.7

16

3.0

45

1.6

71

0.0

00

0.0

02

0.0

00

-0.0

01

0.0

00

0.0

00

0.0

00

0.0

00

0.0

00

0.0

03

0.0

00

0.0

02

0.0

00

0.0

01

-0.0

17

0.0

34

0.0

01

-0.0

18

0.0

00

-0.0

05

0.0

00

-0.0

01

0.0

00

0.0

54

-0.0

04

0.0

34

-0.0

01

0.0

12

0.6

29

0.0

13

-0.3

31

0.0

08

-0.0

86

0.1

66

0.0

15

0.0

08

1.0

04

-0.0

79

0.6

29

-1.1

94

-0.1

52

1.0

51

6.9

13

15.0

01

-6.1

23

8.7

84

1.0

90

-10.3

35

6.0

49

-15.3

54

-8.8

53

-91.4

94

71.4

36

4.8

81

-72.8

16

97.4

65

G

A

B

C

D

E

F


53/88

Isolate Span EF

Total Loads WT = 1

Structural Computations - SHAP (Version 2)

Documents

Transcript of Structural Computations - SHAP (Version 2)