Structural Computations - SHAP (Version 2)

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

1.1 Specifications 1.1.1 Design References National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical Structures Fifth Edition 2001 1.1.2 Design Aids Microsoft Excel 1.2 Design Loads 1.2.1 Dead Loads Reinforced Concrete Unit Weight Ceilings Floor Finishes Movable Partitions Super-Imposed Dead Load (Total)

= = = = =

24 0.25 0.50 1.00 1.75

kN/m3 Kpa Kpa Kpa Kpa

=

2.0

Kpa

20.7

Mpa

1.2.2 Live Loads Second Floor 1.3 Materials Property 1.3.1 Concrete Concrete Compressive Strength

f'c

=

1.3.2 Steel Rebar Diameter

db

=

12

mm

fy

=

275

Mpa

=

20

mm

Reinforcing bar Yield strength 1.3.3 Concrete Cover

2.0 Computation of Slab Thickness 2.1 Moment Coefficients for Two Way Slab 2.2 Slab Thickness Consider Panel F as Critical Panel Short Span Long Span Min t = [2 * (S + L)] / 180

S L

= =

4.56 m 5.00 m Min t = 0.106222 mm Min t must not be less than 90 mm try t = 125 mm

3.0 Load Computations (consider 1 m strip) 3.1 Weight of slab

=

tS * Unit Wt. Concrete * 1.4

Thickness of slab

1

WS

=

3.42

tS

=

0.125

kN/m2 m

Grade 40

3.2 Dead Load SDL =

SDL * 1.4

LL =

LL * 1.7

=

2.450

kN/m2

=

3.400

kN/m2

WT

=

9.270

kN/m2

MU

=

13.686

kN-m

SDL

3.3 Live Load LL

3.2 Total Loads W T = S of Loads 4.0 Analysis 4.1 Maximum Moment Computation MU = CMAX * W T * SMAX2 * 1 m 4.3 Check t considering flexure Design Constants Ultimate Moment Conc. Comp. Strength Rebar Yield Strength Reduction factor

MU f'c fy f b1

= = = = =

13.6857237 20.7 275 0.90 0.85

b t d d

= = = =

1000 125 99.0 87.0

Width Thickness Effective depth

4.3.1 Computation of w MU = fbd2f'cw(1-0.59w) w - 0.59w2 = w = w =

mm mm mm mm use w

0.097055 1.591558 0.103357

2

kN-m Mpa Mpa Grade 40 (for flexure)

=

0.103357

4.3.2 Computation of rREQ rMIN = 1.4 / fy

rMIN

=

0.005091

rREQ = w * f'c / fy

rREQ

=

0.00778

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

rMAX

=

0.027969

SAFE

t = 125mm is safe for Flexure 4.4 Check for Shear Design Constants Total Weight Conc. Comp. Strength Rebar Yield Strength Reduction factor

W f'c fy f

= = = =

9.270 20.7 275 0.85

kN/m2 Mpa Mpa Grade 40 (for shear)

Width Height Effective depth

b h dS

= = =

1000 125 99.0

mm mm mm

dL

=

87.0

mm

Consider Short Span 4.4.1 Computation of VS Vs = W * S / 3 * 1 m 4.4.2 Computation of Actual V Actual VC = VS / (.85 * b * d)

Vs

=

14.0904 kN

Actual VC

=

0.167444 Mpa

Allow VC

=

0.773453

4.4.3 Allowable VC Allow VC = .17 * √ f'c

Actual V is less than allowable V, t = 125 mm is safe for shear Consider Long Span 4.4.1 Computation of VS Vs = W * S / 3 * [(3 - m2) / 2] * 1m 4.4.2 Computation of Actual V Actual VC = VS / (.85 * b * d)

Vs

=

15.2758 kN

Actual VC

=

0.206569 Mpa

Allow VC

=

0.773453


Actual V is less than allowable V, t = 125 mm is safe for shear Prepared By:

Engr. Jose J. Oriola, Jr. Civil Engineer - Lic. No.

3

5.0 Computation for Spacing Design Constants : Total Load Conc. Comp. Strength f'c Rebar Yield Strength, fy Reduction Factor F Reduction Factor b1 One-meter strip, b Slab Thickness, tS

9.27 20.7 275 0.90 0.85 1000 125

Using 12mm dia. Bar, AS

113.10

kN/m2 Mpa Mpa for flexure mm mm mm2

PANEL A

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.057

10.9871303

0.0624758

0.004702725

rMIN = 1.4 / fy

rMAX

ASMIN = Computed S in m .0018 * b * t

Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.56

0.028

5.397186816

0.0300929

0.002265176

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.043

8.288536896

0.0466792

0.003513669

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.049

9.445076928

0.0698609

0.005258621

0.00509 0.02796919

0.005258621

457.500047

225

0.24720727

0.24

S

=

4.56

0.025

4.8189168

0.0348925

0.002626453

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.037

7.131996864

0.0521845

0.003928068

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL B

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

9.252320256

0.0522848

0.00393562

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.56

0.024

4.626160128

0.0257265

0.0019365

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

6.939240192

0.0388966

0.002927852

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

7.903023552

0.0580326

0.004368276

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.56

0.021

4.047890112

0.0292097

0.002198694

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

5.975456832

0.043492

0.003273761

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C.

0.375

PANEL C

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

rMIN = 1.4 / fy

rMAX

USE

AREQ = r * b * d


Adopted S in m

0.048

9.252320256

0.0522848

0.00393562

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.56

0.024

4.626160128

0.0257265

0.0019365

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

6.939240192

0.0388966

0.002927852

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

7.903023552

0.0580326

0.004368276

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.56

0.021

4.047890112

0.0292097

0.002198694

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

5.975456832

0.043492

0.003273761

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL D

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.057

10.9871303

0.0624758

0.004702725

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.56

0.028

5.397186816

0.0300929

0.002265176

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.043

8.288536896

0.0466792

0.003513669

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.049

9.445076928

0.0698609

0.005258621

0.00509 0.02796919

0.005258621

457.500047

225

0.24720727

0.24

S

=

4.56

0.025

4.8189168

0.0348925

0.002626453

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.037

7.131996864

0.0521845

0.003928068

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL E

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

9.456334416

0.0534765

0.004025321

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.61

0.024

4.728167208

0.0263028

0.001979884

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.092250812

0.0397754

0.002994

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.077285647

0.0593604

0.004468221

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.61

0.021

4.137146307

0.0298655

0.00224806

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.107215977

0.0444775

0.003347946

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

PANEL F

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.88027868

0.0443164

0.003335819

0.030

5.91020901

0.0330112

0.033

6.501229911

0.025

4.925174175

S

=

4.61

dS

=

99

Long Span S

=

4.61

dL

=

87

rMIN = 1.4 / fy

rMAX


AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002484845

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.047432

0.003570334

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.0356788

0.002685639

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL G

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.88027868

0.0443164

0.003335819

0.030

5.91020901

0.0330112

0.033

6.501229911

0.047432

0.025

4.925174175

0.0356788

S

=

4.61

dS

=

99

Long Span S

=

4.61

dL

=

87

Adopted S in m

USE

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002484845

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.003570334

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.002685639

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL H

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

9.456334416

0.0534765

0.004025321

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.61

0.024

4.728167208

0.0263028

0.001979884

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.092250812

0.0397754

0.002994

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.077285647

0.0593604

0.004468221

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.61

0.021

4.137146307

0.0298655

0.00224806

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.107215977

0.0444775

0.003347946

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

PANEL I

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

rMIN = 1.4 / fy

rMAX

USE

AREQ = r * b * d


Adopted S in m

0.048

9.456334416

0.0534765

0.004025321

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.61

0.024

4.728167208

0.0263028

0.001979884

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.092250812

0.0397754

0.002994

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.077285647

0.0593604

0.004468221

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.61

0.021

4.137146307

0.0298655

0.00224806

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.107215977

0.0444775

0.003347946

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL J

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.88027868

0.0443164

0.003335819

0.030

5.91020901

0.0330112

0.033

6.501229911

0.047432

0.025

4.925174175

0.0356788

S

=

4.61

dS

=

99

Long Span S

=

4.61

dL

=

87

rMIN = 1.4 / fy

rMAX


AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002484845

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.003570334

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.002685639

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

PANEL K

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.88027868

0.0443164

0.003335819

0.030

5.91020901

0.0330112

0.033

6.501229911

0.047432

0.025

4.925174175

0.0356788

S

=

4.61

=

99

Long Span S

=

4.61

dL

=

87

Adopted S in m

USE


dS

0.375

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002484845

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.003570334

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.002685639

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

PANEL L

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

rMIN = 1.4 / fy

rMAX

USE

AREQ = r * b * d


Adopted S in m

0.048

9.456334416

0.0534765

0.004025321

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.61

0.024

4.728167208

0.0263028

0.001979884

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.092250812

0.0397754

0.002994

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.077285647

0.0593604

0.004468221

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.61

0.021

4.137146307

0.0298655

0.00224806

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.107215977

0.0444775

0.003347946

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL M

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

9.456334416

0.0534765

0.004025321

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.61

0.024

4.728167208

0.0263028

0.001979884

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.092250812

0.0397754

0.002994

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.077285647

0.0593604

0.004468221

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.61

0.021

4.137146307

0.0298655

0.00224806

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.107215977

0.0444775

0.003347946

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL N

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.88027868

0.0443164

0.003335819

0.030

5.91020901

0.0330112

0.033

6.501229911

0.047432

0.025

4.925174175

0.0356788

S

=

4.61

dS

=

99

Long Span S

=

4.61

dL

=

87

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002484845

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.003570334

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.002685639

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

PANEL O

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.88027868

0.0443164

0.003335819

0.030

5.91020901

0.0330112

0.033

6.501229911

0.025

4.925174175

S

=

4.61

dS

=

99

Long Span S

=

4.61

dL

=

87

rMIN = 1.4 / fy

rMAX


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002484845

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.047432

0.003570334

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.0356788

0.002685639

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL P

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

9.456334416

0.0534765

0.004025321

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.61

0.024

4.728167208

0.0263028

0.001979884

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.092250812

0.0397754

0.002994

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.077285647

0.0593604

0.004468221

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.61

0.021

4.137146307

0.0298655

0.00224806

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.107215977

0.0444775

0.003347946

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL Q

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

8.8113204

0.0497149

0.003742179

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.45

0.024

4.4056602

0.024482

0.001842826

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

6.6084903

0.0370003

0.00278511

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

7.526336175

0.0551701

0.004152805

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.45

0.021

3.854952675

0.0277938

0.002092118

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

5.690644425

0.0413657

0.003113713

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

PANEL R

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.342767

0.0412162

0.003102456

0.030

5.50707525

0.0307171

0.033

6.057782775

0.025

4.589229375

S

=

4.45

dS

=

99

Long Span S

=

4.45

dL

=

87

rMIN = 1.4 / fy

rMAX


AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002312163

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.0441076

0.003320103

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.0331955

0.002498712

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL S

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.342767

0.0412162

0.003102456

0.030

5.50707525

0.0307171

0.033

6.057782775

0.0441076

0.025

4.589229375

0.0331955

S

=

4.45

dS

=

99

Long Span S

=

4.45

dL

=

87

Adopted S in m

USE

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002312163

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.003320103

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.002498712

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL T

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

8.8113204

0.0497149

0.003742179

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.45

0.024

4.4056602

0.024482

0.001842826

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

6.6084903

0.0370003

0.00278511

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

7.526336175

0.0551701

0.004152805

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.45

0.021

3.854952675

0.0277938

0.002092118

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

5.690644425

0.0413657

0.003113713

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

PANEL U

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

rMIN = 1.4 / fy

rMAX

USE

AREQ = r * b * d


Adopted S in m

0.057

11.42511278

0.0650697

0.004897974

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.65

0.028

5.6123361

0.0313155

0.002357204

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.043

8.618944725

0.0485965

0.00365799

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.049

9.821588175

0.0727764

0.005478075

0.00509 0.02796919

0.005478075

476.5925113

225

0.23730406

0.23

S

=

4.65

0.025

5.011014375

0.0363145

0.002733494

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.037

7.416301275

0.0543359

0.00409001

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL V

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

9.6211476

0.0544405

0.004097885

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.65

0.024

4.8105738

0.0267687

0.002014954

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.2158607

0.040486

0.00304749

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.218063575

0.0604347

0.004549085

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.65

0.021

4.209252075

0.0303957

0.00228797

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.213657825

0.0452746

0.003407943

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL W

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

9.6211476

0.0544405

0.004097885

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.65

0.024

4.8105738

0.0267687

0.002014954

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.2158607

0.040486

0.00304749

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.218063575

0.0604347

0.004549085

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.65

0.021

4.209252075

0.0303957

0.00228797

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.213657825

0.0452746

0.003407943

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

PANEL X

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

rMIN = 1.4 / fy

rMAX

USE

AREQ = r * b * d


Adopted S in m

0.057

11.42511278

0.0650697

0.004897974

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.65

0.028

5.6123361

0.0313155

0.002357204

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.043

8.618944725

0.0485965

0.00365799

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.049

9.821588175

0.0727764

0.005478075

0.00509 0.02796919

0.005478075

476.5925113

225

0.23730406

0.23

S

=

4.65

0.025

5.011014375

0.0363145

0.002733494

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.037

7.416301275

0.0543359

0.00409001

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

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


= = = = =

24 0.25 0.50 1.00 1.75


=

2.0

Kpa

20.7

Mpa


f'c

=

1.3.2 Steel Rebar Diameter

db

=

12

mm

fy

=

275

Mpa

=

20

mm

Reinforcing bar Yield strength 1.3.3 Concrete Cover

2.0 Computation of Slab Thickness 2.1 Moment Coefficients for Two Way Slab 2.2 Slab Thickness Consider Panel F as Critical Panel Short Span Long Span Min t = [2 * (S + L)] / 180

S L

= =

5.00 m 6.91 m Min t = 0.132333 mm Min t must not be less than 90 mm try t = 125 mm

3.0 Load Computations (consider 1 m strip) 3.1 Weight of slab

=

tS * Unit Wt. Concrete * 1.4

Thickness of slab

1

WS

=

3.42

tS

=

0.125

kN/m2 m

Grade 40

3.2 Dead Load SDL =

SDL * 1.4

LL =

LL * 1.7

=

2.450

kN/m2

=

3.400

kN/m2

WT

=

9.270

kN/m2

MU

=

16.454

kN-m

SDL

3.3 Live Load LL

3.2 Total Loads W T = S of Loads 4.0 Analysis 4.1 Maximum Moment Computation MU = CMAX * W T * SMAX2 * 1 m 4.3 Check t considering flexure Design Constants Ultimate Moment Conc. Comp. Strength Rebar Yield Strength Reduction factor

MU f'c fy f b1

= = = = =

16.45425 20.7 275 0.90 0.85

b t d d

= = = =

1000 125 99.0 87.0

Width Thickness Effective depth

4.3.1 Computation of w MU = fbd2f'cw(1-0.59w) w - 0.59w2 = w = w =


mm mm mm mm use w

0.116688 1.568851 0.126065

2

=

0.126065

4.3.2 Computation of rREQ rMIN = 1.4 / fy

rMIN

=

0.005091

rREQ = w * f'c / fy

rREQ

=

0.009489

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

rMAX

=

0.027969

SAFE

t = 125mm is safe for Flexure 4.4 Check for Shear Design Constants Total Weight Conc. Comp. Strength Rebar Yield Strength Reduction factor

W f'c fy f

= = = =

9.270 20.7 275 0.85

kN/m2 Mpa Mpa Grade 40 (for shear)


b h dS

= = =

1000 125 99.0

mm mm mm

dL

=

87.0

mm

Consider Short Span 4.4.1 Computation of VS Vs = W * S / 3 * 1 m 4.4.2 Computation of Actual V Actual VC = VS / (.85 * b * d)

Vs

=

15.45

kN

Actual VC

=

0.183601 Mpa

Allow VC

=

0.773453


Actual V is less than allowable V, t = 125 mm is safe for shear Consider Long Span 4.4.1 Computation of VS Vs = W * S / 3 * [(3 - m2) / 2] * 1m 4.4.2 Computation of Actual V Actual VC = VS / (.85 * b * d)

Vs

=

19.13034 kN

Actual VC

=

0.258693 Mpa

Allow VC

=

0.773453


Actual V is less than allowable V, t = 125 mm is safe for shear Prepared By:


3

5.0 Computation for Spacing Design Constants : Total Load Conc. Comp. Strength f'c Rebar Yield Strength, fy Reduction Factor F Reduction Factor b1 One-meter strip, b Slab Thickness, tS

9.27 20.7 275 0.90 0.85 1000 125

Using 12mm dia. Bar, AS

113.10

kN/m2 Mpa Mpa for flexure mm mm mm2

PANEL A

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.057

10.9871303

0.0624758

0.004702725

rMIN = 1.4 / fy

rMAX


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.56

0.028

5.397186816

0.0300929

0.002265176

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.043

8.288536896

0.0466792

0.003513669

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.049

9.445076928

0.0698609

0.005258621

0.00509 0.02796919

0.005258621

457.500047

225

0.24720727

0.24

S

=

4.56

0.025

4.8189168

0.0348925

0.002626453

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.037

7.131996864

0.0521845

0.003928068

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL B

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

9.252320256

0.0522848

0.00393562

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.56

0.024

4.626160128

0.0257265

0.0019365

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

6.939240192

0.0388966

0.002927852

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

7.903023552

0.0580326

0.004368276

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.56

0.021

4.047890112

0.0292097

0.002198694

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

5.975456832

0.043492

0.003273761

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

PANEL C

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

rMIN = 1.4 / fy

rMAX

USE

AREQ = r * b * d


Adopted S in m

0.048

9.252320256

0.0522848

0.00393562

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.56

0.024

4.626160128

0.0257265

0.0019365

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

6.939240192

0.0388966

0.002927852

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

7.903023552

0.0580326

0.004368276

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.56

0.021

4.047890112

0.0292097

0.002198694

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

5.975456832

0.043492

0.003273761

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL D

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.057

10.9871303

0.0624758

0.004702725

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.56

0.028

5.397186816

0.0300929

0.002265176

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.043

8.288536896

0.0466792

0.003513669

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.049

9.445076928

0.0698609

0.005258621

0.00509 0.02796919

0.005258621

457.500047

225

0.24720727

0.24

S

=

4.56

0.025

4.8189168

0.0348925

0.002626453

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.037

7.131996864

0.0521845

0.003928068

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL E

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

9.456334416

0.0534765

0.004025321

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.61

0.024

4.728167208

0.0263028

0.001979884

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.092250812

0.0397754

0.002994

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.077285647

0.0593604

0.004468221

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.61

0.021

4.137146307

0.0298655

0.00224806

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.107215977

0.0444775

0.003347946

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

PANEL F

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.88027868

0.0443164

0.003335819

0.030

5.91020901

0.0330112

0.033

6.501229911

0.025

4.925174175

S

=

4.61

dS

=

99

Long Span S

=

4.61

dL

=

87

rMIN = 1.4 / fy

rMAX


AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002484845

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.047432

0.003570334

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.0356788

0.002685639

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL G

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.88027868

0.0443164

0.003335819

0.030

5.91020901

0.0330112

0.033

6.501229911

0.047432

0.025

4.925174175

0.0356788

S

=

4.61

dS

=

99

Long Span S

=

4.61

dL

=

87

Adopted S in m

USE

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002484845

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.003570334

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.002685639

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL H

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

9.456334416

0.0534765

0.004025321

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.61

0.024

4.728167208

0.0263028

0.001979884

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.092250812

0.0397754

0.002994

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.077285647

0.0593604

0.004468221

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.61

0.021

4.137146307

0.0298655

0.00224806

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.107215977

0.0444775

0.003347946

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

PANEL I

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

rMIN = 1.4 / fy

rMAX

USE

AREQ = r * b * d


Adopted S in m

0.048

9.456334416

0.0534765

0.004025321

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.61

0.024

4.728167208

0.0263028

0.001979884

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.092250812

0.0397754

0.002994

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.077285647

0.0593604

0.004468221

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.61

0.021

4.137146307

0.0298655

0.00224806

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.107215977

0.0444775

0.003347946

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL J

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.88027868

0.0443164

0.003335819

0.030

5.91020901

0.0330112

0.033

6.501229911

0.047432

0.025

4.925174175

0.0356788

S

=

4.61

dS

=

99

Long Span S

=

4.61

dL

=

87

rMIN = 1.4 / fy

rMAX


AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002484845

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.003570334

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.002685639

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

PANEL K

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.88027868

0.0443164

0.003335819

0.030

5.91020901

0.0330112

0.033

6.501229911

0.047432

0.025

4.925174175

0.0356788

S

=

4.61

=

99

Long Span S

=

4.61

dL

=

87

Adopted S in m

USE


dS

0.375

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002484845

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.003570334

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.002685639

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

PANEL L

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

rMIN = 1.4 / fy

rMAX

USE

AREQ = r * b * d


Adopted S in m

0.048

9.456334416

0.0534765

0.004025321

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.61

0.024

4.728167208

0.0263028

0.001979884

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.092250812

0.0397754

0.002994

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.077285647

0.0593604

0.004468221

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.61

0.021

4.137146307

0.0298655

0.00224806

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.107215977

0.0444775

0.003347946

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL M

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

9.456334416

0.0534765

0.004025321

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.61

0.024

4.728167208

0.0263028

0.001979884

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.092250812

0.0397754

0.002994

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.077285647

0.0593604

0.004468221

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.61

0.021

4.137146307

0.0298655

0.00224806

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.107215977

0.0444775

0.003347946

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL N

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.88027868

0.0443164

0.003335819

0.030

5.91020901

0.0330112

0.033

6.501229911

0.047432

0.025

4.925174175

0.0356788

S

=

4.61

dS

=

99

Long Span S

=

4.61

dL

=

87

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002484845

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.003570334

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.002685639

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

PANEL O

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.88027868

0.0443164

0.003335819

0.030

5.91020901

0.0330112

0.033

6.501229911

0.025

4.925174175

S

=

4.61

dS

=

99

Long Span S

=

4.61

dL

=

87

rMIN = 1.4 / fy

rMAX


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002484845

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.047432

0.003570334

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.0356788

0.002685639

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL P

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

9.456334416

0.0534765

0.004025321

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.61

0.024

4.728167208

0.0263028

0.001979884

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.092250812

0.0397754

0.002994

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.077285647

0.0593604

0.004468221

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.61

0.021

4.137146307

0.0298655

0.00224806

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.107215977

0.0444775

0.003347946

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL Q

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

8.8113204

0.0497149

0.003742179

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.45

0.024

4.4056602

0.024482

0.001842826

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

6.6084903

0.0370003

0.00278511

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

7.526336175

0.0551701

0.004152805

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.45

0.021

3.854952675

0.0277938

0.002092118

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

5.690644425

0.0413657

0.003113713

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

PANEL R

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.342767

0.0412162

0.003102456

0.030

5.50707525

0.0307171

0.033

6.057782775

0.025

4.589229375

S

=

4.45

dS

=

99

Long Span S

=

4.45

dL

=

87

rMIN = 1.4 / fy

rMAX


AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002312163

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.0441076

0.003320103

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.0331955

0.002498712

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL S

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.040

7.342767

0.0412162

0.003102456

0.030

5.50707525

0.0307171

0.033

6.057782775

0.0441076

0.025

4.589229375

0.0331955

S

=

4.45

dS

=

99

Long Span S

=

4.45

dL

=

87

Adopted S in m

USE

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.002312163

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

0.003320103

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

0.002498712

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL T

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

8.8113204

0.0497149

0.003742179

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.45

0.024

4.4056602

0.024482

0.001842826

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

6.6084903

0.0370003

0.00278511

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

7.526336175

0.0551701

0.004152805

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.45

0.021

3.854952675

0.0277938

0.002092118

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

5.690644425

0.0413657

0.003113713

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

PANEL U

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

rMIN = 1.4 / fy

rMAX

USE

AREQ = r * b * d


Adopted S in m

0.057

11.42511278

0.0650697

0.004897974

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.65

0.028

5.6123361

0.0313155

0.002357204

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.043

8.618944725

0.0485965

0.00365799

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.049

9.821588175

0.0727764

0.005478075

0.00509 0.02796919

0.005478075

476.5925113

225

0.23730406

0.23

S

=

4.65

0.025

5.011014375

0.0363145

0.002733494

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.037

7.416301275

0.0543359

0.00409001

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL V

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

9.6211476

0.0544405

0.004097885

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.65

0.024

4.8105738

0.0267687

0.002014954

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.2158607

0.040486

0.00304749

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.218063575

0.0604347

0.004549085

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.65

0.021

4.209252075

0.0303957

0.00228797

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.213657825

0.0452746

0.003407943

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

SMAX = 3 * tS SMAX = Use 10 mm dia. At 125 mm O.C. PANEL W

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

0.048

9.6211476

0.0544405

0.004097885

rMIN = 1.4 / fy

rMAX

0.375


Adopted S in m

USE

AREQ = r * b * d

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.65

0.024

4.8105738

0.0267687

0.002014954

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.036

7.2158607

0.040486

0.00304749

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.041

8.218063575

0.0604347

0.004549085

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

S

=

4.65

0.021

4.209252075

0.0303957

0.00228797

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.031

6.213657825

0.0452746

0.003407943

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

PANEL X

C

MU = C * W * S2 * 1

w

rREQ = w * f'c / fy

Short Span

rMIN = 1.4 / fy

rMAX

USE

AREQ = r * b * d


Adopted S in m

0.057

11.42511278

0.0650697

0.004897974

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

S

=

4.65

0.028

5.6123361

0.0313155

0.002357204

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

dS

=

99

0.043

8.618944725

0.0485965

0.00365799

0.00509 0.02796919

0.005090909

504

225

0.22439948

0.22

Long Span

0.049

9.821588175

0.0727764

0.005478075

0.00509 0.02796919

0.005478075

476.5925113

225

0.23730406

0.23

S

=

4.65

0.025

5.011014375

0.0363145

0.002733494

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25

dL

=

87

0.037

7.416301275

0.0543359

0.00409001

0.00509 0.02796919

0.005090909

442.9090909

225

0.25535113

0.25


0.375

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

1.1 Specifications 1.1.1 Design References National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical Structures Fifth Edition 2001 1.1.2 Design Aids Microsoft Excel 1.2 Design Loads 1.2.1 Dead Loads = = = = =

24 0.25 0.50 1.00 1.75


=

2.0

Kpa

f'c

=

20.7

Mpa

db

=

16

mm

fy

=

275

Mpa

ES

=

Reinforced Concrete Unit Weight Ceilings Floor Finishes Movable Partitions Super-Imposed Dead Load (Total) 1.2.2 Live Loads Second Floor 1.3 Materials Property 1.3.1 Concrete Concrete Compressive Strength 1.3.2 Steel Rebar Diameter Reinforcing bar Yield strength Modulus of Elasticity 1.3.3 Concrete Cover

200,000 Mpa

=

40

mm

WL

=

17.15

kN/m

tL S L wL

= = = =

0.125 5.12 5.17 4.20

m m m kN/m2

Dead Load = DL * 1.4

wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m2

WL

=

16.84

kN/m

tL S

= =

0.125 4.550

m m

2.0 Load Computations 2.2 Span 13

2.1.2 Due to Triangular Loading Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4 = LL * 1.7 Total Load = wL + wDL + wLL Load W L = W*S/3

2.1.1 Due to Trapezoidal Loading Thickness of Slab Short Span

1

Grade 40

Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4

L wL

= =

5.120 4.20

m 2 kN/m


wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m

W

=

10.05

kN/m

Wb

=

2.31

kN/m

LS b h d

= = = =

5.12 0.250 0.400 0.275

m m m m

WT

=

36.307

kN/m

WL

=

17.20

kN/m

tL S L wL

= = = =

0.125 3.17 5.24 4.20

m m m 2 kN/m


wDL

=

6.30

kN/m2

Live Load

wLL

=

5.78

kN/m2

W

=

16.28

kN/m

WL

=

10.51

kN/m

tL S L wL

= = = =

0.125 2.900 3.170 4.20

m m m kN/m2


wDL

=

2.45

kN/m

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m2

WT

=

27.710

kN/m

2.1 Span 46 2.1.1 Load P due to PC-1 Distance of P from 3 Distance of P from 6

PPC1 a b

= = =

162.41 2.520 4.040

kN m m

2.1.1 Load P due to 2B-4 Distance of P from 3

P2B-4 a

= =

87.83 3.880

kN m

= LL * 1.7 Total Load = wL + wDL + wLL Load W L = W * S / 3 * {[3 - (S / L)2] / 2}

2.1.3 Weight of beam Span Length Base of Beam Height of Beam Depth of Beam less slab Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4 2.1.4 Total Weight Carried by Span 13

2 2

W T = S of Loads 2.2 Span 34


2.1.1 Due to Trapezoidal Loading Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4 = LL * 1.7 Total Load = wL + wDL + wLL Load W L = W * S / 3 * {[3 - (S / L)2] / 2}

2.1.4 Total Weight Carried by Span 13 W T = S of Loads

2

2

2

Distance of P from 6

b

=

2.660

m

WL

=

13.00

kN/m

tL S L wL

= = = =

0.125 3.880 5.170 4.20

m m m kN/m2


wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m

W

=

10.05

kN/m

WL

=

13.62

kN/m

tL S L wL

= = = =

0.125 2.900 6.560 4.20

m m m 2 kN/m


wDL

=

2.45

kN/m

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m2

WT

=

26.621

kN/m

WL

=

12.92

kN/m

tL S L wL

= = = =

0.125 2.900 4.970 4.20

m m m kN/m2


wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m2

WL

=

13.87

kN/m

tL S L wL

= = = =

0.120 3.100 5.820 4.03

m m m kN/m2


wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m2

W

=

9.88

kN/m2

2.1.2 Due to Triangular Loading Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4 = LL * 1.7 Total Load = wL + wDL + wLL Load W L = W*S/3 2.1.1 Due to Trapezoidal Loading Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4 = LL * 1.7 Total Load = wL + wDL + wLL Load W L = W * S / 3 * {[3 - (S / L)2] / 2}

2.1.4 Total Weight Carried by Span 36 W T = S of Loads

2 2

2

2.1 Span 68

2.1.1 Due to Trapezoidal Loading Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4 = LL * 1.7 Total Load = wL + wDL + wLL Load W L = W * S / 3 * {[3 - (S / L)2] / 2} 2.1.1 Due to Trapezoidal Loading Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4 = LL * 1.7 Total Load = wL + wDL + wLL Load W L = W * S / 3 * {[3 - (S / L)2] / 2}

3

2.1.3 Weight of beam

Wb

=

2.31

kN/m

LS b h d

= = = =

4.97 0.250 0.400 0.275

m m m m

WT

=

29.097

kN/m

Span Length Base of Beam Height of Beam Depth of Beam less slab Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4 2.1.4 Total Weight Carried by Span 68 W T = S of Loads

3.0 Analysis A

C

170.10 4.65 m

37.49 kN/m 1

5.12

m

B

90.95

1.4 m

E

G

2.67 m

29.88 kN/m 3

3.17

6.56

30.04 kN/m m

6

D

4.97 m

F

3.1 Maximum Shear Computation See FEM Computation

Moment Due to Earthquake MD = (MV + MEQ) * .75

H

VMAX

=

85.58

kN

134.91

kN-m

3.2 Maximum Moment Computation Negative Moment Moment Due to Loads

MV

=

MEQ

=

kN-m

MD

=

101.1852 kN-m

MU

=

Positive Moment

135.96

3.3 Negative Steel Reinforcement Design Constants Ultimate Moment Conc. Comp. Strength Rebar Yield Strength Reduction factor


MU f'c fy f b1

= = = = =

134.91 20.7 275 0.90 0.85


b h d

= = =

250 400 352.0

mm mm mm

3.3.1 Computation of w

w

MU = fbd2f'cw(1-0.59w) w - 0.59w2 = 0.233786 w = 1.414853 w = 0.280062 3.3.2 Computation of rREQ

4

=

8

0.280062

kN-m

USE

rMIN = 1.4 / fy

rMIN

=

0.0051

rREQ = w * f'c / fy

rREQ

=

0.0211

rMAX = f*[0.85 * b 1 * f'c / fy] [600 / (600+fy)]

rMAX

=

0.0280

AREQ

=

1855.131 mm2

As = p * db2 / 4

As

=

201.0619 mm2

n = AREQ / As

n

=

10

Use

10 nos.

Singly Reinforced

3.3.3 Computation No. of Steel Bars AREQ = r * b * d

of 16 mm dia.

3.4 Positive Steel Reinforcement Design Constants Ultimate Moment Conc. Comp. Strength Rebar Yield Strength Reduction factor


MU f'c fy Ø b1

= = = = =

135.96 20.7 275 0.90 0.85


b h d

= = =

250 400 352.0

mm mm mm


w

=

0.282777

rMIN = 1.4 / fy

rMIN

=

0.0051

rREQ = w * f'c / fy

rREQ

=

0.0213

rMAX = f*[0.85 * b 1 * f'c / fy] [600 / (600+fy)]

rMAX

=

0.0280

AREQ

=

1873.113 mm2

As = p * db2 / 4

As

=

201.0619 mm2

n = AREQ / As

n

=

10

Use

10 nos.

MU = Øbd2f'cw(1-0.59w) w - 0.59w2 = 0.235599 w = 1.412139 w = 0.282777 3.4.2 Computation of rREQ

Singly Reinforced


5

of 16 mm dia.

3.5 Check for Shear Design Constants Maximum Shear Conc. Comp. Strength Rebar Yield Strength Reduction factor

VMAX f'c fy f

= = = =

85.58 20.7 275 0.85

b h d Ø Av

= = = = =

250 400 352.0 10.0 78.5398163

Width Height Effective depth Stirrups

kN Mpa Mpa Grade 40 (for shear) mm mm mm mm mm2

3.5.1 Computation of VU VU = VMAX - (W T * d)

VU

=

75.33778 KN

Actual VC

=

1.00719 Mpa

Allow VC

=

0.773453 Mpa

SACTUAL

=

739.2415 mm

SALLOWABLE

=

3.5.2 Computation of Actual V Actual VC = VU / (.85 * b * d) 3.5.3 Allowable VC Allow VC = .17 * √ f'c 3.5.4 Computation for Stirrups SACTUAL = Av * fy / ((VC - V) * b) SALLOWABLE = d / 2

176

mm

"Use 10mmØ Stirrups @ 200 mm O.C."

6

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 1.1 Specifications 1.1.1 Design References National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical Structures Fifth Edition 2001 1.1.2 Design Aids Microsoft Excel 1.2 Design Loads 1.2.1 Dead Loads Reinforced Concrete Unit Weight Ceilings Floor Finishes Movable Partitions Super-Imposed Dead Load (Total)

= = = = =

24 0.25 0.50 1.00 1.75


=

2.0

Kpa

=

248.4

Mpa

1.2.2 Live Loads Second Floor 1.3 Materials Property 1.3.1 Steel I-Beam Minimum Yield Stress of I-Beam

Fy

2.0 Analysis A

C

170.10 4.65 m

37.49 kN/m 1

5.12 m

B

90.95

1.4 m

E 2.67 m

29.88 kN/m 3

3.17

6.56

G

30.04 kN/m m

6

D

4.97 m

F

3.1 Maximum Moment Computation Negative Moment

MU

=

3.2 Design of Beam Design Constants Ultimate Moment

MU

=

Allowable Stress

Fb

=

3.2.1 Computation of SXREQ'D

1

93.3944923 kN-m 163.944 Mpa

93.39449232 kN-m

8

H

SXREQ'D = M / Fb

SXREQ'D

=

569,673.13 mm3

=

629,000.00 mm3

3.2.2 Try Steel Member SXSUPP = SX of W16 x 26 Fbactual = M / SXSUPP

Fbactual

=

148.4809

Mpa

SECTION IS SAFE

2

FIXED END MOMENT COMPUTATIONS FOR CONTINUOUS BEAM B-1 1.0 Compute K = 1 / L Span Length 13 Span Length 34 Span Length 46 Span Length 68 1.1

K13 = K31 = I / L Base of Beam Depth of Beam

= = = =

b d

5.12 3.17 6.56 4.97

m m m m

= = =

0.000208 0.200 m 0.400 m

1.2

K34 = K43 = I / L

=

0.315457

1.3

K46 = K64 = I / L

=

0.152439

1.3

K68 = K86 = I / L Base of Beam Depth of Beam

b d

= = =

0.000215 0.200 m 0.400 m

KC1(GROUND TO 2ND) = I / L Base of Column Depth of Column Height of Column (GROUND TO SECOND)

b d L

= = = =

0.000183 0.200 m 0.400 m 5.830 m

KC2(GROUND TO 2ND) = I / L Base of Column Depth of Column Height of Column (GROUND TO SECOND)

b d L

= = = =

0.000183 0.200 m 0.400 m 5.830 m

KC1(2ND TO ROOF) = I / L Base of Column Depth of Column Height of Column (2nd to Roof)

b d L

= = = =

0.000333 0.200 m 0.400 m 3.200 m

KC2(2ND TO ROOF) = I / L Base of Column Depth of Column Height of Column (2nd to Roof)

b d L

= = = =

0.000333 0.200 m 0.400 m 3.200 m

1.4

1.5

1.6

1.7

2.0 Compute DF 2.1

Joint 1 SK1 DF1A

= K1A + K1B + K13 = K1A / SK1

SK1 DF1A

=

0.000574

=

0.318606

= K1B / SK1 = K13 / SK1

DF1B

=

0.318606

DF13

=

0.362788

= K31 + K3C + K3D + K34 = K31 / SK3

SK3 DF31

=

0.316032

=

0.000659

DF3C

=

0.000579

DF3D

= K3C / SK3 = K3D / SK3

DF3D

=

0.000579

DF34

= K34 / SK3

DF34

=

0.998183

Joint 4 SK4 DF43

= K43 + K46 = K43 / SK4

SK4 DF43

=

0.468

=

0.674203

DF46

= K46 / SK4

DF46

=

0.325797

DF1B DF13 2.2

Joint 3 SK3 DF31 DF3C

0.1

2.3

Joint 6 SK6 DF63

= K63 / SK6

SK6 DF63

=

0.15302

=

0.996206

= K6E / SK6 = K6F / SK6

DF6E

=

0.001196

DF6F

DF6F

=

0.001196

DF68

= K68 / SK6

DF68

=

0.001403

= K86 + K8G + K8H = K86 / SK8

SK8 DF86

=

0.000881

=

0.243531

DF8G

= K8G / SK8

DF8G

=

0.378234

DF8H

= K8H / SK8

DF8H

=

0.378234

WT

=

36.31

kN/m

5.12

m

DF6E

2.3

= K63 + K6E + K6F + K68

Joint 8 SK8 DF86

3.0 Compute Fixed End Moment 3.1

Compute Fixed End Moment for Span 13 Total Loads

37.49 kN/m 5.12 m

1

3

L13

=

FEM31

=

WT

=

Span Length 13

FEM31 3.2

= (W T * L132 / 12)


79.31377 kN-m

27.71

kN/m

3.17

m

28.08 kN/m 3.17 m

3

4

L34

=

FEM34

=

23.20438 kN-m

WT

=

26.62121 kN/m

P1

=

162.41

kN

P2

=

87.83

kN

Span Length 34

FEM34 3.2

= (W T * L132 / 12)

Compute Fixed End Moment for Span 36 Total Loads Load P1 due to B2 Load P2 due to B2 87.83

162.41 4.65 m

1.4 m

kN 2.7 m

27.55 kN/m 3

6.56 m

6

Span Length 36 Distance of P1 from Support 3

L36

=

6.56

m

a136

=

2.52

m

Distance of P1 from Support 6

b136

=

4.04

m


a236

=

3.88

m


b236

=

2.66

m

= (W T * L362 / 12) +

FEM36

2

FEM36

=

2

2

FEM32

=

2

306.7225 kN-m

(P1 * a136 * b136 / L36 ) + ((P2 * a236 * b236 / L236 ) = (W T * L632 / 12) +

FEM63

(P1 * 3.2

2 a136

* b136 /

2 L36 )

+ ((P2 *

2 a236

274.0179 kN-m

2

* b236 / L236 )


WT

=

26.62

kN/m

4.97

m

27.55 kN/m 4.97 m

4

6

L46

=

FEM64

=

Span Length 46

= (W T * L642 / 12) +

FEM64

59.89393 kN-m

4.0 Maximum Shear and Moment Computation 4.1 Compute Moment at Supports using FEM Method 3

4

6

MEMBERS DF FEM BAL COM BAL COM

JOINT

1A 1B 0.319 0.319 -79.314 25.270 25.270 -0.018 0.006 0.006 -0.036

13 0.363 -79.314 28.774 -0.018 0.007 -0.036

31 0.001 79.314 -0.037 14.387 -0.072 0.003

3C 3D 0.001 0.001 56.109 -0.032 -0.032 109.962 -0.064 -0.064 -19.369

34 43 46 63 0.998 0.674 0.326 0.996 -23.204 23.204 -306.723 274.018 -56.007 191.1489 92.3692 -213.312 95.574 -28.004 -106.656 46.185 -109.762 90.7879 43.8716 -38.744 -19.372 -54.881 -19.372 -54.881

6E 6F 0.001 0.001 214.124 -0.256 -0.256 38.892 -0.047 -0.047 -54.863

68 0.001 -59.894 -0.300 -7.293 -0.055 0.018

86 0.244 59.894 -14.586 -0.150 0.037 -0.027

8G 8H 0.378 0.378 59.894 -22.654 -22.654 -0.150 0.057 0.057 -0.027

BAL COM BAL FEM

0.012 0.012 0.006 -0.002 -0.002 25.285 25.285

0.013 0.006 -0.002 -50.571

0.013 0.007 -0.018 93.596

0.011 0.011 27.334 -0.016 -0.016 -0.101 -0.101

19.333 27.327 -27.284 -93.394

0.066 0.066 9.670 -0.012 -0.012 -0.248 -0.248

0.077 0.003 -0.014 -67.457

0.007 0.038 -0.009 45.203

0.010 0.010 0.038 -0.015 -0.015 -22.601 -22.601

4.2

1

50.0615 24.1913 9.667 27.327 -24.9414 -12.0525 257.044 -257.044

Isolate Span 46 Total Loads Load P due to B-5

54.654 9.667 -9.633 67.954

WT P

67.457 kN-m

8

= =

29.10

kN/m kN -45.203 kN-m

30.04 kN/m 4

72.30655 kN

22.66793 kN RA = 94.97448 kN

4.97 m

6

112.660

72.307

RB =

kN

-22.6679 kN 49.639 kN

Span Length 46

L46

=

4.97

m

Distance of P from Support A

aAB

=

0

m

Distance of P from Support B

bAB

=

0

m

RB

RB

=

72.307

kN

0

kN

= (W T * LAB / 2)

4.2.1 Shear Computation VAL

VAL

=

VAR

=

85.5800 kN

VBL

VBL

=

-78.770

kN

VBR

VBR

=

0.0000

kN

VAR

4.2.2 Moment Computation

MAB

MAB

=

-67.457

kN-m

M0

M1

=

11.33

kN-m

MBA

MBA

=

45.203

kN-m

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 1.1 Specifications 1.1.1 Design References National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical Structures Fifth Edition 2001 1.1.2 Design Aids Microsoft Excel 1.2 Design Loads 1.2.1 Dead Loads Reinforced Concrete Unit Weight Ceilings Floor Finishes Movable Partitions Super-Imposed Dead Load (Total)

= = = = =

24 0.25 0.50 1.00 1.75


=

2.0

Kpa

=

248.4

Mpa

1.2.2 Live Loads Second Floor 1.3 Materials Property 1.3.1 Steel I-Beam Minimum Yield Stress of I-Beam

Fy

2.0 Analysis A

C

170.10 4.65 m

37.49 kN/m 1

5.12 m

B

90.95

1.4 m

E 2.67 m

29.88 kN/m 3

3.17

6.56

G

30.04 kN/m m

6

D

4.97 m

F

3.1 Maximum Moment Computation Negative Moment

MU

=

3.2 Design of Beam Design Constants Ultimate Moment

MU

=

Allowable Stress

Fb

=

3.2.1 Computation of SXREQ'D

1

257.043505 kN-m 163.944 Mpa

257.0435052 kN-m

8

H

SXREQ'D = M / Fb

SXREQ'D

=

1,567,873.82 mm3

=

3,343,000.00 mm3


Fbactual

=

76.8901

Mpa

SECTION IS SAFE

2

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


24 0.25 0.50 1.00 1.75


=

2.0

Kpa

f'c

=

20.7

Mpa

db

=

16

mm

fy

=

275

Mpa

ES

=


200,000 Mpa

=

40

mm

WL

=

14.34

kN/m

tL S L wL

= = = =

0.125 4.28 6.64 4.20

m m m kN/m2


wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m2

2.0 Load Computations 2.2 Span AB


1

Grade 40


Wb

=

3.36

kN/m

LS b h d

= = = =

2.45 0.250 0.400 0.400

m m m m

WT

=

17.698

kN/m

PB-4 a b

= = =

153.45 1.84 2.07

kN/m m m

WL

=

14.34

kN/m

tL S L wL

= = = =

0.125 4.28 6.64 4.20

m m m 2 kN/m


wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m

WL

=

13.07

kN/m

tL S L wL

= = = =

0.125 3.90 5.82 4.20

m m m 2 kN/m


wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m

Wb

=

2.31

kN/m

LS b h d

= = = =

3.91 0.250 0.400 0.275

m m m m

WT

=

16.648

kN/m

WL

=

10.72

kN/m

tL S L wL

= = = =

0.125 3.20 5.82 4.20

m m m kN/m2

Span Length Base of Beam Height of Beam Depth of Beam less slab Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4 2.1.4 Total Weight Carried by Span AB W T = S of Loads 2.1 Span BC 2.1.1 Load P due to B4 Distance of P from B Distance of P from C

2.1.2 Due to Triangular Loading Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4 = LL * 1.7 Total Load = wL + wDL + wLL Load W L = W*S/3 2.1.2 Due to Triangular Loading Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4 = LL * 1.7 Total Load = wL + wDL + wLL Load W L = W*S/3

2.1.3 Weight of beam Span Length Base of Beam Height of Beam Depth of Beam less slab Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4 2.1.4 Total Weight Carried by Span BC

2

2

W T = S of Loads 2.1 Span CD

2.1.2 Due to Triangular Loading Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4

2


wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m

WL

=

10.54

kN/m

tL S L wL

= = = =

0.125 2.860 3.200 4.20

m m m 2 kN/m


wDL

=

2.45

kN/m

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m2

Wb

=

2.31

kN/m

LS b h d

= = = =

3.20 0.250 0.400 0.275

m m m m

WT

=

23.575

kN/m

WL

=

9.72

kN/m

tL S L wL

= = = =

0.125 2.90 5.82 4.20

m m m kN/m2


wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m

WL

=

9.72

kN/m

tL S L wL

= = = =

0.125 2.90 6.64 4.20

m m m kN/m2


wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m2


Wb

=

2.31

kN/m

Span Length Base of Beam Height of Beam

LS b h

= = =

2.90 0.250 0.400

m m m

= LL * 1.7 Total Load = wL + wDL + wLL Load W L = W*S/3 2.1.1 Due to Trapezoidal Loading Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4 = LL * 1.7 Total Load = wL + wDL + wLL Load W L = W * S / 3 * {[3 - (S / L)2] / 2}

2.1.3 Weight of beam Span Length Base of Beam Height of Beam Depth of Beam less slab Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4 2.1.4 Total Weight Carried by Span CD

2

2

W T = S of Loads 2.1 Span DE

2.1.2 Due to Triangular Loading Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4 = LL * 1.7 Total Load = wL + wDL + wLL Load W L = W*S/3 2.1.2 Due to Triangular Loading Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4 = LL * 1.7 Total Load = wL + wDL + wLL Load W L = W*S/3

3

2

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

d

=

0.275

m

WT

=

21.740

kN/m

PB-4 a b

= = =

153.45 2.33 1.90

kN m m

WL

=

8.36

kN/m

tL S L wL

= = = =

0.125 1.75 4.570 4.20

m m m 2 kN/m


wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m2

Wb

=

2.31

kN/m

LS b h d

= = = =

4.23 0.250 0.400 0.275

m m m m

WT

=

10.674

kN/m

WL

=

8.36

kN/m

tL S L wL

= = = =

0.125 1.75 4.570 4.20

m m m kN/m2


wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m2

Wb

=

3.36

kN/m

LS b

= =

2.66 0.250

m m

2.1.4 Total Weight Carried by Span DE W T = S of Loads 2.2 Span EF 2.1.1 Load P due to B4 Distance of P from E Distance of P from F


2.1.3 Weight of beam Span Length Base of Beam Height of Beam Depth of Beam less slab Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4 2.1.4 Total Weight Carried by Span EF W T = S of Loads 2.2 Span FG


2.1.3 Weight of beam Span Length Base of Beam

4

Height of Beam Depth of Beam less slab Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4 2.1.4 Total Weight Carried by Span FG W T = S of Loads

3.0 Analysis

5

h d

= =

0.400 0.400

m m

WT

=

11.724

kN/m

6

A

2

1

2.45 m

16.20 kN/m B

4

3 2.07 m

3.91

m

16.68 kN/m

156.80 kN 1.84 m

6

C

5

3.20 m

15.22 kN/m

8

D

7

2.90 m

17.97 kN/m

.m

0.00 kN .m

10

E

9

4.23 m

28.97 kN/m

12

F

11

2.66 m

15.94 kN/m

14

G

13

3.1 Maximum Shear Computation See FEM Computation

VMAX

=

3.2 Maximum Moment Computation Negative Moment Moment Due to Loads Moment Due to Earthquake MD = (MV + MEQ) * .75

109.7772 kN

MV

=

MEQ

=

kN-m

MD

=

69.0872 kN-m

MU

=

92.862

Positive Moment

92.12

kN-m

USE

kN-m

3.3 Negative Steel Reinforcement Design Constants Ultimate Moment Conc. Comp. Strength Rebar Yield Strength Reduction factor


MU f'c fy f b1

= = = = =

92.12 20.7 275 0.90 0.85

kN-m Mpa Mpa (Gr. 60) (for flexure)

b h d

= = =

250 400 360.0

mm mm mm


w

=

0.169574

rMIN = 1.4 / fy

rMIN

=

0.0051

rREQ = w * f'c / fy

rREQ

=

0.0128

rMAX = f*[0.85 * b 1 * f'c / fy] [600 / (600+fy)]

rMAX

=

0.0280

AREQ

=

1148.787 mm2

As = p * db2 / 4

As

=

201.0619 mm2

n = AREQ / As

n

=

6

Use

6 nos.

MU = fbd2f'cw(1-0.59w) w - 0.59w2 = 0.152608 w = 1.525341 w = 0.169574 3.3.2 Computation of rREQ

Singly Reinforced



MU f'c fy Ø

= = = =

7

92.862 20.7 275 0.90


of 16 mm dia.


b1

=

0.85

b h d

= = =

250 400 360.0


mm mm mm w

=

0.17112

rMIN = 1.4 / fy

rMIN

=

0.0051

rREQ = w * f'c / fy

rREQ

=

0.0129

rMAX = f*[0.85 * b 1 * f'c / fy] [600 / (600+fy)]

rMAX

=

0.0280

AREQ

=

1159.263 mm2

As = p * db2 / 4

As

=

201.0619 mm2

n = AREQ / As

n

=

6

Use

6 nos.


Singly Reinforced


of 16 mm dia.


VMAX f'c fy f

= = = =

109.777186 20.7 275 0.85

kN Mpa Mpa (Gr. 60) (for shear)

b h d Ø Av

= = = = =

250 400 360.0 12.0 113.097336

mm mm mm mm mm2



VU

=

101.2902 KN

Actual VC

=

1.324055 Mpa

3.5.2 Computation of Actual V Actual VC = VU / (.85 * b * d) 3.5.3 Allowable VC

8

Allow VC = .17 * √ f'c 3.5.4 Computation for Stirrups SACTUAL = Av * fy / ((VC - V) * b)

Allow VC

=

0.773453 Mpa

SACTUAL

=

451.8948 mm


Prepared By:


9

FIXED END MOMENT COMPUTATIONS FOR CONTINUOUS BEAM B-2 1.0 Compute K = 1 / L Span Length AB Span Length BC Span Length CD Span Length DE Span Length EF Span Length FG 1.1

= = = = = =

2.45 3.91 3.20 2.90 4.23 2.66

m m m m m m

KAB = KBA = I / L Base of Beam Depth of Beam

b d

= = =

0.000544 0.250 m 0.400 m

KBC = KCB = I / L Base of Beam Depth of Beam

b d

= = =

0.000341 0.250 m 0.400 m

KCD = KDC = I / L Base of Beam Depth of Beam

b d

= = =

0.000417 0.250 m 0.400 m

KDE = KED = I / L Base of Beam Depth of Beam

b d

= = =

0.00046 0.250 m 0.400 m

KEF = KFE = I / L Base of Beam Depth of Beam

b d

= = =

0.000315 0.250 m 0.400 m

KFG = KGF = I / L Base of Beam Depth of Beam

b d

= = =

0.000501 0.250 m 0.400 m

KC1(GF TO 2F) = I / L Base of Column Depth of Column Height of Column (GF to 2F)

b d L

= = = =

0.000274 0.300 m 0.400 m 5.830 m

KC2(GF TO 2F) = I / L Base of Column Depth of Column Height of Column (2F to Attic)

b d L

= = = =

0.000274 0.300 m 0.400 m 5.830 m

KC1(2F TO ATTIC) = I / L Base of Column Depth of Column Height of Column (Attic to Roof)

b d L

= = = =

0.0005 0.300 0.400 3.200

m m m

1.10 KC2(2F TO ATTIC) = I / L Base of Column Depth of Column Height of Column (Attic to Roof)

b d L

= = = =

0.0005 0.300 0.400 3.200

m m m

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.0 Compute DF 2.1

Joint A

2.2

2.3

2.4

2.5

2.6

2.3

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

SKB

=

0.00166

Joint B SKB

= KBA + KB3 + KB4 + KBC

DFBA

= KBA / SKB

DFBA

=

0.327908

DFB3

= KB3 / SKB

DFB3

=

0.301265

DFB4

= KB4 / SKB

DFB4

=

0.16536

DFBC

= KA"C / SKA"

DFBC

=

0.205467

Joint C SKC

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 D SKD

= KCB + KB4 + KB5 + KCD

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

= KDC + KD7 + KD8 + KDE

SKE

=

0.002

DFED

=

0.296737

= KE9 / SKE

DFE9

=

0.322701

= KE10 / SKE

DFE10

=

0.177126

= KEF / SKE

DFEF

=

0.203436

= KED + KE9 + KE10 + KEF

DFED

= KED / SKE

DFE9 DFE10 DFEF Joint F SKF

SKF

=

0.002

= KFE / SKF

DFFE

=

0.198132

= KF11 / SKF

DFF11

=

0.314287

DFF12

= KF12 / SKF

DFF12

=

0.172507

DFFG

= KFG / SKF

DFFG

=

0.315074

SKG

=

0.001276

DFFE DFF11

Joint G SKG

= KFE + KF11 + KF12 + KFG

= KCA" + KG13 + KG14

DFGF

= KGF / SKG

DFGF

=

0.392925

DFG13

= KG13 / SKG

DFG13

=

0.391943

DFG14

= KG14 / SKG

DFG14

=

0.215132

3.0 Compute Fixed End Moment 3.1

Compute Fixed End Moment for Span AB Total Loads

WT

=

17.70

kN/m

2.45

m

19.37kN/m A

2.45 m

B

Span Length AB

3.2

LAB

=

FEMAB

= (W T * LAB2 / 12)

FEMAB

=

8.852687 kN-m

FEMBA

= (W T * LAB2 / 12)

FEMBA

=

8.852687 kN-m

WT P

= =

Compute Fixed End Moment for Span BC Total Loads Load P due to B4 153.45 kN 1.84 m

16.65 153.45

kN/m kN

2.07 m

18.11 kN/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

=

100.3467 kN-m

FEMCB

=

91.55372 kN-m

WT

=

FEMBC

= (W T * LBC2 / 12) (P * aBC *

FEMCB

bBC2

/

LBC2)

= (W T * LBC2 / 12) (P * aBC2 * bBC / LBC2)

3.3

Compute Fixed End Moment for Span CD Total Loads

23.57

kN/m

3.20

m

25.28 kN/m C

Span Length CD

3.20 m

D

LCD

=

FEMCD

= (W T * LCD2 / 12)

FEMCD

=

20.11725 kN-m

FEMDC

= (W T * LCD2 / 12)

FEMDC

=

20.11725 kN-m

3.4

Compute Fixed End Moment for Span DE Total Loads

WT

=

21.74

kN/m

2.90

m

23.38 kN/m D

2.90 m

E

Span Length DE

3.5

LDE

=

FEMDE

= (W T * LDE2 / 12)

FEMDE

=

15.23612 kN-m

FEMED

= (W T * LDE2 / 12)

FEMED

=

15.23612 kN-m

WT P

= =

Compute Fixed End Moment for Span EF Total Loads Load P due to PC-2 153.45 2.33 m

10.67 153.45

kN/m kN

1.90 m

11.93 kN/m E

3.6

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

= (W T * LEF2 / 12)

FEMEF

=

88.05246 kN-m

FEMFE

= (W T * LEF2 / 12)

FEMFE

=

104.3782 kN-m

WT

=

Compute Fixed End Moment for Span FG Total Loads

11.72

kN/m

2.66

m

13.19 kN/m E

Span Length FG

2.66 m

F

LFG

=

FEMFG

= (W T * LFG2 / 12)

FEMFG

=

6.912814 kN-m

FEMGF

= (W T * LFG2 / 12)

FEMGF

=

6.912814 kN-m

BC

CB

C5

C6

CD

DC

D7

D8

DE

ED

E9

E10

EF

FE

F11

F12

FG

GF

F13

G F14

0.000 0.000 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -2.739 -1.280 4.242 39.514 29.539 16.214 -85.266 83.622 -26.399 -14.490 -42.733 7.935 -1.419 -0.779 -5.737 39.250 26.824 14.723 -80.797 92.116 -32.863 -18.038 -41.216 -4.716 3.045

BAL FEM

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.000 0.000

0.000 0.000 0.001 0.000 0.000 0.000 0.001 0.000 0.000 0.000

0.001 0.001 0.000 0.000 0.000 0.000

0.001 0.000 0.000 0.000

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.002 0.002 0.000 -0.001 0.000 0.000 0.000

0.000 0.000 0.000 0.006 0.005 0.003 0.000 0.003 0.000 0.003 -0.001 0.000 -0.001 0.000 0.000 0.000 -0.001 0.000 -0.001 0.000

BAL COM BAL COM

0.004 0.000 0.000 0.000

-0.003 -0.003 -0.002 0.034 0.034 -0.013 -0.013 -0.007 0.000 0.000 -0.003 -0.005 -0.003 -0.017 -0.017 0.003 0.005 0.003 -0.001 -0.001 -0.034 0.000 -0.002 0.000

0.024 -0.049 -0.054 -0.029 0.012 0.000 0.012 0.000 -0.004 -0.004 -0.002 0.000 0.000 0.000

0.022 0.026 0.014 -0.001 -0.001 0.000 0.000 0.000 -0.005 -0.005

-0.005 0.000 -0.005 0.108 0.100 0.055 0.068 -0.002 -0.003 -0.001 -0.002 0.000 0.034 -0.002 0.034 -0.004 0.054 -0.003 0.054 -0.021 0.000 -0.022 0.001 0.001 0.001 0.001 -0.008 -0.011 -0.006 -0.009 0.000 0.000 -0.007 0.000 -0.018 0.001 -0.011 0.001

BAL COM BAL COM

0.000 1.671

0.000 0.000 0.000 0.000 0.002 0.000 0.002 0.000 -0.001 -0.001 0.000 0.000 0.000 0.000

-0.005 0.000 0.005 0.000

0.629 0.000 0.629 1.051 0.000 1.051 0.031 -0.208 -0.330 -0.181 -0.331 -0.247 -0.247 -0.135 0.008 0.000 0.008 0.015 0.000 0.015

-0.152 0.000 -0.152 0.333 0.045 0.049 0.027 0.166 0.000 0.166

-1.194 0.000 -1.194 0.629 3.017 0.629 -0.079 1.004 -3.095 1.004 -0.381 0.000 -0.414 0.026 0.024 0.013 0.016 -0.140 -0.205 -0.113 -0.171 0.301 0.362 0.199 -0.086 0.000 -0.086 0.008 -0.124 0.008 -0.331 0.013 -0.207 0.013

0.328 0.301 0.165 0.205 0.223 0.326 0.179 0.272 0.252 0.303 0.166 0.279 0.297 0.323 0.177 0.203 0.198 0.314 0.173 0.315 0.393 0.392 0.215 6.913 -6.913 6.913 97.465 -88.052 104.378 -72.816 -15.236 15.236 4.881 -20.117 20.117 71.436 -100.347 91.554 -91.494 8.853 30.002 27.564 15.129 18.799 -15.900 -23.313 -12.796 -19.428 -1.232 -1.478 -0.811 -1.359 21.607 23.498 12.898 14.814 -19.311 -30.632 -16.813 -30.709 -2.716 -2.709 -1.487 -15.354 -1.358 -15.354 6.049 -9.655 7.407 -10.335 10.804 -0.680 1.090 -0.616 -9.714 8.784 -7.950 9.399 -6.123 1.827 2.008 1.845 1.013 1.258 -1.955 -2.866 -1.573 -2.389 -0.275 -0.330 -0.181 -0.304 3.067 3.335 1.831 2.103 -1.198 -1.901 -1.043 -1.906 6.033 6.018 3.303

B4

F

0.413 -8.853 3.654 15.001 -6.191

B3

E

BA

D

AB

C

COM BAL COM

A2

B

0.379 0.208 -8.853 3.357 1.842 15.001 -5.688 -3.122

A1

A

DF FEM BAL COM BAL

MEMBERS

JOINT

4.0 Maximum Shear and Moment Computation 4.1 Compute Moment at Supports using FEM Method

4.2

Isolate Span EF Total Loads Load P due toFB-2 153.45 2.33 m

80.797 kN-m

1.90

WT P kN

= =

10.67 153.45

kN/m kN

m

92.116 kN-m

11.93 kN/m E

91.502

4.23 m

kN

-2.67584 kN RB = 88.82628 kN

11.319

F

107.101 kN

2.675843 kN RC = 109.777 kN

Span Length EF

LEF

=

4.23

m

Distance of Load P from E

aEF

=

2.33

m

Distance of Load P from F

bEF

=

1.90

m

RE

= (W T * LBC / 2)

RE

=

91.502

kN

RF

= (W T * LBC / 2)

RF

=

107.101 kN

VEL

=

VER

=

88.8263 kN

V1L

V1L

=

65.2700 kN

V1R

V1R

=

-91.5300 kN

VEL

VEL

=

-109.777 kN

VER

VER

=

0.0000

kN

4.2.1 Shear Computation VEL VER

4.2.2 Moment Computation MEF

0

kN

MBC

=

-80.797

kN-m

M1

M1

=

103.18

kN-m

MFE

MCB

=

-92.116

kN-m

Design of Isolated Beam B-3 (200 mm x 400 mm) 1.0 Design Criteria This calculation is for the design of the beam B-3 of the proposed 2-storey Residence


24 0.25 0.50 1.00 1.75


=

2.0

Kpa

f'c

=

20.7

Mpa

db

=

16

mm

fy

=

275

Mpa

ES

=


200,000 Mpa

=

40

mm

WL

=

10.48

kN/m

tL S L wL

= = = =

0.125 2.85 3.20 4.20

m m m kN/m2


wDL

=

3.43

kN/m2

Live Load

wLL

=

3.40

kN/m2

W

=

11.03

kN/m2

2.0 Load Computations 2.2 Span AB


1

2.1.1 Due to Trapezoidal Loading

WL

=

8.57

kN/m

tL S L wL

= = = =

0.125 2.07 2.850 4.20

m m m kN/m2


wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m2

Wb

=

1.848

kN/m

LS b h d

= = = =

3.50 0.200 0.400 0.275

m m m m

WT

=

20.899

kN/m

R1

=

36.57352 kN

VMAX

=

36.57352 kN

MU

=

32.00183 kN-m

Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4 = LL * 1.7 Total Load = wL + wDL + wLL Load W L = W * S / 3 * {[3 - (S / L)2] / 2}

2.1.3 Weight of beam Span Length Base of Beam Height of Beam Depth of Beam less slab Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4 2.1.4 Total Weight Carried by Span AB W T = S of Loads

3.0 Analysis 20.8992 kN/m 3.50

m

R1 = 36.574 kN 3.1 Maximum Shear Computation Simple Beam - Uniformly Distributed Load VMAX = W T * LS / 2 3.2 Maximum Moment Computation Simple Beam - Uniformly Distributed Load 2

MU = W T * L S / 8


MU f'c fy Ø b1

= = = = =

32.001832 20.7 275 0.90 0.85

b h d

= = =

200 400 352.0


2


mm mm mm


w

=

0.072412

rMIN = 1.4 / fy

rMIN

=

0.0051

rREQ = w * f'c / fy

rREQ

=

0.0055

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

rMAX

=

0.0280

AREQ

=

575.5865 mm2

As = p * db2 / 4

As

=

201.0619 mm2

n = AREQ / As

n

=

3

Use

3 nos.


Singly Reinforced


of 16 mm


VMAX f'c fy f

= = = =

36.5735222 20.7 275 0.85

kN Mpa Mpa (Gr. 60) (for shear)

b h d Ø Av

= = = = =

200 400 360.0 10.0 78.5398163

mm mm mm mm mm2



VU

=

36.57352 KN

Actual VC

=

0.597607 Mpa

Allow VC

=

0.773453 Mpa

SACTUAL

=

1228.254 mm

3.5.2 Computation of Actual V Actual VC = VU / (.85 * b * d) 3.5.3 Allowable VC Allow VC = .17 * √ f'c 3.5.4 Computation for Stirrups SACTUAL = Av * fy / ((VC - V) * b)

3

SALLOWABLE = d / 2

SALLOWABLE

=

180

mm


4

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

(Gr. 40)

5

6

Singly Reinforced

dia.

7


8

DESIGN OF COLUMN C1 (200 mm x 400 mm) 1.0 Design Criteria This calculation is for the design of the planted column PC1 of the proposed 2-storey House with Attic 1.1 Specifications 1.1.1 Design References National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical Structures Fifth Edition 2001 1.1.2 Design Aids Microsoft Excel 1.2 Design Loads 1.2.1 Dead Loads = = = = = =

24 0.25 0.50 1.00 1.75 3.45

kN/m3 Kpa Kpa Kpa Kpa Kpa

=

2.00

Kpa

f'c

=

20.7

Mpa

db1

=

16

mm

fy

=

414

Mpa

ES

=

Reinforced Concrete Unit Weight Ceilings Floor Finishes Movable Partitions Super-Imposed Dead Load (Total) Minimum Design Load for Hollow Concrete Masonry Unit Two faces plastered 1.2.2 Live Load 1.3 Materials Property 1.3.1 Concrete Concrete Compressive Strength 1.3.2 Steel Rebar Diameter Reinforcing bar Yield strength Modulus of Elasticity 1.3.3 Concrete Cover

200,000 Mpa

=

75

LAB

=

7.00

m

Span BC

LBC

=

3.00

m

Span 34

L45

=

4.65

m

Span 45

L56

=

4.14

m

Base C1 Exterior Column

bC1

=

0.20

m

Depth C1 Exterior Column

dC1

=

0.40

m

Base B1

bB1

=

0.20

m

Effective Depth B1

dB1

=

0.40

m

Base B2

bB2

=

m

Effective Depth B2

dB2

=

m

Base SB1

bB2

=

m

Effective Depth SB1

dB2

=

m

1.2.2 Design Data Span AB

mm

(Gr. 60)

H2nd-Deck

=

3.20

m

tS1

=

0.125

m

=

21.98

m2

=

13.44

kN

=

11.81

kN

2.1.4 Super-Imposed Dead Load SDL = SDL * Tributary Area * 1.4

=

53.84

kN

2.1.5 Live Load LL

=

74.72

kN

=

8.60

kN

Height from Second Floor to Attic Thickness S1 2.0 Load Computation on Column C1

2.1 Deck Floor: Trib. Area = [(L34 + L45) / 2] * [(LAB + LBC) / 2] 2.1.2 Beams Along Transverse Direction B1 = Unit Wt. Of Conc. * bB1 * dB1 * (LAB + LBC) / / 2 * 1.4 Along Longitudinal Direction B1 = Unit Wt. Of Conc. * bB1 * dB1 * (L34 + L45) / 2 * 1.4

= LL * Tributary Area * 1.7

2.1.6 Column Column C1 = Unit Wt. Of Conc. * bC1 * dC1 * H2-D * 1.4 2.1.7 Total Loads at Deck

PU1

=

162.41

kN

2.2 Total Loads for Column C1

PU

=

162.41

kN

3.0 Analysis Deck Floor

Deck Floor P1 MU

= =

MEQ MD

= kN-m = (MU + MEQ) * 0.75 = 35.48 kN-m = 47.31 kN-m = kN-m = (MU + MEQ) * 0.75 = 35.48 kN-m

MU MEQ MD Second Flr

PU1

=

129.84 kN 47.31 kN-m

138.24 kN

P1 MU

= =

MEQ MD



PU1

=

129.84 kN 47.31 kN-m

138.24 kN

MU

=

MEQ MD



PU1

=

47.31 kN-m

MU

=

MEQ MD


MU MEQ MD

138.24 kN

Second Flr

Longitudinal

PU1

=

47.31 kN-m

138.24 kN

Transverse

0.1 Footing to Second Floor Design Constants Total Loads for Column C1

PU

=

162.41

kN

Design Moment

MD

=

46.70

kN-m

Conc. Comp. Strength

fC'

=

20.7

Mpa

Rebar Yield Strength Reduction Factor

fy f b1 AG

= = = =

414 0.70 0.85 80000

Mpa

n1

=

8

Base

bC1

=

200

mm

Depth

hC1

=

400

mm

Effective Depth

dC1

=

325

AG

= bC1 * dC1 16 mm dia.

No. Of Steel Bars

200

mm

0.003 E S'

C

mm2

C1

a

(Gr. 60)

C2

C - 75 400 mm

d - (a / 2)

`

d - d'

` EY MU1

MU2

3.1.1 Computation of AS AS = AS' = n * p * db2 / 4 3.1.2 Computation of C From Strain Diagram

C ES' C - 75

=

=

804.25

mm2

=

89.18

mm

= =

75.80 266.74

mm kN

0.003 C

ES' = .003 * [(C-75) - C] f S' = ES * ES' = 600 * [(C-75) - C] ASfy = .85 * fC' * [0.85 * c * b - AS'] + AS' * fS' 168.15 C 3.7730912 C2 + = 45000 C = 89.1761 C = -133.74 3.1.3 Computation of C1 a = b 1C C1 = .85 * fC' * a * b

3.1.4 Computation of C2 fS' = 600 * [(C-75) - C] C2 = AS' [fS' - (.85 * fC')] 3.1.5 Computation of T T = C1 + C2 T = AS * f Y 3.1.6 Computation of Moment Capacity MINT = [C1 * (d - a / 2)] * [C2 * (d - d')] MCAP = 0.70 * MINT

3.1.7 Consider Axial Load rG = AS / AG

PU = 0.80 * f * AG [.85 * f'c * (1 - rG) +

=

95.38

Mpa

=

62.56

kN

=

329.30

kN

=

332.96

kN

=

92.22

kN-m

=

83.00 SAFE

kN-m

rG

=

0.020106 > 1% < 8%

PU

=

1145.32 kN

(rGfy)] SAFE 3.1.8 Design the Lateral Ties Using 10 mm dia. Lateral Ties, Spacing "S" S = 16 * Longitudinal Bar Diameter S = 48 * Lateral Tie Bar Diameter S = Least Column Size

Prepared By:


S S S

= = =

256 480 400

mm mm mm

DESIGN OF COLUMN C1 (250 mm x 400 mm) 1.0 Design Criteria This calculation is for the design of the Column C1 for the proposed two storey residential unit 1.1 Specifications 1.1.1 Design References National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical Structures Fifth Edition 2001 1.1.2 Design Aids Microsoft Excel 1.2 Design Loads 1.2.1 Dead Loads = = = = = =

24 0.25 0.50 1.00 1.75 3.45


=

2.00

Kpa

f'c

=

20.7

Mpa

db1

=

20

mm

fy

=

275

Mpa

ES

=


200,000 Mpa

=

75

LCE

=

5.17

m

Span EH

LEH

=

4.55

m

Span 13

L13

=

5.12

m

Span 36

L36

=

8.72

m

Base C2 Interior Column

bC1

=

0.25

m

Depth C2 Interior Column

dC1

=

0.40

m

Base B1

bB1

=

0.25

m

Effective Depth B1

dB1

=

0.40

m

Base B2

bB2

=

0.20

m

Effective Depth B2

dB2

=

0.40

m

Height from Ground Floor to 2nd Floor

HG-2

=

5.83

m

1.2.2 Design Data Span CE

mm

Grade 40

Height from 2nd Floor to Roof

H2-3

=

3.20

m

Thickness S1

tS1

=

0.125

m

=

33.63

m2

=

13.06

kN

=

23.25

kN

=

10.75

kN

=

47.07

kN

=

33.63

m2

=

141.25

kN

=

13.06

kN

=

23.25

kN


=

82.40

kN

2.1.5 Live Load LL

=

114.35

kN

=

19.59

kN

PU1

=

427.53

kN

PU

=

474.60

kN

2.0 Load Computation on Column C1 2.1 Roof: Trib. Area = [(LCE + LEH) / 2] * [(L13 + L36) / 2] 2.1.2 Beams Along Transverse Direction B2 = Unit Wt. Of Conc. * bB2 * dB2 * (LCE + LEH) / 2 * 1.4 Along Longitudinal Direction B1 = Unit Wt. Of Conc. * bB1 * dB1 * (L13 + L36) / 2 * 1.4 2.1.6 Column Column C1 = Unit Wt. Of Conc. * bC1 * dC1 * H2-R * 1.4 2.1.7 Total Loads at Roof

PU1

2.2 2nd: Trib. Area = [(LCD + LBC) / 2] * [(L34 + L46) / 2] 2.1.1 Slabs S1

= Unit Wt. Of Conc. * tS1 * Trib. Area * 1.4

2.1.2 Beams Along Transverse Direction B1 = Unit Wt. Of Conc. * bB1 * dB1 * (LBD + LDE) / 2 * 1.4 Along Longitudinal Direction B1 = Unit Wt. Of Conc. * bB2 * dB2 * (L34 + L46) / 2 * 1.4


2.1.6 Column Column C1 = Unit Wt. Of Conc. * bC1 * dC1 * HG-2 * 1.4 2.1.7 Total Loads at 4th Floor

2.3 Total Loads for Column C1

3.0 Analysis Roof

Roof P1

=

36.31 kN

P1

=

36.31 kN

MU

=

93.73 kN-m

MU

=

93.73 kN-m

MEQ

=

kN-m

MEQ

=

kN-m

MD

= (MU + MEQ) * 0.75

MD

= (MU + MEQ) * 0.75

MU

=

70.29 kN-m

=

93.73 kN-m

MU

=

70.29 kN-m

=

93.73 kN-m

Roof

Roof

2nd Floor

Ground Floor

P1

=

36.31 kN

P1

=

36.31 kN

MU

=

93.73 kN-m

MU

=

93.73 kN-m

MEQ

=

kN-m

MEQ

=

kN-m

MD

= (MU + MEQ) * 0.75

MD

= (MU + MEQ) * 0.75

=

70.29 kN-m

=

70.29 kN-m

MU

=

93.73 kN-m

MU

=

93.73 kN-m

MEQ

=

kN-m

MEQ

=

kN-m

MD

= (MU + MEQ) * 0.75

MD

= (MU + MEQ) * 0.75

=

70.29 kN-m

PU1

=

47.07 kN 466.78 kN

2nd Floor

=

70.29 kN-m

PU1

=

47.07 kN 466.78 kN

P2

=

P2

=

MU

=

93.73 kN-m

MU

=

93.73 kN-m

MEQ

=

kN-m

MEQ

=

kN-m

MD

MD

MU

= (MU + MEQ) * 0.75 = 70.29 kN-m = 93.73 kN-m

MU

= (MU + MEQ) * 0.75 = 70.29 kN-m = 93.73 kN-m

MEQ

=

MEQ

=

MD

= (MU + MEQ) * 0.75 = 70.29 kN-m = 486.37 kN

MD

= (MU + MEQ) * 0.75 = 70.29 kN-m = 486.37 kN

PU2

kN-m

Ground Floor

Longitudinal

PU2

kN-m

Transverse


PU

=

474.60

Design Moment

kN

MD

=

0.19

kN-m


fC'

=

20.7

Mpa


fy f b1 AG

= = = =

275 0.70 0.85 100000

Mpa

AG


mm2

n1

=

12

Base

bC1

=

250

mm

Depth

hC1

=

400

mm

Effective Depth

dC1

=

325

No. Of Steel Bars

250

mm

Grade 40

0.003 ES'

C

a

C1

C2

C - 75 400 mm

d - (a / 2)

` EY

d - d'

250

mm

0.003 ES'

C

C1

a

C2

C - 75 400 mm

d - (a / 2)

d - d'

` EY MU1

MU2

3.1.1 Computation of AS AS = AS' = n * p * db2 / 4

=

3.1.2 Computation of C From Strain Diagram

C ES' C - 75

=

1206.37 mm2

=

80.38

mm

= =

68.32 300.52

mm kN

=

40.13

Mpa

=

27.18

kN

=

327.70

kN

=

331.75

kN

=

94.20 SAFE

kN-m

0.003 C

ES' = .003 * [(C-75) - C] f S' = ES * ES' = 600 * [(C-75) - C] ASfy = .85 * fC' * [0.85 * c * b - AS'] + AS' * fS' 307.15 C 3.1442427 C2 + = 45000 C = 80.3757 C = -178.06 3.1.3 Computation of C1 a = b 1C C1 = .85 * fC' * a * b 3.1.4 Computation of C2 fS' = 600 * [(C-75) - C] C2 = AS' [fS' - (.85 * fC')] 3.1.5 Computation of T T = C1 + C2 T = AS * f Y 3.1.6 Computation of Moment Capacity MINT = [C1 * (d - a / 2)] * [C2 * (d - d')]


PU = 0.80 * f * AG [.85 * f'c * (1 - rG) +

rG

=

0.024127 > 1% < 8%

PU

=

1333.11 kN


S S S

= = =

256 480 250

mm mm mm

Design of Isolated Square Footing 1 1.0 Design Criteria This calculation is for the design of the Isolated Square Footing F-1 for the proposed two storey residential unit 1.1 Specifications 1.1.1 Design References National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical Structures Fifth Edition 2001 1.1.2 Design Aids Microsoft Excel 1.2 Design Loads 1.2.1 Dead Loads Reinforced Concrete Unit Weight Ceilings (Acoustical Fiber Board) Floor Finishes (Cement Finish on Stone Concrete Fill) Electrical Fixtures Super-Imposed Dead Load (Total)

3

= = = = =

24.00 0.05 1.53 0.40 2.00

kN/m Kpa Kpa Kpa Kpa

=

2.00

Kpa


f'c

=

20.7

Mpa

1.3.2 Steel Rebar Diameter (Main & Temperature)

db

=

16

mm

fy

=

275

Mpa

=

75

mm

Reinforcing bar Yield strength 1.3.3 Concrete Cover 2.0 Load Computations 2.1 Column C2: 0.40 x 0.40 (Column A) Dead Load Computations

PDLA

=

257.32

kN

Live Load Computations

PLLA

=

63.53

kN

Total Load on Column A

PTA

=

320.85

kN

2.2 Weight of Footing Assumed Weight of Footing = 10% of PT

1

Grade 40

3.0 Analysis Design Constants Conc. Comp. Strength Rebar Yield Strength Reduction factor

Soil Bearing Capacity

f'c fy f b1

= = = =

20.7 275 0.90 0.85

Mpa Mpa Grade 40 (for flexure)

SBC

=

144

kN/m

3.1 Compute Area Required AREQ'D = (PT1 + PT2) * 1.12 / SBC

2

AREQ'D

=

2.45

m2

3.2 Compute the Footing Dimensions Assume B = 2 / 3 * L L = √ AREQ'D

L

=

1.60

m

B

=

1.60

m

PUA

=

468.24

kN

qU

=

182.91

qU

=

0.0183

kN/m kN/m

B = √ AREQ'D 3.3 Compute Ultimate Soil Pressure in kN/m PU = (PDL * 1.4) + (PLL * 1.7) qU = PU / (B * L) qU = qU * B 3.4 Check d = 496 mm for Beam Shear Design Constants Conc. Comp. Strength f'c fy Rebar Yield Strength Reduction factor f d

20.7 275 0.85 200.00

= = = =

2

Mpa Mpa (Gr. 60) (for shear) mm

3.4.1 Transverse Direction B = 1.60 m

(L - a - 2d) / 2

d a=

0.3

m L = 1.60 m

a

d

(L - a - 2d) / 2

VU = qU * B * (L - a - 2d) / 2 Actual VC = Vu / (f * B * d) Allow VC = .17 * √ f'c

2

VU

=

Actual VU

=

0.4842

Mpa

Allow VC

=

0.7735 SAFE

Mpa

131.6933 kN

3.4.2 Longitudinal Direction B = 1.60 m

a=

0.3

m L = 1.60 m

(B - a - 2d) / 2

d

d

VU = qU * L * (B - a - 2d) / 2 Actual VC = Vu / (f * L * d) Allow VC = .17 * √ f'c

(B - a - 2d) / 2

VU

=

131.6933 kN

Actual VU

=

0.484166 Mpa

Allow VC

=

0.7735 SAFE

Mpa

3.5 Check d = 496 mm for Moment 3.5.1 Transverse

(B - a) / 2

(B - a) / 2

qU =

MU = qU * L * [(B - a) / 2] * [(B - a) / 2]

MU

=

182.91 kN/m2

61.82268 kN-m

Design of Steel Reinforcement Design Constants MU Ultimate Moment Conc. Comp. Strength f'c fy Rebar Yield Strength Reduction factor f b1

= = = = =

61.82 20.7 275 0.90 0.85


Width Effective depth

= =

1600 200.0

mm mm

b d

3

Computation of w

w

=

0.053542

rMIN = 1.4 / fy

rMIN

=

0.0051

USE

rREQ = w * f'c / fy

rREQ

=

0.0040

SAFE

rMAX = f*[0.85 * b 1 * f'c / fy] [600 / (600+fy)]

rMAX

=

0.0280

AREQ

=

2117.82 mm2

As = p * d2 / 4

As

=

201.06

n = AREQ / As

n

=

11

Use

11 nos.

=

0.15

MU = fbd2f'cw(1-0.59w) 2 w - 0.59w = 0.051851 w = 1.641373 w = 0.053542 Computation of rREQ

Computation No. of Steel Bars AREQ = r * b * d

S = [L - (2 * Concrete Cover)] / (n - 1)

S

2

mm

of 16 mm dia. m O.C.

3.5.2 Longitudinal

(L - a) / 2

(L - a) / 2

182.91 kN/m2

qU =

MU = qU * B * [(L - a) / 2] * [(L - a) / 2]

MU

=

61.82268 kN-m


= = = = =

61.82 20.7 275 0.90 0.85



= =

1600 200.0

mm mm

b d

Computation of w

w

MU = fbd2f'cw(1-0.59w) w - 0.59w2 = 0.051851 w = 1.641373 w = 0.053542

4

=

0.053542

Computation of rREQ rMIN = 1.4 / fy

rMIN

=

0.0051

USE

rREQ = w * f'c / fy

rREQ

=

0.0040

SAFE

rMAX = f*[0.85 * b 1 * f'c / fy] [600 / (600+fy)]

rMAX

=

0.0280

AREQ

=

2117.82 mm2

As = p * d2 / 4

As

=

201.06

n = AREQ / As

n

=

11

Use

11 nos.

S

=

0.15

Min, t

=

299.00


S = [B - (2 * Concrete Cover)] / (n - 1) 3.5.3 Minimum Thickness, t d + (1.5 * dB) + C

Prepared By:


5

mm2


mm

DESIGN OF COLUMN C2 (200 mm x 400 mm) 1.0 Design Criteria This calculation is for the design of the Column C2 for the proposed two storey residential unit 1.1 Specifications 1.1.1 Design References National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical Structures Fifth Edition 2001 1.1.2 Design Aids Microsoft Excel 1.2 Design Loads 1.2.1 Dead Loads = = = = = =

24 0.25 0.50 1.00 1.75 3.45


=

2.00

Kpa

f'c

=

20.7

Mpa

db1

=

20

mm

fy

=

275

Mpa

ES

=


200,000 Mpa

=

75

LAB

=

2.45

m

Span BC'

LBC'

=

3.90

m

Span 46

L46

=

6.64

m

Span 69

L69

=

5.82

m

Base C2 Exterior Column

bC2

=

0.20

m

Depth C2 Exterior Column

dC2

=

0.40

m

Base B1

bB1

=

0.25

m

Effective Depth B1

dB1

=

0.40

m

Base B2

bB2

=

0.20

m

Effective Depth B2

dB2

=

0.40

m

Height from Ground Floor to 2nd Floor

HG-2

=

5.83

m

1.2.2 Design Data Span AB

mm

Grade 40

Height from 2nd Floor to Roof

H2-3

=

3.20

m

Thickness S1

tS1

=

0.125

m

=

16.22

m2

=

10.67

kN

=

7.82

kN

=

8.60

kN

=

27.09

kN

=

16.22

m2

=

68.11

kN

=

10.67

kN

=

7.82

kN


=

39.73

kN

2.1.5 Live Load LL

=

55.13

kN

=

15.67

kN

PU1

=

213.34

kN

PU

=

240.43

kN

2.0 Load Computation on Column C1 2.1 Roof: Trib. Area = [(LAB / 2) * (L46 / 2)] + {(LBC' / 2) * [(L46 + L69)/ 2]} 2.1.2 Beams Along Transverse Direction B1 = Unit Wt. Of Conc. * bB1 * dB1 * (LAB + LBC') / 2 * 1.4 Along Longitudinal Direction B1 = Unit Wt. Of Conc. * bB2 * dB2 * L69 / 2 * 1.4 2.1.6 Column Column C1 = Unit Wt. Of Conc. * bC1 * dC1 * H2-R * 1.4 2.1.7 Total Loads at Roof

PU1

2.2 2nd: Trib. Area = [(LAB / 2) * (L46 / 2)] + {(LBC' / 2) * [(L46 + L69)/ 2]} 2.1.1 Slabs S1

= Unit Wt. Of Conc. * tS1 * Trib. Area * 1.4

2.1.2 Beams Along Transverse Direction B1 = Unit Wt. Of Conc. * bB1 * dB1 * (LBD + LDE) / 2 * 1.4 Along Longitudinal Direction B1 = Unit Wt. Of Conc. * bB2 * dB2 * L13 / 2 * 1.4


2.1.6 Column Column C1 = Unit Wt. Of Conc. * bC1 * dC1 * HG-2 * 1.4 2.1.7 Total Loads at 4th Floor

2.3 Total Loads for Column C1 3.0 Analysis Roof

Roof P1

=

P1

=

MU

=

22.13 kN-m

MU

=

22.13 kN-m

MEQ

=

kN-m

MEQ

=

kN-m

MD

= (MU + MEQ) * 0.75

MD

= (MU + MEQ) * 0.75

139.87 kN

=

16.60 kN-m

=

16.60 kN-m

MU

=

11.96 kN-m

MU

=

11.96 kN-m

MEQ

=

kN-m

MEQ

=

kN-m

MD

= (MU + MEQ) * 0.75

MD

= (MU + MEQ) * 0.75

= 2nd Floor

139.87 kN

PU1

=

8.97 kN-m 147.94 kN

= 2nd Floor

PU1

=

8.97 kN-m 147.94 kN

MU

=

22.13 kN-m

MU

=

22.13 kN-m

MEQ

=

kN-m

MEQ

=

kN-m

MD

= (MU + MEQ) * 0.75

MD

= (MU + MEQ) * 0.75

=

16.60 kN-m

=

16.60 kN-m

MU

=

11.96 kN-m

MU

=

11.96 kN-m

MEQ

=

kN-m

MEQ

=

kN-m

MD

= (MU + MEQ) * 0.75

MD

= (MU + MEQ) * 0.75

= 2nd Floor

Ground Floor

8.97 kN-m

PU1

=

147.94 kN 382.40 kN

= 2nd Floor

8.97 kN-m

PU1

=

147.94 kN 382.40 kN

P2

=

P2

=

MU

=

11.96 kN-m

MU

=

11.96 kN-m

MEQ

=

kN-m

MEQ

=

kN-m

MD

MD

MU

= (MU + MEQ) * 0.75 = 8.97 kN-m = 11.96 kN-m

MU

= (MU + MEQ) * 0.75 = 8.97 kN-m = 11.96 kN-m

MEQ

=

MEQ

=

MD

= (MU + MEQ) * 0.75 = 8.97 kN-m = 396.76 kN

MD

= (MU + MEQ) * 0.75 = 8.97 kN-m = 396.76 kN

PU2

kN-m

Ground Floor

Longitudinal

PU2

kN-m

Transverse


PU

=

240.43

kN

Design Moment

MD

=

32.86

kN-m


fC'

=

20.7

Mpa


fy f b1 AG

= = = =

275 0.70 0.85 80000

Mpa

AG


mm2

n1

=

8

Base

bC1

=

200

mm

Depth

hC1

=

400

mm

Effective Depth

dC1

=

325

No. Of Steel Bars

250

mm

Grade 40

0.003 ES'

C

C1

a

C2

C - 75 400 mm

d - (a / 2)

d - d'

` EY MU1

MU2

400 mm

d - (a / 2)

d - d'

` EY MU1

MU2

3.1.1 Computation of AS AS = AS' = n * p * db2 / 4 3.1.2 Computation of C From Strain Diagram

C ES' C - 75

=

=

804.25

mm2

=

75.84

mm

= =

64.47 226.86

mm kN

=

6.68

Mpa

=

-8.78

kN

=

218.09

kN

=

221.17

kN

=

64.22 SAFE

kN-m

0.003 C

ES' = .003 * [(C-75) - C] f S' = ES * ES' = 600 * [(C-75) - C] ASfy = .85 * fC' * [0.85 * c * b - AS'] + AS' * fS' 307.15 C 3.7730912 C2 + = 45000 C = 75.8446 C = -157.25 3.1.3 Computation of C1 a = b 1C C1 = .85 * fC' * a * b 3.1.4 Computation of C2 fS' = 600 * [(C-75) - C] C2 = AS' [fS' - (.85 * fC')] 3.1.5 Computation of T T = C1 + C2 T = AS * f Y 3.1.6 Computation of Moment Capacity MINT = [C1 * (d - a / 2)] * [C2 * (d - d')]


PU = 0.80 * f * AG [.85 * f'c * (1 - rG) +

rG

=

0.020106 > 1% < 8%

PU

=

1020.12 kN


Prepared By:


S S S

= = =

256 480 200

mm mm mm

Design of Isolated Square Footing 1 1.0 Design Criteria This calculation is for the design of the Isolated Square Footing F-1 for the proposed two storey residential unit 1.1 Specifications 1.1.1 Design References National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical Structures Fifth Edition 2001 1.1.2 Design Aids Microsoft Excel 1.2 Design Loads 1.2.1 Dead Loads Reinforced Concrete Unit Weight Ceilings (Acoustical Fiber Board) Floor Finishes (Cement Finish on Stone Concrete Fill) Electrical Fixtures Super-Imposed Dead Load (Total)

3

= = = = =

24.00 0.05 1.53 0.40 2.00


=

2.00

Kpa


f'c

=

20.7

Mpa

1.3.2 Steel Rebar Diameter (Main & Temperature)

db

=

16

mm

fy

=

275

Mpa

=

75

mm

Reinforcing bar Yield strength 1.3.3 Concrete Cover 2.0 Load Computations 2.1 Column C2: 0.40 x 0.40 (Column A) Dead Load Computations

PDLA

=

132.36

kN

Live Load Computations

PLLA

=

32.43

kN

Total Load on Column A

PTA

=

164.79

kN

2.2 Weight of Footing Assumed Weight of Footing = 10% of PT

1

Grade 40

3.0 Analysis Design Constants Conc. Comp. Strength Rebar Yield Strength Reduction factor

Soil Bearing Capacity

f'c fy f b1

= = = =

20.7 275 0.90 0.85

Mpa Mpa Grade 40 (for flexure)

SBC

=

144

kN/m

3.1 Compute Area Required AREQ'D = (PT1 + PT2) * 1.12 / SBC

2

AREQ'D

=

1.26

m2

3.2 Compute the Footing Dimensions Assume B = 2 / 3 * L L = √ AREQ'D

L

=

1.20

m

B

=

1.20

m

PUA

=

240.43

kN

qU

=

166.97

qU

=

0.0167

kN/m kN/m

B = √ AREQ'D 3.3 Compute Ultimate Soil Pressure in kN/m PU = (PDL * 1.4) + (PLL * 1.7) qU = PU / (B * L) qU = qU * B 3.4 Check d = 496 mm for Beam Shear Design Constants Conc. Comp. Strength f'c fy Rebar Yield Strength Reduction factor f d

20.7 275 0.85 200.00

= = = =

2

Mpa Mpa Grade 40 (for shear) mm

3.4.1 Transverse Direction B = 1.20 m

(L - a - 2d) / 2

d a=

0.3

m L = 1.20 m

a

d

(L - a - 2d) / 2

VU = qU * B * (L - a - 2d) / 2 Actual VC = Vu / (f * B * d) Allow VC = .17 * √ f'c

2

VU

=

50.0904 kN

Actual VU

=

0.2455

Mpa

Allow VC

=

0.7735 SAFE

Mpa

3.4.2 Longitudinal Direction B = 1.20 m

a=

0.3

m L = 1.20 m

(B - a - 2d) / 2

d

d

VU = qU * L * (B - a - 2d) / 2 Actual VC = Vu / (f * L * d) Allow VC = .17 * √ f'c

(B - a - 2d) / 2

VU

=

50.09043 kN

Actual VU

=

0.245541 Mpa

Allow VC

=

0.7735 SAFE

Mpa

3.5 Check d = 496 mm for Moment 3.5.1 Transverse

(B - a) / 2

(B - a) / 2

qU =

MU = qU * L * [(B - a) / 2] * [(B - a) / 2]

MU

=

166.97 kN/m2

20.28663 kN-m


= = = = =

20.29 20.7 275 0.90 0.85



= =

1200 200.0

mm mm

b d

3

Computation of w

w

=

0.022998

rMIN = 1.4 / fy

rMIN

=

0.0051

USE

rREQ = w * f'c / fy

rREQ

=

0.0017

SAFE

rMAX = f*[0.85 * b 1 * f'c / fy] [600 / (600+fy)]

rMAX

=

0.0280

AREQ

=

1710.55 mm2

As = p * d2 / 4

As

=

201.06

n = AREQ / As

n

=

9

Use

9 nos.

=

0.13

MU = fbd2f'cw(1-0.59w) 2 w - 0.59w = 0.022686 w = 1.671917 w = 0.022998 Computation of rREQ


S = [L - (2 * Concrete Cover)] / (n - 1)

S

2

mm


3.5.2 Longitudinal

(L - a) / 2

(L - a) / 2

166.97 kN/m2

qU =

MU = qU * B * [(L - a) / 2] * [(L - a) / 2]

MU

=

20.28663 kN-m


= = = = =

20.29 20.7 275 0.90 0.85



= =

1200 200.0

mm mm

b d

Computation of w

w

MU = fbd2f'cw(1-0.59w) w - 0.59w2 = 0.022686 w = 1.671917 w = 0.022998

4

=

0.022998

Computation of rREQ rMIN = 1.4 / fy

rMIN

=

0.0051

USE

rREQ = w * f'c / fy

rREQ

=

0.0017

SAFE

rMAX = f*[0.85 * b 1 * f'c / fy] [600 / (600+fy)]

rMAX

=

0.0280

AREQ

=

1710.55 mm2

As = p * d2 / 4

As

=

201.06

n = AREQ / As

n

=

9

Use

9 nos.

S

=

0.13

Min, t

=

299.00


S = [B - (2 * Concrete Cover)] / (n - 1) 3.5.3 Minimum Thickness, t d + (1.5 * dB) + C

Prepared By:


5

mm2


mm

Design of Isolated Beam B-3 (200 mm x 400 mm) 1.0 Design Criteria This calculation is for the design of the beam B-3 of the proposed 2-storey Residence


24 0.25 0.50 1.00 1.75


=

2.0

Kpa

Fy

=

248.4

Mpa

PB-2 a b

= = =

WL

=

16.24

kN/m

tL S L wL

= = = =

0.125 4.00 5.270 4.20

m m m kN/m2


wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m2

WL

=

10.54

kN/m

tL S L wL

= = = =

0.125 2.86 3.200 4.20

m m m kN/m2


wDL

=

2.45

kN/m2

Live Load

wLL

=

3.40

kN/m2

Reinforced Concrete Unit Weight Ceilings Floor Finishes Movable Partitions Super-Imposed Dead Load (Total) 1.2.2 Live Loads Second Floor 1.3 Materials Property 1.3.1 Steel I-Beam Minimum Yield Stress of I-Beam 2.0 Load Computations 2.2 Span AB 2.1.1 Load P due to B-2 Distance of P from A Distance of P from B

2.1.1 Due to Trapezoidal Loading Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4

Total Load Load W L

= LL * 1.7 = wL + wDL + wLL

28.404747 kN/m 2.07 m 3.20 m

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

2.1.1 Due to Trapezoidal Loading Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4 = LL * 1.7

1

Total Load Load W L

W

=

10.05

kN/m2

WT

=

26.785

kN/m

= wL + wDL + wLL 2

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

2.1.4 Total Weight Carried by Span AB W T = S of Loads

3.0 Analysis 28.405 kN 2.07 m

3.20 m

26.785 kN/m 5.27

R1 = 81.736 kN 3.1 Maximum Shear Computation Simple Beam - Uniformly Distributed Load VMAX = (W T * LS / 2) + (P * b / L) 3.2 Maximum Moment Computation Simple Beam - Uniformly Distributed Load

m

R1

=

VMAX

=

87.8262

87.8262

kN

kN

81.735619

MU

=

128.68989 kN-m

MU = (W T * LS2 / 8) + (P * a * b / L) 3.2 Design of Beam Design Constants Ultimate Moment

MU

=

Allowable Stress

Fb

=

128.689886 kN-m 163.944 Mpa

3.2.1 Computation of SXREQ'D SXREQ'D = M / Fb

SXREQ'D

=

784,962.46 mm3

=

851,160.00 mm3

=

151.1935 Mpa


Fbactual

SECTION IS SAFE

2

Design of Isolated Beam B-3 (150 mm x 300 mm) 1.0 Design Criteria This calculation is for the design of the beam B-3 of the proposed 2-storey Residential


3

= = = = =

24 0.25 0.50 1.00 1.75


=

2.0

Kpa

Fy

=

248.4

Mpa

WL

=

10.48

kN/m

tL S L wL

= = = =

0.125 2.85 3.20 4.20

m m m


wDL

=

3.43

kN/m2

Live Load

wLL

=

3.40

kN/m

2

W

=

11.03

kN/m

2

1.2.2 Live Loads Second Floor 1.3 Materials Property 1.3.1 Steel I-Beam Minimum Yield Stress of I-Beam 2.0 Load Computations 2.2 Span AB


1

kN/m

2

2.1.1 Due to Trapezoidal Loading

WL

=

8.57

kN/m

tL S L wL

= = = =

0.125 2.07 2.850 4.20

m m m kN/m2


wDL

=

2.45

kN/m

Live Load

wLL

=

3.40

kN/m2

W

=

10.05

kN/m

Wb

=

0.882

kN/m

LS b h d

= = = =

2.85 0.150 0.300 0.175

m m m m

WT

=

19.933

kN/m

R1

=

VMAX

=

28.404747 kN

MU

=

20.238382 kN-m

Thickness of Slab Short Span Long Span Slab Load = tS * Unit Wt. Of Conc. * 1.4 = LL * 1.7 Total Load = wL + wDL + wLL Load W L = W * S / 3 * {[3 - (S / L)2] / 2}

2.1.3 Weight of beam Span Length Base of Beam Height of Beam Depth of Beam less slab Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4 2.1.4 Total Weight Carried by Span AB

2

2

W T = S of Loads

3.0 Analysis 19.9332 kN/m 2.85

R1 = 28.405 kN

m

28.404747

kN

3.1 Maximum Shear Computation Simple Beam - Uniformly Distributed Load VMAX = W T * LS / 2 3.2 Maximum Moment Computation Simple Beam - Uniformly Distributed Load 2

MU = W T * LS / 8 3.2 Design of Beam Design Constants Ultimate Moment

MU

=

Allowable Stress

Fb

=

20.238382 kN-m 163.944 Mpa

3.2.1 Computation of SXREQ'D SXREQ'D = M / Fb

SXREQ'D

=

123,446.92 mm3

=

249,280.00 mm3


Fbactual

=

81.1873

Mpa

SECTION IS SAFE

2

3

Structural Computations - SHAP (Version 2)

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