COLUMNA G,4

1

1

Working Units Metric (m, Ton, Ton-m, kg/cm^2)

Design Code ACI-318-11

Column:C4G

Basic Design Parameters

Caption

Default Concrete Strength, Fc

Default Concrete Modulus, Ec

Maximum Concrete Strain

= C4G

= 200

= 141421

= 0.003

kg/cm^2

kg/cm^2

in/in

Rebar Set

Default Rebar Yeild Strength, Fy

= ASTM

= 4200

kg/cm^2

Default Rebar Modulus, Es

Default Cover to Rebars

Maximum Steel Strain

= 2000000

= 4.00

= Infinity

kg/cm^2

cm

Transverse Rebar Type

= Ties

Total Shapes in Section

Consider Slenderness

= 1

= No

Cross-section Shapes

Shape Width Height Conc Fc S/S Curve Rebars

cm cm kg/cm^2 Rectangular 40.00 20.00 200.00 ACI-Whitney Rectangular 12-#5

Shape

Rebar Properties

Sr.No

1

Designation

#5

Area

cm^2 2.0

Cord-X

cm 4.00

Cord-Y

cm 4.00

Fy

kg/cm^2 4200

S/S Curve

Elasto-Plastic

2 #5 2.0 4.00 16.00 4200 Elasto-Plastic

3 #5 2.0 36.00 16.00 4200 Elasto-Plastic

4 #5 2.0 36.00 4.00 4200 Elasto-Plastic

5 #5 2.0 4.00 8.00 4200 Elasto-Plastic

6 #5 2.0 4.00 12.00 4200 Elasto-Plastic

7 #5 2.0 14.67 16.00 4200 Elasto-Plastic

8 #5 2.0 25.33 16.00 4200 Elasto-Plastic

9 #5 2.0 36.00 12.00 4200 Elasto-Plastic

10 #5 2.0 36.00 8.00 4200 Elasto-Plastic

11 #5 2.0 25.33 4.00 4200 Elasto-Plastic

12 #5 2.0 14.67 4.00 4200 Elasto-Plastic

12-#5

Total Area =

23.9

cm^2

Steel Ratio = 2.99 %

2

2

Basic Section Properties:

Total Width

Total Height

Center, Xo

Center, Yo

= 40.00

= 20.00

= 0.00

= 0.00

cm

cm

cm

cm

X-bar (Right)

X-bar (Left)

Y-bar (Top)

Y-bar (Bot)

= 20.00

= 20.00

= 10.00

= 10.00

cm

cm

cm

cm

Transformed Properties:

Base Material

= Custom

Area, A

Inertia, I33

Inertia, I22

Inertia, I32

= 800.00

= 2.67E+04

= 1.07E+05

= 0.00E+00

cm^2

cm^4

cm^4

cm^4

Radius, r3

Radius, r2

= 5.774

= 11.547

cm

cm

Additional Section Properties:

Transformed Properties:

Base Material

Modulus, S3(Top)

Modulus, S3(Bot)

Modulus, S2(Left)

Modulus, S2(Right)

= Custom

= 2,666.7

= 2,666.7

= 5,333.3

= 5,333.3

cm^3

cm^3

cm^3

cm^3

Plastic Modulus, Z3

Plastic Modulus, Z2

Torsional, J

Shear Area, A3

Shear Area, A2

= 3,980.3

= 7,960.6

= 75,283.3

= 666.67

= 666.67

cm^3

cm^3

cm^4

cm^2

cm^2

Principal Angle

Inertia, I33'

Inertia, I22'

= 0.00E+00

= 1.07E+05

= 2.67E+04

Deg

cm^4

cm^4

3

3

Framing Along-X

Total C/C Length, Lc = 2.60 m

Unsupported Length, Lu = 2.60 m

Framing Type = 4 Framing Case = 0 K Factor, Braced = 1.00 Kl/r, Braced = 25.98 K Factor, Unbraced = 1.00 Kl/r, Unbraced = 25.98

Framing Along-Y

Total C/C Length, Lc = 2.60 m

Unsupported Length, Lu = 2.60 m

Framing Type = 4 Framing Case = 0 K Factor, Braced = 1.00 Kl/r, Braced = 51.96

K Factor, Unbraced = 1.00

Kl/r, Unbraced = 51.96

Final Design Loads

Sr.No Combination Load Pu Mux-Bot Muy-Bot Mux-Top Muy-Top

ton ton-m ton-m ton-m ton-m

1 1.2D+1.6L 19.183 0.00 0.00 3.56 1.51

Result Summary

Sr.No Combination Pu (ton) Cap. Ratio-Bot Cap. Ratio- Top

Remarks

1 1.2D+1.6L 19.183 0.131 0.867 Capacity OK

4

Column1 - Section View

Load Point Location: Loading

5

Load Point Location: Loading

Neutral Axis Location: Loading

6

Elastic Stresses: Loading

Cracked Stresses: Loading

7

Rebar Stresses: Loading

Load-Moment Interaction

8

Load-Moment Interaction

Moment-Moment Interaction

9

Moment Mx Interaction Surface

Moment My Interaction Surface