Scribd
Upload
35 views1 page

Staad Result

The document summarizes the design of a concrete column (C1) with dimensions of 200mm by 400mm that is part of a building project. The column was designed according to ACI 318-05/IBC 2003 standards for axial force, biaxial moment, shear reinforcement, and joint shear capacity. The column design was checked against criteria such as minimum reinforcement ratios, maximum shear stresses, and capacity ratios between the column and connecting beams. The column design was found to meet all controlling design combinations.

Uploaded by

Ginyfel Masiado
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as PDF, TXT or read online on Scribd
35 views1 page

Staad Result

The document summarizes the design of a concrete column (C1) with dimensions of 200mm by 400mm that is part of a building project. The column was designed according to ACI 318-05/IBC 2003 standards for axial force, biaxial moment, shear reinforcement, and joint shear capacity. The column design was checked against criteria such as minimum reinforcement ratios, maximum shear stresses, and capacity ratios between the column and connecting beams. The column design was found to meet all controlling design combinations.

Uploaded by

Ginyfel Masiado
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as PDF, TXT or read online on Scribd
You are on page 1/ 1

ETABS Concrete Design Engineer

Project
Subject

ACI 318-05/IBC 2003 COLUMN SECTION DESIGN Type: Sway Special Units: KN-mm (Envelope)

Level : RBL L=3300.000


Element : C1 B=200.000 D=400.000 dc=50.000
Section ID : C200X400 E=24.821 fc=0.021 Lt.Wt. Fac.=1.000
fy=0.275 fys=0.225
RLLF=1.000

Phi(Compression-Spiral): 0.700 Overstrength Factor: 1.25


Phi(Compression-Tied): 0.650
Phi(Tension Controlled): 0.900
Phi(Shear): 0.750
Phi(Seismic Shear): 0.600
Phi(Joint Shear): 0.850

Axial Force & Biaxial Moment Check for Pu-Mu2-Mu3 Interaction


Column End Rebar Area Rebar % D/C Ratio
Top 1206.000 1.508 0.166
Bottom 1206.000 1.508 0.132

Column End Design Pu Design Mu2 Design Mu3 Station Loc Controlling Combo
Top 15.242 -4243.051 982.741 2950.000 206
Bottom 21.915 3886.429 -596.952 0.000 206

Shear Reinforcement for Major Shear (V2)


Column End Rebar Av/s Design Vu Station Loc Controlling Combo
Top 0.306 4.957 2950.000 206
Bottom 0.306 4.957 0.000 206

Shear Reinforcement for Minor Shear (V3)


Column End Rebar Av/s Design Vu Station Loc Controlling Combo
Top 0.613 6.099 2950.000 206
Bottom 0.613 6.099 0.000 206

Joint Shear Check/Design


Joint Shear Shear Shear Joint Controlling
Ratio VuTot phi*Vc Area Combo
Major(V2) 0.090 27.625 308.124 80000.000 205
Minor(V3) 0.111 34.094 308.124 80000.000 205

Beam/Column Capacity Ratios


(6/5)(B/C) Column/Beam SumBeamCap SumColCap Controlling
Ratio Ratio Moments Moments Combo
Major(33) 0.143 8.363 6560.521 54867.078 205
Minor(22) 0.386 3.107 8076.703 25094.993 205

ETABS v9.7.4 - File:Project Dumaguete - KN-mm Units March 19,2019 19:59

You might also like