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sukanta.adhikari General Sponsor
Joined: 26 Jan 2003 Posts: 714

Posted: Mon Sep 02, 2019 10:02 am Post subject: A New idea for RCC COLUMN design 


DEL
Last edited by sukanta.adhikari on Tue Sep 03, 2019 12:48 pm; edited 1 time in total 

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Har Sarup Garg SEFI Member
Joined: 02 Dec 2018 Posts: 1

Posted: Mon Sep 02, 2019 10:30 am Post subject: A New idea for RCC COLUMN design 


Thanks Sir, I read the method and apply in my future design and compare the results. I will definitely share these results to your goodself. Thanks again Sir.
On Mon, Sep 2, 2019, 11:58 rg.gupta <forum@sefindia.org (forum@sefindia.org)> wrote:
Quote:  Dear Sefians
Jai Hind
1ST TIME IN THE HISTORY OF ENGINNERING A REVOLOTIONARY IDEA FOR RCC COLUMN DESIGN UNEARTHED
A new research & development for RCC column design based on basic concept & fundamentals in very simple method not attempted by any body before. Not only applicable for Indian code but also to all country codes . The design Engineers will definitely get rid of the tardy, tedious, error in reading & timeconsuming method by using various charts prepared based on trials & experiments from time immemorial with so many approximations.
The initial work is based on first principal i.e. "Moment is nothing but multiple of force and eccentricity, due to these eccentricities ,the increase in area of concreate section with no eccentricity, is again calculated then this area of concreate is converted in proportion to the area of steel. The summation of both these areas of steel i.e. one due to pure axial compression & other due to converted area of steel due to the eccentricities" .
The theory for this research is explained for INDIAN CODE similarly may be drived for other COUNTRY CODES
The ultimate axial load of column is derived partially from concreate section & partially
from quantity of steel at an axial strain of .002 as per a sample example for INDIAN CODE.
As per clause 38.6 of IS 456 1978" Puz = 0.45 Fck.Ac + 0.75 Fy.Asc (but may vary due to future revisions)ā€¯
All dimensions are in Newtons & Millimeters except Ultimate Load & Moments which are in Kilo Newtons
& Kilo Newtons Meters respectively.
Reduced stress of concreate adopted as per Indian Code i.e. a= 0.45*Fck
Reduced stress of steel adopted as per Indian Code i.e b =0.75*Fy
Calculations for eccentricity in x directions i.e Mx/ Puz =ex
Calculations for eccentricity in x directions i.e My/Puz =ey
Area of concreate of section i.e Width*Depth i.e. A1 =Bx*Dy
Equivalent Area of concreate without eccentricity i.e.A2 ={2*(Bx/2+ex)}*{2*(Dy/2+ey)}
Excessive Area of concreate due to eccentricity i.e.(A2A1) ={(Bx+2*ex)*(Dy+2*ey)(Bx*Dy)}
From area of concreate in proportion to area of steel i.e. a/b =(0.45*Fck/0.75*Fy)
Area of steel due to axial load i.e. At1 ={(1000*Puz0.45*Fck*Bx*Dy)/(0.75*Fy0.45*Fck)}
Area of steel due to eccentricity i.e. At2=(A2A1)*a/b
={(Bx+2*ex)*(Dy+2*ey)Bx*Dy}*(0.45*Fck/0.75*Fy)
Total Area of steel i.e. At =At1+At2
Based on the above theory, a simple computer program has been developed in Excel sheets for
Rectangular, Circular , L section and also for any theoretical section as well as per INDIAN CODE .
(This simple Excel computer program is attached for testing and wide circulation between all
concerned)
The ultimate axial load of column is derived partially from concreate section & partially
from quantity of steel as per BRITISH CODE 8111.
As per Axial load i.e. "Puz = 0.45 Fck.Ac + 0.75 Fy.Asc" (but it may vary)
All dimensions are in Newtons & Millimeters except Ultimate Load & Moments which are in Kilo Newtons
& Kilo Newtons Meter respectively.
Reduced stress of concreate adopted as per British Code i.e. a= 0.45*Fck
Reduced stress of steel adopted as per Brtish Code i.e b =0.95*Fy
Calculations for eccentricity in x directions i.e Mx/ Puz =ex
Calculations for eccentricity in x directions i.e My/Puz =ey
Area of concreate of section i.e Width*Depth i.e. A1 =Bx*Dy
Equivalent Area of concreate without eccentricity i.e.A2 ={2*(Bx/2+ex)}*{2*(Dy/2+ey)}
Excessive Area of concreate due to eccentricity i.e.(A2A1) ={(Bx+2*ex)*(Dy+2*ey)(Bx*Dy)}
From area of concreate in proportion to area of steel i.e. a/b =(0.45*Fck/0.95*Fy)
Area of steel due to axial load i.e. At1 ={(1000*Puz0.45*Fck*Bx*Dy)/(0.95*Fy0.45*Fck)}
Area of steel due to eccentricity i.e. At2=(A2A1)*a/b
={(Bx+2*ex)*(Dy+2*ey)Bx*Dy}*(0.45*Fck/0.95*Fy)
Total Area of steel i.e. At =At1+At2
Based on the above theory, a simple computer program has been developed in Excel sheets for
Rectangular, Circular , L section & any theoretical section as well as per BRITISH CODE .
(This simple Excel computer program is attached for testing and wide circulation between all
Concerned)
Ultimate axial load of column is derived partially from concreate section & partially
from quantity of steel as per ACI CODE 318
As per Axial load i.e. "Puz = 0.442 Fck.Ac + 0.52 Fy.Asc" (but it may vary)
All dimensions are in Pound & inch except Ultimate Load & Moments which are in Kilo Pound
& Kilo Pound Feet respectively.
Reduced stress of concreate adopted as per ACI Code i.e. a= 0.442*Fck
Reduced stress of steel adopted as perACI Code i.e b =0.52*Fy
Calculations for eccentricity in x directions i.e Mx/ Puz =ex
Calculations for eccentricity in x directions i.e My/Puz =ey
Area of concreate of section i.e Width*Depth i.e. A1 =Bx*Dy
Equivalent Area of concreate without eccentricity i.e.A2 ={2*(Bx/2+ex)}*{2*(Dy/2+ey)}
Excessive Area of concreate due to eccentricity i.e.(A2A1) ={(Bx+2*ex)*(Dy+2*ey)(Bx*Dy)}
From area of concreate in proportion to area of steel i.e. a/b =(0.442*Fck/0.52*Fy)
Area of steel due to axial load i.e. At1 ={(1000*Puz0.442*Fck*Bx*Dy)/(0.52*Fy0.442*Fck)}
Area of steel due to eccentricity i.e. At2=(A2A1)*a/b
={(Bx+2*ex)*(Dy+2*ey)Bx*Dy}*(0.442*Fck/0.52*Fy)
Total Area of steel i.e. At =At1+At2
Based on the above theory, a simple computer program has been developed in Excel sheets for
Rectangular, Circular , L section & any theoretical section as well per ACI CODE .
(This simple Excel computer program is attached for testing and wide circulation between all concerned)
All design engineers, researchers, scientists & authors also fraternity in the field in general & all SEFI members in particular are requested to use this sample excel program as many times as they can with nos. of variable inputs for scrutiny & testing for their valuable comments, feedback & acceptance for further revisions.
Er R G GUPTA
FORMER SUPRITENDING ENGEER
CENTRAL DESIGN ORGANIGATION
DELHI DEVEOPMENT AUTHORITY
rg.gupta41@gmail.com (rg.gupta41@gmail.com)
+919718829191
Download Attachments:
Program_for_RCC_Column_Design_(all_codes).xlsx
Program_for_RCC_Column_Design_(all_codes).xlsx

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nag1.bala SEFI Member
Joined: 18 Jun 2009 Posts: 9

Posted: Mon Sep 02, 2019 1:30 pm Post subject: A New idea for RCC COLUMN design 


Thank you for
On Mon, 2 Sep 2019, 05:15 rg.gupta, <forum@sefindia.org (forum@sefindia.org)> wrote:
Quote:  Dear Sefians
Jai Hind
1ST TIME IN THE HISTORY OF ENGINNERING A REVOLOTIONARY IDEA FOR RCC COLUMN DESIGN UNEARTHED
A new research & development for RCC column design based on basic concept & fundamentals in very simple method not attempted by any body before. Not only applicable for Indian code but also to all country codes . The design Engineers will definitely get rid of the tardy, tedious, error in reading & timeconsuming method by using various charts prepared based on trials & experiments from time immemorial with so many approximations.
The initial work is based on first principal i.e. "Moment is nothing but multiple of force and eccentricity, due to these eccentricities ,the increase in area of concreate section with no eccentricity, is again calculated then this area of concreate is converted in proportion to the area of steel. The summation of both these areas of steel i.e. one due to pure axial compression & other due to converted area of steel due to the eccentricities" .
The theory for this research is explained for INDIAN CODE similarly may be drived for other COUNTRY CODES
The ultimate axial load of column is derived partially from concreate section & partially
from quantity of steel at an axial strain of .002 as per a sample example for INDIAN CODE.
As per clause 38.6 of IS 456 1978" Puz = 0.45 Fck.Ac + 0.75 Fy.Asc (but may vary due to future revisions)ā€¯
All dimensions are in Newtons & Millimeters except Ultimate Load & Moments which are in Kilo Newtons
& Kilo Newtons Meters respectively.
Reduced stress of concreate adopted as per Indian Code i.e. a= 0.45*Fck
Reduced stress of steel adopted as per Indian Code i.e b =0.75*Fy
Calculations for eccentricity in x directions i.e Mx/ Puz =ex
Calculations for eccentricity in x directions i.e My/Puz =ey
Area of concreate of section i.e Width*Depth i.e. A1 =Bx*Dy
Equivalent Area of concreate without eccentricity i.e.A2 ={2*(Bx/2+ex)}*{2*(Dy/2+ey)}
Excessive Area of concreate due to eccentricity i.e.(A2A1) ={(Bx+2*ex)*(Dy+2*ey)(Bx*Dy)}
From area of concreate in proportion to area of steel i.e. a/b =(0.45*Fck/0.75*Fy)
Area of steel due to axial load i.e. At1 ={(1000*Puz0.45*Fck*Bx*Dy)/(0.75*Fy0.45*Fck)}
Area of steel due to eccentricity i.e. At2=(A2A1)*a/b
={(Bx+2*ex)*(Dy+2*ey)Bx*Dy}*(0.45*Fck/0.75*Fy)
Total Area of steel i.e. At =At1+At2
Based on the above theory, a simple computer program has been developed in Excel sheets for
Rectangular, Circular , L section and also for any theoretical section as well as per INDIAN CODE .
(This simple Excel computer program is attached for testing and wide circulation between all
concerned)
The ultimate axial load of column is derived partially from concreate section & partially
from quantity of steel as per BRITISH CODE 8111.
As per Axial load i.e. "Puz = 0.45 Fck.Ac + 0.75 Fy.Asc" (but it may vary)
All dimensions are in Newtons & Millimeters except Ultimate Load & Moments which are in Kilo Newtons
& Kilo Newtons Meter respectively.
Reduced stress of concreate adopted as per British Code i.e. a= 0.45*Fck
Reduced stress of steel adopted as per Brtish Code i.e b =0.95*Fy
Calculations for eccentricity in x directions i.e Mx/ Puz =ex
Calculations for eccentricity in x directions i.e My/Puz =ey
Area of concreate of section i.e Width*Depth i.e. A1 =Bx*Dy
Equivalent Area of concreate without eccentricity i.e.A2 ={2*(Bx/2+ex)}*{2*(Dy/2+ey)}
Excessive Area of concreate due to eccentricity i.e.(A2A1) ={(Bx+2*ex)*(Dy+2*ey)(Bx*Dy)}
From area of concreate in proportion to area of steel i.e. a/b =(0.45*Fck/0.95*Fy)
Area of steel due to axial load i.e. At1 ={(1000*Puz0.45*Fck*Bx*Dy)/(0.95*Fy0.45*Fck)}
Area of steel due to eccentricity i.e. At2=(A2A1)*a/b
={(Bx+2*ex)*(Dy+2*ey)Bx*Dy}*(0.45*Fck/0.95*Fy)
Total Area of steel i.e. At =At1+At2
Based on the above theory, a simple computer program has been developed in Excel sheets for
Rectangular, Circular , L section & any theoretical section as well as per BRITISH CODE .
(This simple Excel computer program is attached for testing and wide circulation between all
Concerned)
Ultimate axial load of column is derived partially from concreate section & partially
from quantity of steel as per ACI CODE 318
As per Axial load i.e. "Puz = 0.442 Fck.Ac + 0.52 Fy.Asc" (but it may vary)
All dimensions are in Pound & inch except Ultimate Load & Moments which are in Kilo Pound
& Kilo Pound Feet respectively.
Reduced stress of concreate adopted as per ACI Code i.e. a= 0.442*Fck
Reduced stress of steel adopted as perACI Code i.e b =0.52*Fy
Calculations for eccentricity in x directions i.e Mx/ Puz =ex
Calculations for eccentricity in x directions i.e My/Puz =ey
Area of concreate of section i.e Width*Depth i.e. A1 =Bx*Dy
Equivalent Area of concreate without eccentricity i.e.A2 ={2*(Bx/2+ex)}*{2*(Dy/2+ey)}
Excessive Area of concreate due to eccentricity i.e.(A2A1) ={(Bx+2*ex)*(Dy+2*ey)(Bx*Dy)}
From area of concreate in proportion to area of steel i.e. a/b =(0.442*Fck/0.52*Fy)
Area of steel due to axial load i.e. At1 ={(1000*Puz0.442*Fck*Bx*Dy)/(0.52*Fy0.442*Fck)}
Area of steel due to eccentricity i.e. At2=(A2A1)*a/b
={(Bx+2*ex)*(Dy+2*ey)Bx*Dy}*(0.442*Fck/0.52*Fy)
Total Area of steel i.e. At =At1+At2
Based on the above theory, a simple computer program has been developed in Excel sheets for
Rectangular, Circular , L section & any theoretical section as well per ACI CODE .
(This simple Excel computer program is attached for testing and wide circulation between all concerned)
All design engineers, researchers, scientists & authors also fraternity in the field in general & all SEFI members in particular are requested to use this sample excel program as many times as they can with nos. of variable inputs for scrutiny & testing for their valuable comments, feedback & acceptance for further revisions.
Er R G GUPTA
FORMER SUPRITENDING ENGEER
CENTRAL DESIGN ORGANIGATION
DELHI DEVEOPMENT AUTHORITY
rg.gupta41@gmail.com (rg.gupta41@gmail.com)
+919718829191
Download Attachments:
Program_for_RCC_Column_Design_(all_codes).xlsx
Program_for_RCC_Column_Design_(all_codes).xlsx

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uhvaryani General Sponsor
Joined: 21 May 2008 Posts: 255

Posted: Tue Sep 03, 2019 5:30 am Post subject: A New idea for RCC COLUMN design 


dear er.gupta,congratulations for this pioneering work.
all the best wishes
uhvaryani
On Mon, Sep 2, 2019 at 1:24 AM rg.gupta <forum@sefindia.org (forum@sefindia.org)> wrote:
Quote:  Dear Sefians
Jai Hind
1ST TIME IN THE HISTORY OF ENGINNERING A REVOLOTIONARY IDEA FOR RCC COLUMN DESIGN UNEARTHED
A new research & development for RCC column design based on basic concept & fundamentals in very simple method not attempted by any body before. Not only applicable for Indian code but also to all country codes . The design Engineers will definitely get rid of the tardy, tedious, error in reading & timeconsuming method by using various charts prepared based on trials & experiments from time immemorial with so many approximations.
The initial work is based on first principal i.e. "Moment is nothing but multiple of force and eccentricity, due to these eccentricities ,the increase in area of concreate section with no eccentricity, is again calculated then this area of concreate is converted in proportion to the area of steel. The summation of both these areas of steel i.e. one due to pure axial compression & other due to converted area of steel due to the eccentricities" .
The theory for this research is explained for INDIAN CODE similarly may be drived for other COUNTRY CODES
The ultimate axial load of column is derived partially from concreate section & partially
from quantity of steel at an axial strain of .002 as per a sample example for INDIAN CODE.
As per clause 38.6 of IS 456 1978" Puz = 0.45 Fck.Ac + 0.75 Fy.Asc (but may vary due to future revisions)ā€¯
All dimensions are in Newtons & Millimeters except Ultimate Load & Moments which are in Kilo Newtons
& Kilo Newtons Meters respectively.
Reduced stress of concreate adopted as per Indian Code i.e. a= 0.45*Fck
Reduced stress of steel adopted as per Indian Code i.e b =0.75*Fy
Calculations for eccentricity in x directions i.e Mx/ Puz =ex
Calculations for eccentricity in x directions i.e My/Puz =ey
Area of concreate of section i.e Width*Depth i.e. A1 =Bx*Dy
Equivalent Area of concreate without eccentricity i.e.A2 ={2*(Bx/2+ex)}*{2*(Dy/2+ey)}
Excessive Area of concreate due to eccentricity i.e.(A2A1) ={(Bx+2*ex)*(Dy+2*ey)(Bx*Dy)}
From area of concreate in proportion to area of steel i.e. a/b =(0.45*Fck/0.75*Fy)
Area of steel due to axial load i.e. At1 ={(1000*Puz0.45*Fck*Bx*Dy)/(0.75*Fy0.45*Fck)}
Area of steel due to eccentricity i.e. At2=(A2A1)*a/b
={(Bx+2*ex)*(Dy+2*ey)Bx*Dy}*(0.45*Fck/0.75*Fy)
Total Area of steel i.e. At =At1+At2
Based on the above theory, a simple computer program has been developed in Excel sheets for
Rectangular, Circular , L section and also for any theoretical section as well as per INDIAN CODE .
(This simple Excel computer program is attached for testing and wide circulation between all
concerned)
The ultimate axial load of column is derived partially from concreate section & partially
from quantity of steel as per BRITISH CODE 8111.
As per Axial load i.e. "Puz = 0.45 Fck.Ac + 0.75 Fy.Asc" (but it may vary)
All dimensions are in Newtons & Millimeters except Ultimate Load & Moments which are in Kilo Newtons
& Kilo Newtons Meter respectively.
Reduced stress of concreate adopted as per British Code i.e. a= 0.45*Fck
Reduced stress of steel adopted as per Brtish Code i.e b =0.95*Fy
Calculations for eccentricity in x directions i.e Mx/ Puz =ex
Calculations for eccentricity in x directions i.e My/Puz =ey
Area of concreate of section i.e Width*Depth i.e. A1 =Bx*Dy
Equivalent Area of concreate without eccentricity i.e.A2 ={2*(Bx/2+ex)}*{2*(Dy/2+ey)}
Excessive Area of concreate due to eccentricity i.e.(A2A1) ={(Bx+2*ex)*(Dy+2*ey)(Bx*Dy)}
From area of concreate in proportion to area of steel i.e. a/b =(0.45*Fck/0.95*Fy)
Area of steel due to axial load i.e. At1 ={(1000*Puz0.45*Fck*Bx*Dy)/(0.95*Fy0.45*Fck)}
Area of steel due to eccentricity i.e. At2=(A2A1)*a/b
={(Bx+2*ex)*(Dy+2*ey)Bx*Dy}*(0.45*Fck/0.95*Fy)
Total Area of steel i.e. At =At1+At2
Based on the above theory, a simple computer program has been developed in Excel sheets for
Rectangular, Circular , L section & any theoretical section as well as per BRITISH CODE .
(This simple Excel computer program is attached for testing and wide circulation between all
Concerned)
Ultimate axial load of column is derived partially from concreate section & partially
from quantity of steel as per ACI CODE 318
As per Axial load i.e. "Puz = 0.442 Fck.Ac + 0.52 Fy.Asc" (but it may vary)
All dimensions are in Pound & inch except Ultimate Load & Moments which are in Kilo Pound
& Kilo Pound Feet respectively.
Reduced stress of concreate adopted as per ACI Code i.e. a= 0.442*Fck
Reduced stress of steel adopted as perACI Code i.e b =0.52*Fy
Calculations for eccentricity in x directions i.e Mx/ Puz =ex
Calculations for eccentricity in x directions i.e My/Puz =ey
Area of concreate of section i.e Width*Depth i.e. A1 =Bx*Dy
Equivalent Area of concreate without eccentricity i.e.A2 ={2*(Bx/2+ex)}*{2*(Dy/2+ey)}
Excessive Area of concreate due to eccentricity i.e.(A2A1) ={(Bx+2*ex)*(Dy+2*ey)(Bx*Dy)}
From area of concreate in proportion to area of steel i.e. a/b =(0.442*Fck/0.52*Fy)
Area of steel due to axial load i.e. At1 ={(1000*Puz0.442*Fck*Bx*Dy)/(0.52*Fy0.442*Fck)}
Area of steel due to eccentricity i.e. At2=(A2A1)*a/b
={(Bx+2*ex)*(Dy+2*ey)Bx*Dy}*(0.442*Fck/0.52*Fy)
Total Area of steel i.e. At =At1+At2
Based on the above theory, a simple computer program has been developed in Excel sheets for
Rectangular, Circular , L section & any theoretical section as well per ACI CODE .
(This simple Excel computer program is attached for testing and wide circulation between all concerned)
All design engineers, researchers, scientists & authors also fraternity in the field in general & all SEFI members in particular are requested to use this sample excel program as many times as they can with nos. of variable inputs for scrutiny & testing for their valuable comments, feedback & acceptance for further revisions.
Er R G GUPTA
FORMER SUPRITENDING ENGEER
CENTRAL DESIGN ORGANIGATION
DELHI DEVEOPMENT AUTHORITY
rg.gupta41@gmail.com (rg.gupta41@gmail.com)
+919718829191
Download Attachments:
Program_for_RCC_Column_Design_(all_codes).xlsx
Program_for_RCC_Column_Design_(all_codes).xlsx

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Manoharbs_eq General Sponsor
Joined: 17 Jul 2012 Posts: 423

Posted: Tue Sep 03, 2019 8:30 am Post subject: A New idea for RCC COLUMN design 


Actually this can be used for initial sizing, but when the moment is excessive and eccentricity exceeds beyond the section then this method cannot be considered.
On Mon, 2 Sep, 2019, 1:23 PM rg.gupta, <forum@sefindia.org (forum@sefindia.org)> wrote:
Quote:  Dear Sefians
Jai Hind
1ST TIME IN THE HISTORY OF ENGINNERING A REVOLOTIONARY IDEA FOR RCC COLUMN DESIGN UNEARTHED
A new research & development for RCC column design based on basic concept & fundamentals in very simple method not attempted by any body before. Not only applicable for Indian code but also to all country codes . The design Engineers will definitely get rid of the tardy, tedious, error in reading & timeconsuming method by using various charts prepared based on trials & experiments from time immemorial with so many approximations.
The initial work is based on first principal i.e. "Moment is nothing but multiple of force and eccentricity, due to these eccentricities ,the increase in area of concreate section with no eccentricity, is again calculated then this area of concreate is converted in proportion to the area of steel. The summation of both these areas of steel i.e. one due to pure axial compression & other due to converted area of steel due to the eccentricities" .
The theory for this research is explained for INDIAN CODE similarly may be drived for other COUNTRY CODES
The ultimate axial load of column is derived partially from concreate section & partially
from quantity of steel at an axial strain of .002 as per a sample example for INDIAN CODE.
As per clause 38.6 of IS 456 1978" Puz = 0.45 Fck.Ac + 0.75 Fy.Asc (but may vary due to future revisions)ā€¯
All dimensions are in Newtons & Millimeters except Ultimate Load & Moments which are in Kilo Newtons
& Kilo Newtons Meters respectively.
Reduced stress of concreate adopted as per Indian Code i.e. a= 0.45*Fck
Reduced stress of steel adopted as per Indian Code i.e b =0.75*Fy
Calculations for eccentricity in x directions i.e Mx/ Puz =ex
Calculations for eccentricity in x directions i.e My/Puz =ey
Area of concreate of section i.e Width*Depth i.e. A1 =Bx*Dy
Equivalent Area of concreate without eccentricity i.e.A2 ={2*(Bx/2+ex)}*{2*(Dy/2+ey)}
Excessive Area of concreate due to eccentricity i.e.(A2A1) ={(Bx+2*ex)*(Dy+2*ey)(Bx*Dy)}
From area of concreate in proportion to area of steel i.e. a/b =(0.45*Fck/0.75*Fy)
Area of steel due to axial load i.e. At1 ={(1000*Puz0.45*Fck*Bx*Dy)/(0.75*Fy0.45*Fck)}
Area of steel due to eccentricity i.e. At2=(A2A1)*a/b
={(Bx+2*ex)*(Dy+2*ey)Bx*Dy}*(0.45*Fck/0.75*Fy)
Total Area of steel i.e. At =At1+At2
Based on the above theory, a simple computer program has been developed in Excel sheets for
Rectangular, Circular , L section and also for any theoretical section as well as per INDIAN CODE .
(This simple Excel computer program is attached for testing and wide circulation between all
concerned)
The ultimate axial load of column is derived partially from concreate section & partially
from quantity of steel as per BRITISH CODE 8111.
As per Axial load i.e. "Puz = 0.45 Fck.Ac + 0.75 Fy.Asc" (but it may vary)
All dimensions are in Newtons & Millimeters except Ultimate Load & Moments which are in Kilo Newtons
& Kilo Newtons Meter respectively.
Reduced stress of concreate adopted as per British Code i.e. a= 0.45*Fck
Reduced stress of steel adopted as per Brtish Code i.e b =0.95*Fy
Calculations for eccentricity in x directions i.e Mx/ Puz =ex
Calculations for eccentricity in x directions i.e My/Puz =ey
Area of concreate of section i.e Width*Depth i.e. A1 =Bx*Dy
Equivalent Area of concreate without eccentricity i.e.A2 ={2*(Bx/2+ex)}*{2*(Dy/2+ey)}
Excessive Area of concreate due to eccentricity i.e.(A2A1) ={(Bx+2*ex)*(Dy+2*ey)(Bx*Dy)}
From area of concreate in proportion to area of steel i.e. a/b =(0.45*Fck/0.95*Fy)
Area of steel due to axial load i.e. At1 ={(1000*Puz0.45*Fck*Bx*Dy)/(0.95*Fy0.45*Fck)}
Area of steel due to eccentricity i.e. At2=(A2A1)*a/b
={(Bx+2*ex)*(Dy+2*ey)Bx*Dy}*(0.45*Fck/0.95*Fy)
Total Area of steel i.e. At =At1+At2
Based on the above theory, a simple computer program has been developed in Excel sheets for
Rectangular, Circular , L section & any theoretical section as well as per BRITISH CODE .
(This simple Excel computer program is attached for testing and wide circulation between all
Concerned)
Ultimate axial load of column is derived partially from concreate section & partially
from quantity of steel as per ACI CODE 318
As per Axial load i.e. "Puz = 0.442 Fck.Ac + 0.52 Fy.Asc" (but it may vary)
All dimensions are in Pound & inch except Ultimate Load & Moments which are in Kilo Pound
& Kilo Pound Feet respectively.
Reduced stress of concreate adopted as per ACI Code i.e. a= 0.442*Fck
Reduced stress of steel adopted as perACI Code i.e b =0.52*Fy
Calculations for eccentricity in x directions i.e Mx/ Puz =ex
Calculations for eccentricity in x directions i.e My/Puz =ey
Area of concreate of section i.e Width*Depth i.e. A1 =Bx*Dy
Equivalent Area of concreate without eccentricity i.e.A2 ={2*(Bx/2+ex)}*{2*(Dy/2+ey)}
Excessive Area of concreate due to eccentricity i.e.(A2A1) ={(Bx+2*ex)*(Dy+2*ey)(Bx*Dy)}
From area of concreate in proportion to area of steel i.e. a/b =(0.442*Fck/0.52*Fy)
Area of steel due to axial load i.e. At1 ={(1000*Puz0.442*Fck*Bx*Dy)/(0.52*Fy0.442*Fck)}
Area of steel due to eccentricity i.e. At2=(A2A1)*a/b
={(Bx+2*ex)*(Dy+2*ey)Bx*Dy}*(0.442*Fck/0.52*Fy)
Total Area of steel i.e. At =At1+At2
Based on the above theory, a simple computer program has been developed in Excel sheets for
Rectangular, Circular , L section & any theoretical section as well per ACI CODE .
(This simple Excel computer program is attached for testing and wide circulation between all concerned)
All design engineers, researchers, scientists & authors also fraternity in the field in general & all SEFI members in particular are requested to use this sample excel program as many times as they can with nos. of variable inputs for scrutiny & testing for their valuable comments, feedback & acceptance for further revisions.
Er R G GUPTA
FORMER SUPRITENDING ENGEER
CENTRAL DESIGN ORGANIGATION
DELHI DEVEOPMENT AUTHORITY
rg.gupta41@gmail.com (rg.gupta41@gmail.com)
+919718829191
Download Attachments:
Program_for_RCC_Column_Design_(all_codes).xlsx
Program_for_RCC_Column_Design_(all_codes).xlsx

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husainhamdulay General Sponsor
Joined: 09 Mar 2014 Posts: 13 Location: Kuwait

Posted: Tue Sep 03, 2019 8:33 am Post subject: 


Dear Engg Gupta
Really an ashtonishing work. Good Luck for ur future works
Regards
Husain


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bhsolanki SEFI Member
Joined: 27 Aug 2015 Posts: 9

Posted: Tue Sep 03, 2019 1:30 pm Post subject: A New idea for RCC COLUMN design 


Respected Gupta Sir,
I have two observations regarding this method,
1. It is not clear here How Cl.39.6 is satisfied for Biaxial column, as it's equation uses parameter alpha n, which is based on Pu/Puz value.
2. To Check Cl.39.6, One must have Mux1 & Muy1, Maximum Moment Capacity of columns for the given materials & Ast provided & arrangement of Steel with cover, which is also not considered here.
My opinions in actual practice
1. It is better to use PuMu charts using same simple MSExcel Programs than to use SP16 Charts which needs to be converted which is tedious procedure.
2. By using PuMu Chart designer has to put column end results Pu & Mu values in that graph, if all the values are falling within the chart that will be mostly to be safe section with Moment Demand/Capacity ratio should be preferable between 0.5 to 0.6 in both the axes for Aplha n value in < 1.8.
3. Best method I seen is used by Etabs/SAP2000 software where they uses PMyMz Envelope surface & Simultenouly shows all the load combination result in 3D graph which is good visualization for further iteration if required in checking column orientations.
4. In software column concrete dimensions plays important role in analysis as it's directly related to Its second moment of inertia & I affects the Moment distribution in Space frame of the structure, so if designer has the freedom of choosing higher concrete dimension its better to increase it and reanalyse to have more economic column sections.
To All readers: I request you to correct me if I have any wrong understandings here.
On Mon, 2 Sep 2019 at 15:52, rg.gupta <forum@sefindia.org (forum@sefindia.org)> wrote:
Quote:  Dear Sefians
Jai Hind
1ST TIME IN THE HISTORY OF ENGINNERING A REVOLOTIONARY IDEA FOR RCC COLUMN DESIGN UNEARTHED
A new research & development for RCC column design based on basic concept & fundamentals in very simple method not attempted by any body before. Not only applicable for Indian code but also to all country codes . The design Engineers will definitely get rid of the tardy, tedious, error in reading & timeconsuming method by using various charts prepared based on trials & experiments from time immemorial with so many approximations.
The initial work is based on first principal i.e. "Moment is nothing but multiple of force and eccentricity, due to these eccentricities ,the increase in area of concreate section with no eccentricity, is again calculated then this area of concreate is converted in proportion to the area of steel. The summation of both these areas of steel i.e. one due to pure axial compression & other due to converted area of steel due to the eccentricities" .
The theory for this research is explained for INDIAN CODE similarly may be drived for other COUNTRY CODES
The ultimate axial load of column is derived partially from concreate section & partially
from quantity of steel at an axial strain of .002 as per a sample example for INDIAN CODE.
As per clause 38.6 of IS 456 1978" Puz = 0.45 Fck.Ac + 0.75 Fy.Asc (but may vary due to future revisions)ā€¯
All dimensions are in Newtons & Millimeters except Ultimate Load & Moments which are in Kilo Newtons
& Kilo Newtons Meters respectively.
Reduced stress of concreate adopted as per Indian Code i.e. a= 0.45*Fck
Reduced stress of steel adopted as per Indian Code i.e b =0.75*Fy
Calculations for eccentricity in x directions i.e Mx/ Puz =ex
Calculations for eccentricity in x directions i.e My/Puz =ey
Area of concreate of section i.e Width*Depth i.e. A1 =Bx*Dy
Equivalent Area of concreate without eccentricity i.e.A2 ={2*(Bx/2+ex)}*{2*(Dy/2+ey)}
Excessive Area of concreate due to eccentricity i.e.(A2A1) ={(Bx+2*ex)*(Dy+2*ey)(Bx*Dy)}
From area of concreate in proportion to area of steel i.e. a/b =(0.45*Fck/0.75*Fy)
Area of steel due to axial load i.e. At1 ={(1000*Puz0.45*Fck*Bx*Dy)/(0.75*Fy0.45*Fck)}
Area of steel due to eccentricity i.e. At2=(A2A1)*a/b
={(Bx+2*ex)*(Dy+2*ey)Bx*Dy}*(0.45*Fck/0.75*Fy)
Total Area of steel i.e. At =At1+At2
Based on the above theory, a simple computer program has been developed in Excel sheets for
Rectangular, Circular , L section and also for any theoretical section as well as per INDIAN CODE .
(This simple Excel computer program is attached for testing and wide circulation between all
concerned)
The ultimate axial load of column is derived partially from concreate section & partially
from quantity of steel as per BRITISH CODE 8111.
As per Axial load i.e. "Puz = 0.45 Fck.Ac + 0.75 Fy.Asc" (but it may vary)
All dimensions are in Newtons & Millimeters except Ultimate Load & Moments which are in Kilo Newtons
& Kilo Newtons Meter respectively.
Reduced stress of concreate adopted as per British Code i.e. a= 0.45*Fck
Reduced stress of steel adopted as per Brtish Code i.e b =0.95*Fy
Calculations for eccentricity in x directions i.e Mx/ Puz =ex
Calculations for eccentricity in x directions i.e My/Puz =ey
Area of concreate of section i.e Width*Depth i.e. A1 =Bx*Dy
Equivalent Area of concreate without eccentricity i.e.A2 ={2*(Bx/2+ex)}*{2*(Dy/2+ey)}
Excessive Area of concreate due to eccentricity i.e.(A2A1) ={(Bx+2*ex)*(Dy+2*ey)(Bx*Dy)}
From area of concreate in proportion to area of steel i.e. a/b =(0.45*Fck/0.95*Fy)
Area of steel due to axial load i.e. At1 ={(1000*Puz0.45*Fck*Bx*Dy)/(0.95*Fy0.45*Fck)}
Area of steel due to eccentricity i.e. At2=(A2A1)*a/b
={(Bx+2*ex)*(Dy+2*ey)Bx*Dy}*(0.45*Fck/0.95*Fy)
Total Area of steel i.e. At =At1+At2
Based on the above theory, a simple computer program has been developed in Excel sheets for
Rectangular, Circular , L section & any theoretical section as well as per BRITISH CODE .
(This simple Excel computer program is attached for testing and wide circulation between all
Concerned)
Ultimate axial load of column is derived partially from concreate section & partially
from quantity of steel as per ACI CODE 318
As per Axial load i.e. "Puz = 0.442 Fck.Ac + 0.52 Fy.Asc" (but it may vary)
All dimensions are in Pound & inch except Ultimate Load & Moments which are in Kilo Pound
& Kilo Pound Feet respectively.
Reduced stress of concreate adopted as per ACI Code i.e. a= 0.442*Fck
Reduced stress of steel adopted as perACI Code i.e b =0.52*Fy
Calculations for eccentricity in x directions i.e Mx/ Puz =ex
Calculations for eccentricity in x directions i.e My/Puz =ey
Area of concreate of section i.e Width*Depth i.e. A1 =Bx*Dy
Equivalent Area of concreate without eccentricity i.e.A2 ={2*(Bx/2+ex)}*{2*(Dy/2+ey)}
Excessive Area of concreate due to eccentricity i.e.(A2A1) ={(Bx+2*ex)*(Dy+2*ey)(Bx*Dy)}
From area of concreate in proportion to area of steel i.e. a/b =(0.442*Fck/0.52*Fy)
Area of steel due to axial load i.e. At1 ={(1000*Puz0.442*Fck*Bx*Dy)/(0.52*Fy0.442*Fck)}
Area of steel due to eccentricity i.e. At2=(A2A1)*a/b
={(Bx+2*ex)*(Dy+2*ey)Bx*Dy}*(0.442*Fck/0.52*Fy)
Total Area of steel i.e. At =At1+At2
Based on the above theory, a simple computer program has been developed in Excel sheets for
Rectangular, Circular , L section & any theoretical section as well per ACI CODE .
(This simple Excel computer program is attached for testing and wide circulation between all concerned)
All design engineers, researchers, scientists & authors also fraternity in the field in general & all SEFI members in particular are requested to use this sample excel program as many times as they can with nos. of variable inputs for scrutiny & testing for their valuable comments, feedback & acceptance for further revisions.
Er R G GUPTA
FORMER SUPRITENDING ENGEER
CENTRAL DESIGN ORGANIGATION
DELHI DEVEOPMENT AUTHORITY
rg.gupta41@gmail.com (rg.gupta41@gmail.com)
+919718829191
Download Attachments:
Program_for_RCC_Column_Design_(all_codes).xlsx
Program_for_RCC_Column_Design_(all_codes).xlsx

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uhvaryani General Sponsor
Joined: 21 May 2008 Posts: 255

Posted: Wed Sep 04, 2019 6:30 am Post subject: A New idea for RCC Column design 


Dear Sefians, The work of Er.R.G.Gupta on column design is original and it is highly appreciated.I wish to give here the work already done by other engineers in the field of RCC column design.Most of the work available refers to rectangular and circular sections.For other sections like Lshaped,Tshaped or triangular shaped columns,we need more work.I hope Er,R.G.Gupta's method can be applied to these shapes too.
Ghanekar and Chandra's Handbook is being used extensively in design offices.
Professor S.N.SINHA and his students of IIT,Delhi have extensive work in this field.
Professor Sinha's HANDBOOK is very useful in design offices.Varyani's book on
Biaxial Bending of Reinforced Concrete Members is also a useful reference on this subject.
Engineers who have time and inclination should solve a few examples by different methods and get these compared with Er.R.G.Gupta's method for verification.
The work of Er.R.G.Gupta is highly commended and it can be used in design offices.
with best wishes and regards,
uhvaruani
9560435030
Virusfree. www.avg.com
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BVRAO General Sponsor
Joined: 21 Sep 2009 Posts: 38

Posted: Wed Sep 04, 2019 8:50 am Post subject: 


Sir
Please Study and send feed back
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rg.gupta ...
Joined: 26 Jan 2003 Posts: 83

Posted: Thu Sep 05, 2019 5:30 am Post subject: A New idea for RCC COLUMN design 


Dear Manoharbs
Jai Hind
It is advised in future pl do not make any comment in haste ,before you make a proper study of the case in depth & get the feed back.
Now it is suggested to go through the results of some of the solved examples of SP16 of BIS ,Author A.K.Jain & Authors Karve & Shah Books on RCC
and comparison with My program results as given below:
1) SP16 of 1980
a) Exp. 5 on page 99
b) Exp. 6 on page 103
c) Exp. 7 on page 103
d) Exp. 8 on page 105
e) Exp. 9 on page 107
2) A.K JAIN
a) Exp. 16.8 on page 493
b) Exp. 16.9 on page 495
c) Exp. 16.10 on page 496
3) KARVE & SHAH
a) Exp. 41 on page 787
b) Exp. 9.61 on page 878
c) Exp 9.62 on page 879
d) Exp. 9.63 on page 881
e) Exp. 9.64 on page 882
f) Exp. 9.71 on page 885
As there are so many softwares available here such as strap1,staad & Etab etc ,the results obtained from them are at variance also with consultant to consultant.
It is further clarified that this concept /research is at a very initial stage, may invite some minor modifications such as effective cover etc. are underway
which will have minor impact even now the results obtained are comparable with any body's as these results are based on basic fundamentals are perfect
& genuine .
R G GUPTA S.E(Retd.)
CDO/DDA
rg.gupta41@gmail.com (rg.gupta41@gmail.com)
9718829191
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