RECTANGULAR SPREAD FOOTING ANALYSIS
 

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"FOOTINGS" is a spreadsheet program written in MS-Excel for the purpose of analysis of rigid rectangular spread footings with up to 8 total piers, and for either uniaxial or biaxial resultant eccentricities.Overturning sliding, and uplift stability checks are made when applicable, and resulting gross soil bearing pressures at the four (4) corners of the footing are calculated.The maximum net soil bearing pressure is also determined.

This program is a workbook consisting of five (5) worksheets, described as follows:
Footing (net pier loads) - Individual rectangular spread footing analysis (with net pier loadings)
Footing (breakdown of loads) - Individual rectangular spread footing analysis (with breakdown of loadings)
Footings (Table) - Multiple rectangular spread footings analysis and design (table format)
Footings (Pier Table) - Multiple rectangular spread footings - pier analysis (table format)

Program Assumptions and Limitations:

1.This program assumes that the spread footing is in fact "rigid", so that the bearing pressure is distributed linearly on a homogeneous soil.(Note: the actual footing is generally not "rigid", nor is the pressure beaneth it distributed linearly.However, it has been found that solutions using the assumed "rigid" concept are adequate and generally result in a conservative design.)

2.This program assumes an orthogonal X-Y-Z coordinate system with the origin located at the centroid of the footing in plan (footprint)."Right-Hand-Rule" sign convention is used for input of all pier coordinates as well as for all applied forces and moments at piers.

3.This program will handle from 1 up to eight (8) total piers located anywhere on the base of the footing. Piers can be numbered in any desired order.

4.This program does not check the actual calculated soil bearing pressure against a given allowable soil pressure.This is done so that the extent of acceptable overstress is left up to the judgement of the user. However, in all cases this must be checked by the user.

5.This program does not use a specified permissible value for the factor of safety against overturning.However, a minimum value of 1.5 to 2.0 is suggested, based upon the particular conditions.(A "Footing is unstable!" error message will be displayed if the factor of safety against overturning is < 1.0.Then the user must revise the footing dimensions or other parameters.)

6.This program does not use a specified permissible value for the factor of safety against uplift.However, a minimum value of 1.2 to 1.5 is suggested, based upon the particular conditions and the extent of footing confinement.(A "Footing is unstable!" error message will be displayed if the factor of safety against uplift is < 1.0.Then the user must revise the footing dimensions or other parameters.)

7.The "Footing (net pier loads)" worksheet deals with net applied loadings at the piers.That is, there is no allowance for individual breakdown of dead, live, and wind (or seismic) loadings. This worksheet should be specifically used in any of the following conditions:

  • a.When the individual breakdown of loadings is not known or is not critical.
  • b.When there are little or no uplift or overturning forces and moments due to wind (or seismic).
  • c.When the factor of safety against uplift or overturning due to wind (or seismic) is NOT critical.
  • d.When there are overturning forces or moments due to only gravity (dead or live) loadings.

8.The "Footing (net pier loads)" worksheet considers all net applied moments and horizontal loads as forces causing overturning. However, a net uplift load is considered as a force causing overturning only when there is an applicable resultant eccentricity in the direction of overturning.For a net uplift pier load, the "excess" pier weight (pier weight less soil weight) is subtracted from the net uplift load at the pier location.

9.The "Footing (breakdown of loads)" worksheet allows for individual breakdown of dead, live, and wind (or seismic) loadings. This worksheet should be specifically used in any of the following conditions:

  • a.When the individual breakdown of loadings is known or is critical
  • b.When there are uplift or overturning forces and moments due to wind (or seismic)
  • c.When the factor of safety against uplift or overturning due to wind (or seismic) is critical
  • d.When there are no overturning forces or moments due to only gravity (dead or live) loadings

10.The "Footing (breakdown of loads)" worksheet considers only applied wind (or seismic) shears, uplifts, and moments as forces causing overturning.Any wind (or seismic) loads which act in opposite direction to sense of overturning are considered as forces which reduce the total overturning.Only applied pier dead (not live) loadings are considered as forces resisting overturning.Any dead loadings which act in opposite direction to sense of resisting overturning are considered as forces which reduce the total resistance to overturning.

11.This program includes the uniform live load surcharge in the calculation of the soil bearing pressures.The uniform live load surcharge is not included in the calculation of "resisting" moment for overturning check, nor in the calculations for uplift check.The uniform live load surcharge is assumed to act over the entire footing plan area.

12.This program will calculate the soil bearing pressures at the corners of the footing for all cases of resultant eccentricity, both uniaxial and biaxial.The corners of the footing are always designated in the footing plan proceeding counterclockwise from the lower right-hand corner as follows:

  • (3) =upper left-hand corner(2) =upper right-hand corner
  • (4) =lower left-hand corner(1) =lower right-hand corner

13.Reference used in this program for footing with cases of biaxial resultant eccentricity is:
"Analytical Approach to Biaxial Eccentricity" - by Eli Czerniak
Journal of the Structural Division, Proceedings of the ASCE, ST4 (1962), ST3 (1963)

14.Another more recent reference for footing with cases of biaxial resultant eccentricity is:
"Bearing Pressures for Rectangular Footings with Biaxial Uplift" - by Kenneth E. Wilson
Journal of Bridge Engineering -Feb. 1997

15.The "Footings (Table)" and "Footings (Pier Table)" worksheets enable the user to analyze/design virtually any number of individual footings or footing load combinations.The footings must have only one concentric pier. The footings may be subjected to biaxial eccentricities as long as 100% bearing is maintained.If one or more corners become unloaded from biaxial eccentricities, then the error message, "Resize!" will be displayed. Refer to those two worksheets for list of specific assumptions used in each.The column loads and footing/pier dimensions input in rows "A" through "Q" of the "Footings (Table)" worksheet may be copied and pasted (via "Paste Special, Values" command) into the same position in the "Footings (Pier Table)" worksheet.The entire row of calculation cells can then be copied and pasted down the page to match the number of rows of
 input in each of the two table format worksheets.

16.The "Footings (Table)" and "Footings (Pier Table)" worksheets enable the user select either the ACI 318-99, 318-02, or 318-05 Code to perform the reinforced concrete analysis/design for one-way (beam-type) shear, two-way (punching) shear, and flexural reinforcing requirements.

17.In the "Footings (Table)" worksheet, the program assumes a "tension controlled" section and uses f = 0.90 to determine required reinforcing.This is appropriate for the ACI 318-99 Code with applicable load factors. However, for either the ACI 318-02 or ACI 318-05 Codes, f must be determined based on actual reinforcing used.If f < 0.90 then the footing thickness will need to be increased until the calculated value of f is = 0.90 in order to use reinforcing results determined from this program.

18.In the "Footings (Pier Table)" worksheet, for pure flexure (no axial load) the program determines the strain in the tension reinforcing and then the capacity reduction factor f <= 0.90.

19.This program contains numerous “comment boxes” which contain a wide variety of information including explanations of input or output items, equations used, data tables, etc.(Note:presence of a “comment box” is denoted by a “red triangle” in the upper right-hand corner of a cell.Merely move the mouse pointer to the desired cell to view the contents of that particular "comment box".)

A while back at a special request, I compiled a PDF file containing example problems from five (5) different references concerning biaxially loaded footing analysis, for the purpose of verifying the biaxial analysis performed in the "FOOTINGS.xls" spreadsheet workbook.

Calculation Reference
Spread Footing
| Find on Amazon.com | Find on Amazon.co.uk | Find on Amazon.fr | Find on Amazon.de | Find on Amazon.ca |
Footings and Foundations
| Find on Amazon.com | Find on Amazon.co.uk | Find on Amazon.fr | Find on Amazon.de | Find on Amazon.ca |
Spread Footing Design
| Find on Amazon.com | Find on Amazon.co.uk | Find on Amazon.fr | Find on Amazon.de | Find on Amazon.ca |

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Submitted On:
03 Apr 2014
Submitted By:
ATomanovich
File Date:
27 Mar 2014
File Author:
Alex Tomanovich
File Version:
3.7
File Size:
2,421.00 Kb
File Type:
xls
Downloads:
1916
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Comments  

 
#21 ATomanovich 2017-10-04 19:13
Quoting AMMamore:
Alex,
First of all I do appreciate all your spreadsheets. One subscriber mentioned about bi-axial bending. I am just curious how, or what method did you use? Earlier, we used a graph and find some factors to do the bi-axial bending. How did you do that in an spreadsheet, without those graphs? Can you help me out on this one?

The reason I ask is that I have been trying to make my own spreadsheet to do an isolated footing but I could only do it for uni-axial bending. The object of my spreadsheet is not only to solve for the soil pressures, but also to do the concrete and reinforcement designs. And I'd like to share it with everyone, but not yet, because of its limitation with regards to biaxial bending. Thanks.


It is a simple iterative solution that a friend and myself developed many years ago for the HP41CX programmable calculators based on an article and procedure written by Eli Czerniak. It might be best if you merely "borrow" the procedure in my spreadsheet and embed it into your own. I do not mind. It's involved and a bit convoluted to explain in words. However, the main thing is that it works.
If you want to email me, I'll be glad to send you a PDF copy of that Czerniak article.

Alex
 
 
#20 AMMamore 2017-10-03 14:28
Alex,
First of all I do appreciate all your spreadsheets. One subscriber mentioned about bi-axial bending. I am just curious how, or what method did you use? Earlier, we used a graph and find some factors to do the bi-axial bending. How did you do that in an spreadsheet, without those graphs? Can you help me out on this one?

The reason I ask is that I have been trying to make my own spreadsheet to do an isolated footing but I could only do it for uni-axial bending. The object of my spreadsheet is not only to solve for the soil pressures, but also to do the concrete and reinforcement designs. And I'd like to share it with everyone, but not yet, because of its limitation with regards to biaxial bending. Thanks.
 
 
#19 ATomanovich 2015-11-16 20:51
Quoting jirairs:
Cannot use it with all the comments attached to each box.
Please unlock.

Regards,
Jirair


Jirair,

I'm not sure why you are having issues with using my FOOTINGS.xls spreadsheet workbook. I make use of input data validation comments as well as other general comments (denoted by red triangles) to hopefully clarify the user input or explain any restrictions or limitations in the input.

All of the spreadsheets that I write make use of comments to varying degrees, and I've never had any complaints from anyone else before about them.

The worksheets are protected, but not with a password. However, unprotecting them will not make the comments go away, but you can blow them away in your own personal copies if you choose.

That's about all I can offer you on this subject.

Regards,

Alex
 
 
#18 jirairs 2015-11-16 20:32
Cannot use it with all the comments attached to each box.
Please unlock.

Regards,
Jirair
 
 
#17 VR2007 2015-02-06 16:52
Great set of calculations! You're really good in what you do.
 

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