# FLRPLATE.xls

Rating:
25

### Description

"FLRPLATE" is a spreadsheet program written in MS-Excel for the purpose of designing steel checkered floor
This program is a workbook consisting of two (2) worksheets, described as follows:

• Doc - Documentation sheet
• Steel Floor Plate Design - Steel checkered floor plate design for uniformly distributed loading

All the worksheets are independent and self contained, so that you can move them from one workbook to another. All the worksheets are protected, but not with a password.

Program Assumptions and Limitations:
1.   This program utilizes the formulas given in "Design of Welded Structures" by Omer W. Blodgett (James F. Lincoln Arc Welding Foundation) in Table 1 on page 6.5-4.  The formulas therein were taken from "Formulas for Stress and Strain", by Raymond J. Roark, for rectangular flat plates subjected to uniform pressure. These same formulas are found in "Design of Weldments" by Omer W. Blodgett (James F. Lincoln Arc Welding Foundation) in Table 1 on page 4.6-4 as well.
2.   This program follows the procedures and guidelines of the AISC 9th Edition Allowable Stress (ASD) Manual, (Fourth Impression 9/00), and the "Floor Plate Bending Capacity" Table found on page 2-145 is replicated off of the main calculation worksheet at the right side of the screen.  Also, at the right side of the screen, there are two (2) additional allowable uniform loading tables, one based on flexural strength and the other based on deflection criteria.  Both of these tables consider the user input value of the plate yield stress, 'Fy'.
3.   If the user desires to simulate true one-way span action for the plate analysis and design, then a value of the plate long span, 'L', which is input should be at least 8 times the value of the plate short span, 'S'.

Calculation Reference
AISC Steel Construction Manual

### Calculation Preview

Submitted On:
01 May 2013
File Size:
89.50 Kb
1163
File Version:
1.6
File Author:
Alex Tomanovich
Rating:
25

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owaked@25 6 months ago
Thanks!
ATomanovich 10 years ago
I made a few changes and additions to the "FLRPLATE.xls" spreadsheet workbook for the analysis of floor plate.
Several people had asked about why the allowable bending stress, Fb, was limited to 16 ksi in the Floor Plate Bending Capacity table in the AISC Manual. The answer is best explained in the article "Are You Properly Specifying Materials?" by Charlie J. Carter, S.E., P.E. from "Modern Steel Construction" magazine, January 2004 (as follows):
Raised-Pattern Floor Plates
ASTM A786 is the standard specification for rolled steel floor plates. As floor plate design is seldom controlled by strength considerations, ASTM A786 "Commercial Grade" commonly is specified. If so, per ASTM A786 Section 5.1.2, "the product will be supplied 0.33 percent maximum carbon and without specific mechanical properties". Alternatively, if a defined strength level is desired, ASTM A786 raised-pattern floor plate can be ordered to a defined plate specification, such as ASTM A36, A572, or A588; see ASTM A786 Sections 8 and Appendix Table X1.1.
In order for the worksheet to be able to create a calculation which would reflect the values in the AISC Manual table, I added the user input asking if the allowable bending stress is to be limited to 16 ksi or not. I also added a couple of comment boxes as well as a couple of visible notes on the calculation page pertaining to simulating one-way action and plate yield stress.
This workbook is now version 1.6.
dirkels 13 years ago
No metric details!
ATomanovich 14 years ago
I apologize if my reply to you came across that you were being critical. Not at all, and I was not offended. Believe me, I've developed a relatively "thick skin" from all of this. But that's what you get when you put you work out there for scrutiny as I have...so in some ways I've asked for it. (lol) I welcome the comments, constructive criticism, and suggestions. Generally, there's always some room for improvement.
ATomanovich 14 years ago
I didn't mean to criticize, and hope I didn't come off as offensive or demanding. On the contrary, your spreadsheets have helped me immeasurably to understand wind and seismic loading (for instance), where otherwise I would be lost; my appreciation is immense.
ATomanovich 14 years ago
I use this worksheet primarily to have a quick calc. sheet for one-way floor plate design. If you'll review the Floor Plate Capacity Table on page 2-145 of the ASIC 9TH Manual (ASD), you'll see that there is a deflection line of 1/100 of the span shown. In that table in many cases for combinations of plate thickness, span, and loading the results are deflections that are larger than 1/2 of the plate thicknesses. The reason that I limited the input thickness to a minimum of 1/8" was to match up with that table. I personally have no problem using this spreadsheet to correlate with the table for one-way floor plate design, even if the resulting deflection is a bit more than 1/2 of the plate thickness. However, I normally use a much more stringent deflection criteria than 1/100, something more like 1/240 or even 1/360.
Now, if you have a true 2-way designed plate, it probably would be good to limit the deflection to about 1/2 of the plate thickness for the 2-way formulas to me more valid. Of note, some floor plate vendors merely show 1/4" as a deflection criteria in their catalogs. Maybe the logic there is simply that most applications rarely call for floor plate thicknesses greater than 1/2".
I try to avoid interjecting my own opinions or judgements on design criteria in my spreadsheets, because I would never get agreement from everyone that uses them. But on the other hand, I really can't keep people from abusing or misusing them either. Engineering experience and judgement must come into play. Remember, I'm not a teacher and I'm certainly not trying to teach any of you anything. My spreadsheets are merely tools to help facilitate our day to day work.
Alex
ATomanovich 14 years ago
And my question is, in your spreadsheet wouldn't it be more appropriate to include a deflection limit based on material thickness, rather than allowing the user to select an allowable deflection?
ATomanovich 14 years ago
Here is an excerpt from Roark 7th Edition which should help explain why we would be advised to keep thin plate deflections rather small.
ATomanovich 14 years ago
Hi jpriley485, Alex as the file author is subscribed to this topic so he will receive an email notification of your post. He is pretty good at getting back to people.
Roark also assumes that the thickness is not more than about one quarter of the least transverse dimension, and the maximum deflection is not more than about one-half the thickness; I guess that's why God invented large deflection non-linear finite element analysis?
ATomanovich 14 years ago
I left this message as a comment at the download site, but wanted to make sure Alex sees it:
Great spreadsheet! I've used it many times. Thank you, thank you! Recently, I had the case of 16ga sheet metal spanning 34" x 17". This spreadsheet is bounded at 1/8" on the lower end of thickness, so I had to open Roark and Young (5th ed), where I found something interesting. At the beginning of Ch.10, "Flat Plates", one of the assumptions is ". . . maximum deflection is not more than about one-half the thickness." Perhaps that is the boundary between beam action and catenary action. Anyway, from here forward I'll use 0.5t as a deflection limit.
John Doyle: Does this automatically get sent to Alex?