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yes i have that book of 2008 ,remind me on my email engkhurramali@gmai.com , i will send you

Assalam-o-alaikum! 1. You may refer to the following thread for some good books related to the design of load bearing structures: http://www.sepakistan.com/topic/1652-load-bearing-structure-design/#entry4141 2. There are several masonry design programs, available on the internet. A few of them, based on US codes, are as under: a. NCMA design software (http://ncma-br.org/sw.asp), b. CMD12 (http://www.cmacn.org/bookstore-computer.htm#CP001), c. IES QuickMasonry (http://www.iesweb.com/products/quickmasonry/index.htm), etc., etc. However, whether these are suitable for your requirements or not, may not be easy. You may download their demos or trial versions to check what they can do, and to what extent. (I myself have neither needed them, nor have used any of them so far.). IMO, It would however be better if you could develop your own spreadsheets for the design of different masonry elements, AFTER learning the design methodology, using the relevant codes & books (referred above, and elsewhere.) If you could provide some details about the load bearing structure you want to design, you might get a better and more specific advice here. Regards.

Assalam-o-alaikum! The term 'load bearing structure' is commonly referred to a structure, in which the superstructure loads are transferred to the foundation, through masonry walls. These walls may consist of plain or reinforced masonry. Here are a few good books dealing with design of structural masonry: 1. Manual for Des of Plain Masonry in Building Structures, Institute of Struct Engineers, UK, 1997 2. Design of Structural Masonry by McKenzie, 2001 (BS & Eurocode 6 based) 3. Structural masonry designers’ manual by Curtin et al., 2006 (BS 5628 based) 4. Masonry Structural Design by Klingner, 2010 (IBC 2009 & MSJC-2008 based) 5. Design of Reinforced Masonry Structures by Narendra Taly, 2010 (IBC 2009 & MSJC-2008 based) Besides, you may find several other resources on the internet, dealing with design of load bearing masonry structures. Regards.

Uzair is right that your pipe section is lean.. I would say extremely lean. Do check your KL/R using a K of 2. Its likely that it will fail the check. You will probably need a built up column or very big pipe section- 450mm to 610mm dia section..40m is a lot of length. Now lets talk about wind. Here is what I do in Canada. The wind speed for which the structures are designed is based on max wind speed with a probability of 1 in 50 years but for serviceability, the maximum wind speed is based on probability of 1 in 10 years. That reduces wind load a lot. So do check the code you are working on and it is likely that you are expected to use a lower design speed. Some codes also allow using lower importance factor like 0.75 for serviceability limit states. Thanks.

Wa-alaikum-assalam! 1. IMO, a plinth beam and a tie beam are the same, if they carry self-weight only (NO wall load). On the other hand, a grade beam is "a reinforced-concrete beam, usually at ground level, that strengthens or stiffens the foundation or supports overlying construction." (ACI CT-13). Thus, a grade beam is supported on ground. Although apparently supported by soil, practically the plinth beams carrying wall loads, will need to be designed as suspended beams (due to unreliability of soil support). ACI 318-08 section 12.12.3.2 will not be applicable in such cases. 2. In case of tie beams, yes. 'flexure from columns', points to the beam flexure caused by the moment transfer from a column (in a moment resisting frame) to the connected tie or grade beams, due to seismic effects. Regards.