Search results for query: *

vid071892: Using Denial’s steps I have made Excel spreadsheet – see attachment. It seems to work like a charm :-). Feel free to modify it accordingly. Additional calcs need to be added to keep X and Y scales equal. As Denial pointed out it was “an interesting little problem”. Regards, IV...

In this thread thread507-84756 "SlideRuleEra" suggested that we compare the failure load of harness parts (5,000 lb) to one measure of the failure load of the steel member (the load at 36 ksi yield strength) and "haggis" came up with C4x5.4 spanning 9 ft. Is this correct approach? For 9 ft span...

Thank you all for valuable comments. According to AISC 341-05 Commentary C11.1 OMF Knee-Brace Systems – I can design tower framing in one direction as ordinary moment frames with R=3.5. How about other direction? Any suggestions?

I am doing ASCE 7-05 seismic calculations of cooling tower support steel structure (see attachment) and I am not sure what seismic force-resisting system it is. Ordinary steel concentrically braced frame (R=3.25) or Special steel concentrically braced frame (R=6) or Steel system not specifically...

Our mechanical engineer is asking me to check circular plate made of quartz. Plate is about 14” dia and 2” thick with a lot (about 150) holes 3/16” dia. All quartz properties (E, yield, allowable tensile stress, …) were given. I am considering modeling this plate with triangular plate elements...

Try this one: =LEFT(A1,SEARCH("'",A1)-1)*12+MID(A1,SEARCH("-",A1,2)+1,LEN(A1)-SEARCH("-",A1,2)-1) ft-in text (like 6'-2" or 6'-2 1/8") is in cell A1

I have asked similar question earlier and one of answers was "Case A & B looks to be maximum variation in loading due to gusts at different times". Hope this helped. IV

Thanks RARMBJ. What requires different bolt size is different condition as you indicated.

Is it acceptable to use different bolt sizes at each end of vertical brace (3/4” dia bolts at one end and 1” dia bolts at other end)? Thanks, IV

I am checking something I do not have ASME BTH-1 with me - are all allowable stresses Fy/3 even allowable bearing stress? Thanks, IV

rtmote: Thanks for an excellent spreadsheet. If you do not mind sharing your examples on piles I would really appreciate it. Regards, IV

I forgot you use AutoCADLT and it doesn't support AutoLISP. You may try LT-Extender 2000 Plus http://www.cadopolis.com/shareware/shareware_listing.asp?TheCategory=&TheSubcategory=&StartNo=260&TheKeywords=

rharr: You have to type in both parenthesis (/ 25 25.4)

rharr: You can type in (/ 25 25.4) on AutoCAD command prompt. Will this help?

40818 - Just a little correction: (1/48)=(5/384) simplified is (1/48)=5/(8*48) Therefore equivalent UDL is 8/5=1.6 times the total load.

Thanks StructuralEIT. PIP STC01015 uses FOS=1.0 with 0.6D+W but my question is if IBC allows this. IV

Should wind load on purlins HSS10x4 welded to main roof trusses (see attachment) be calculated using factors for MWFRS or C&C? I thought for purlins, in this case since they are part of main wind force resisting system, should MWFRS factors used. In what part of ASCE 7 is this? Thanks IV

I have designed canopy spread footing using load combination 0.6D+W and 1.0 factor of safety for overturning and uplift but reviewer wants me to use FOS=1.5 It looks very conservative to me and I could not find this in IBC. However PIP STC01015 Structural Design Criteria Section 4.3.7.2 is very...

Thanks to all for your valuable inputs. You have already noticed I made a typo - ASD gives you LARGER bolts than LRFD not smaller. For example ASD load comb is 1,000# tension per bolt and LRFD 2,000#. 1/4” dia bolt w/ 2” embedment has allowable load 560# and ultimate load 2100#. Therefore using...

Catalogs for adhesive or mechanical anchor bolts usually give allowable and ultimate loads and their ratio is around 1:4. However ratio between nominal loads (using allowable stress design) and factored loads (using strength design) is less than 1:2. This means allowable stress design gives you...