cedent
When I look at FIG 7.1c, Isn't the new bottom chord, below queen posts, sufficiently long to be unbraced in both horz. & vertical planes.Also now the joist is deeper than before.
Apsix and Prex
What will increase the axial force?
Make a 24" deep truss and place loads at panel points than reduce depth to 12" with same configuration. Do not change diagonal angles (slope) or any geometry. You can shorten the truss in length and add one more panel to match original length...
The shallow the truss, less longer the
members and hence more axial capacity.
So apparently no need to strengthen members if we
shallow an existing deep truss or O.W.S.J. Probably it is needed when we check it for axial forces from moment, i.e we find out moment at mid span and depending on...
As per my knowledge you cannot reduce any further if you are using ASCE 7-05 combos. As far as section 12.13.4 is concerned, I am sure 25% reduction is ok when without seismic load the stability is 1.5. One small tip, I have worked overseas and standard of construction are mostly sub-standard...
Refer to Page 122, ASCE 7-05, note a.
Hence after analysing your steel rack, what ever reaction comes, the E will be taken the value it comes, if you are designing your conc ftg using Strength method and factored loads.
when your are checking soil bearing capacity, divide E values with...
I have worked in Abu Dhabi in 1992 - 1995. To my knowledge both Dubai and Abu Dhabi get sand from AL AIN and the major suppliers were only two (one is Al-Sharafi) at that time. I had always problem with the quantities. They will always write 32 m3 supply note on truck whose body label says...
I need to design a square mat footing. It has four concrete
pedestals symmitrical arrangement. Any idea how to find maximum moment and shear + other tips on what is needed to be done.
Does anyone have something handy to find out what will be the maximum number of bars in beam as per ACI 318-05. In case. they do not fit in one layer than what are the if and buts for second or higher layer, stirrups requirements and detailing.
Thanks.
I am trying to model a truss using SAP2000. I am unable to understand that in output
Why Sap can reduce the cross sectional area of double angles. To me the area should be constant
But as I enter different spacing for back to back legs, x-area changes.
rho minimum = 0.0018 x hf / ( 2 x d), where hf = height of footing and d is hf-cover. Is this formula ok as per ACI 318-05 for minimum steel to be used in concrete retaining wall footing.
If you read at the end of allowable stress combinations, they do not allow for increase in allowable stress. Does this mean we cannot increase soil bearing capacity 33% due to wind or seismic load.
Is it as per ACI detailing standard that the pile cap bottom mesh should be 12 inch high and pile steel should enter into pile cap run vertically 12 inch and than bend over pile cap bottom steel.
In footings many engineers tend to ignore this minimum steel ratio bw x d x 200/fy . Does ACI or any thing relevant confirms this anywhere. Thanks in advance.
8 feet dia to 32 feet dia tanks and high up to 50 feet. So footing can be 0ne or two feet larger. No pedestal. Tanks are directly mechanically anchored to circular slab on grade.
