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Spats is on target. But, I wouldn't dispute dik's point either. According to ASCE 7-05, depending on the enclosure classification, you may have edge and interor zones. the edge zones require addional reinforcing due to higher wind pressure. But I have found this tricky as to how to address it in...

Let's assume that the structure is NOT located in wind-borne debris region. I just wanted to rationalize the defination for enclosure classification as applied to general conditions. As I have described earlier, I found the definition of "partially enclosed and enclosed" to be ambigious and...

I would say both would work favorably as long as you provide lateral force resisting system, say, concrete shear walls. Your choice may be driven by whether cost or aesthetics is critical. with flat-slab you have a flat ceiling finish as compared to exposed beam which may require additional...

vincentpa: thanks for your insight. I am glad you have many calls/email correspondence with ASCE about same question. I will wait and see what ICC staff will have to say on this. but, i couldn't find much about the "other" enclosure classificaiton after reading thru the commentary. kslee1000...

Ron and ajh1, thanks for keeping this discussion going. I don't expect an opening to be subject to whether negative or possitive pressure. In simple terms, For North-to-South wind, windward (north) walls will be subject to positive pressure and leeward (south)walls to negetive pressure. I was...

Check "Structural Concrete: Theory and Design 4th Edition by M. Nadim Hassoun & Akthem Al Manaseer" It is kind of decent RC reference. I believe it covers design of beams curved in plan but not sure about beams curved in elevation.

I have some dilemma on ASCE 7-05 Sec 6.2. Definition of Building enclosure classification. According to ASCE 7-05 Sec 6.2., Building OPEN: a building building having each wall atlest 80% open. Building PARTIALLY ENCLOSED: a building which complies with both 1-total area of opening in the...

I won't depend much on FEM output from SAFE, ETABS or any other unless I 'spot check' typical and non-typical conditions by hand. We have a spreadsheet setup for Load Take Down but, We would like to compare the results of FEM load reaction by hand. Using customized spreadsheet may be a great...

structuresguy, Great thanks for your valuable and concise answer. DaveAtkins and WillisV : Thanks for your suggestions. How could IBC Section 1605.3.1.1 and ACI 530-05 paragraph 2.1.2.3 be reconcilled? I would really like to use 1/3 increase in allowable stress. (I have exterior wall...

Hello folks: I came across this clause in ASCE 5-05/ACI 530-05 sec 2.2.32 "Allowable tensile stresses for masonry elements subjected to out-of-plane or in-plane bending shall be in accordance of table 2.2.3.2 " Table 2.2.3.2 gives allowable flexural tensile stress values for clay and cmu. My...

Hi everyone, I was wondering if anyone has tips on how to model a steel frame on ETABS only for gravity loading and estimating foundation reaction. (no lateral force) The structure is: -1 storey steel frame (high and low roofing) -roof joist and deck system I modelled the structure as: -...

Hi, As I understand the situation it seems like the load from the shell is not distributed to the beams (columns) in a two-way fashion. I would suggest that you mesh the shell element after you assigned the surface loads (self wt, live load, snow load .. or whatever) If you are using ETABS...

Hello everyone, I am looking for some tips on flag pole design. (any material or approach) Flagpole height: 4'-0" Location: on top of Entrance canopy roof (16'-20' from ground floor) how to calculate the wind load on the flag pole. Thanks Inju

Hello Everyone, Somebody knows how to download a trial/demo version of the latest ETABS/SAP/SAFE programs? Anyone having demo version to share? I have trouble finding it on CSI website. Thanks INJU

errata: 'Electrostatic pressure' is an error i meant .. 'hydrostatic pressure' with (p=gamma water * Hequivalent) sorry about the error. FT.

Thanks Jack for your link to Corps Engineers's documents Thank you all for sending me some tips I was trying to approach this according to ASCE-7/98 - My concern remains on the issues of hydrodynamic loading (how to find velocity of water, v) dh=(aV2)/2g -The Code suggests you can...

Hello everyone, Have you ever designed/ or have some tips on Flood wall design? The condition is : -NON-COASTAL FLOOD WALL -CONCRETE -APPROX. 10'-0" FLOOD WATER HEIGHT -1'-0" FREEBOARD ASCE-7 States as: -Can be treated as retaining wall with additional consideration to the following...