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Sirs: It seems that SAP escalates the earthquake spectra for different damping values. If I enter a 5% damping spectra and due to internal calculations of SAP (for example if I use material damping) the modal damping of some mode results,say 8%,the program needs to escalate the spectra. Does...

Sirs: When SAP 11 and 14 is used for Seismic Modal Analysis there is an option to recover accelerations in different nodes. Option is called "Joint output acceleration", within "show tables". Sap presents two alternatives: Absolute and Relative accelerations.When the option is used always...

Dear Sirs: I am reviewing a seismic analysis of a vessel supported on four legs done with Compress. The legs are X braced ;the bracings are located at midheight of the legs.Thus,below the bracings and above the bracings there are segments of legs that are submitted to bending due to the...

Sirs: I am looking for software graphics tools for developing an engineering application. The applic. considers an GUI for creating 3D models using simple geometrical shapes. Once entered the solid model the software performs some numerical calculations and presents the results. Are such...

Sirs: For nonmetallic piping,Heat Fusion Bonds the ASME B31.3 Acceptance Criteria requires non unfilled and unbounded areas.OK.But wich is the MANDATORY examination that the erector have to perform to accomplish this,in case that the contract only indicates that the piping shall be according...

Sirs: I am planning to use a FE coupled model to analyse a large tank for seismic forces,incorporating the tank contents. Some multiphysics computer programs,such as ADINA,have the capabilities of using fluid elements combined with normal stress analysis FE.¿Does anybody has experience on...

Sirs: I am preparing the seismic design criteria of a very large bottom supported tank.Due to the size and importance of the tank I am thinking to use a coupled FE model that incorporates the tank and its contents.With such a model the hidrodynamic interaction I hope will be best accounted...

Sirs: We are looking for an american company that provides Field Inspection for HDPE large diameter pipes installation. Our interest is to work with them for inspecting ,in Chile,many mining projects that are underway.Please help us on finding this company. Capablanca

Sirs: I am looking for a software package that allows the following: -I have a library of about ten typical steel towers models. -Another library with 20 typical antennas. The software shall be able to a)show a solid model of the towers,allowing rotations of the models and b)to pick any...

Sirs: This is a typical problem that presents in telecom towers.I am refering to standard shear connections such as between diagonals and goussets.These connections are not slip critical and get loosened by the tower vibrations. Eventually the bolts fall down.My interest is to knoww an easy...

Sirs: I am looking for software to calculate the mechanical properties of thinwalled sections.I remember to have seen such software for free downloading. Thanks,Capablanca.

Sirs: Does anybody knows if there is a problem to hot dip galvanize SAE 4041 anchor bolts.I have an opinion on this that says that this treatment reduces strongly the strength of the bolt. Thanks,Capablanca.

I am interested in knowing more on the theory behind Factor B in UG-23.It seems that is formula that accounts for buckling,thus reducing allowable compressive stresses. Does anybody can help me on this? Thanks,anyway.

Does it exists? A nontrivial,practical book explaining gaps,slidelines,contact,elastoplastics ,FE formulations.Something like Cook's "Concepts and Applications of Finite Element Analysis" but for non linear?

Telecom towers usually are overloaded with new antennae that increases the wind forces and reactions.Overturning of the towers is one problem.The other is soil bearing stresses.For checking these last effects it is needed an in situ soil strenght evaluation that normally shall be done for many...

On electric transmission towers grillage foundations are usual.But on telecomunication towers it seems not.Why is this? The main restraint is similar:structures on hills where concrete transport is expensive.In many telecom steel towers I know the concrete was poured from an helicopter.Why not...

Does anybody knows about the different types of structures to control snow avalanches?Any thread in internet will be useful. Thanks

For rigid structures the ASCE 7,chapter 6 Wind Loads, indicates a gust effect factor of 0.85.My question is how a factor to account for a dynamic effect can be less than 1.0? Thank for any info on this!