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  2. ufc 3-340-01 design and analysis of hardened structures to conventional weapons effects (fouo)
  3. Update to UFC for Blast Resistant Design of Masonry Components
  4. UFC 3-340-02 Structures to Resist the Effects of Accidental Explosions, with Change 2

The Unified Facilities Criteria (UFC) system is prescribed by Description: This UFC presents methods of design for protective. UFC with Change 1 dated 1 July . “” : This zip file has an Acrobat PDF Portfolio with pdf files that. The purpose of this manual is to present methods of design for protective construction used in facilities for development, testing, production, storage.

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Ufc 3-340-02 Pdf

Description: This UFC presents methods of design for “”: This file will allow you to view the complete UFC as. UFC Structures to Resist the Effects of Accidental Explosions - Ebook download as PDF File .pdf), Text File .txt) or read book online. Blast resistant. masonry components in UFC , “Structures to Resist the Effects of PEC and the UFC Technical Working Group (TWG) are.

A total of 13 beams were field tested using live explosives, where the charge size ranged from 50 to kg of ammonium nitrate-fuel oil mixture, and the ground stand-off distance was from 7. Blast wave characteristics, including incident and reflected pressures, were recorded. In addition, time-dependent displacements, accelerations, and strains at different locations along the steel members were measured, and the postblast damage and mode of failure of the test specimens were observed. The blast load characteristics were compared with those obtained using the Technical Manual UFC results. The displacement response results were used to validate the results obtained from a nonlinear dynamic analysis based on a single degree-of-freedom SDOF model. Results showed that the UFC pressure predictions compare reasonably well with the measured pressure in the positive phase in terms of both the peak pressure and overall time variations. The SDOF model predicted the maximum displacements of beams in the elastic range reasonably well, but it overestimated them in the plastic range. Record URL:.

Hm... Are You a Human?

Google Scholar Belytschko, T. Google Scholar Chopra, A.

Google Scholar Cormie, D. Blast effects on buildings, 2nd Ed. London: Thomas Telford.

Washington, DC. Google Scholar DoD Departments of Defense, Washington, DC. Google Scholar Dusenberry, D.

Handbook for blast-resistant design of buildings, Wiley, Hoboken, NJ. Google Scholar Norris, C.

ufc 3-340-01 design and analysis of hardened structures to conventional weapons effects (fouo)

However, it is very difficult to capture the overall system response if a building is broken into discrete components with simplified boundary conditions using the SDOF approach, with the result that the SDOF method may be overly conservative.

Nonlinear finite element analysis methods may be used to evaluate the dynamic response of a single building module or a multi-module assembly to blast loads.

This global approach can remove some of the conservatism associated with breaking the building up into its many components when using the SDOF approach. Geometric and material non-linearity effects are normally utilized in such analyses.

These analyses are typically carried out using a finite element program capable of modeling nonlinear material and geometric behavior in the time domain. The following shows a finite element model for a six-module complex: SDOF Analysis: All structures consist of more than one degree of freedom. The basic analytical model used in most blast design application is the single degree of freedom SDOF system.

Update to UFC for Blast Resistant Design of Masonry Components

In many cases, structural components subject to blast load can be modeled as an equivalent SDOF mass-spring system with a nonlinear spring. This is illustrated below: The accuracy obtainable from a SDOF approximation depends on how well the deformed shape of the structure and its resistance can be represented with respect to time. The properties of the equivalent SDOF system are also based on load and mass transformation factors, which are calculated to cause conservation of energy between the equivalent SDOF system and the component assuming a deformed component shape and that the deflection of the equivalent SDOF system equals the maximum deflection of the component at each time.

The mass and dynamic loads of the equivalent system are based on the component mass and blast load, respectively, and the spring stiffness and yield load are based on the component flexural stiffness and lateral load capacity.

Blast loadings, F t , act on a structure for relatively short durations of time and are therefore considered as transient dynamic loads.

The equivalent SDOF system is an elastic-plastic spring-mass system with properties M, K, Ru equal to the corresponding properties of the component modified by transformation factors. The deflection of the spring-mass system will be equal to the deflection of a characteristic point on the actual system, i.

UFC 3-340-02 Structures to Resist the Effects of Accidental Explosions, with Change 2

To perform equivalent SDOF, the assumption of a deformed shape for the actual system is required. The majority of dynamic analyses performed in blast resistant design of petrochemical facilities are made using SDOF approximation.

The following figure from UFC shows the maximum deflection of elasto-plastic, one-degree of freedom system for triangular load and this figure is typical graphical solution of SDOF.

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