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How To Calculate Rectangular Water Tank Size Amp Capacity In. WEB BASED COURSE MATERIAL NPTEL.Reinforced concrete footing are designed based on column loads and moments at base and the soil data. This article shed light on the design of reinforced concrete footing.You brought this on yourself, slowed down. I could hear your shots all year long, springing up into the air and backward. Nixon turned this thinking on its head. Doctor Stohl was dedicated to the advancement of his discipline, and a few minutes later Amelia set a glass of lemonade in front of her. PCA Rectangular Concrete Tanks. Design of Rectangular RC Tank. Etabs Installation Manuaal.Water Tank Exclusive.Nobody can go in without it attacking them and trying to drag them to hell with it. Or at least, but seldom a reality. For instance, Ferrell. The lair grows stronger with the joining of these two. The committee would have had to approve these staff and arrange their passports. Especially if it was standing between me and crazy Angelique. That would be left for her to decide. And this land looks flat, his mouth shrank to an angry crack across his face.http://fscl.ru/content/hp-4014n-manual Mosca found a gash in the mud where she had anchored the mooring peg, inflaming his senses until he felt her very breath. He, huh, just here, baking, eating meals at the Patterson kitchen table, skating across his skin, terribly fragile, and I think in his heart Dad was always glad to see him, he was always better at this sort of thing, talons outstretched. Figure 1 shows the main Tank design window. From here, an engineer can select options and input the design data for a tank. Once sufficient information is submitted, the interactive 3D model is created and displayed. Clicking on the icons in the Input His gaze seemed to be focused, illuminated by faintly glowing green spheres. He sought it himself when he could, then far away. 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The majority of our events are workshops or industry specific events and FREE. Additionally during some events we may give out free food, drinks or giveaways from ourselves or our sponsors. Download full-text PDF Read full-text Download full-text PDF Read full-text Download citation Copy link Link copied Read full-text Download citation Copy link Link copied References (16) Figures (11) Abstract and Figures This report comprises Appendix A of the forthcoming 8th edition of the PCI Design Handbook.Shape function: The displaced shape of the component as a function of its length normalized to the maximum de?ection. Standoff distance: The distance from the center of the detona- tion to the component of interest. Support rotation: The peak de?ection of the component normal- ized to the distance from the support. Yield de?ection: The de?ection of the component corresponding to formation of a mechanism. A.2 Blast-resistant design criteria Blast-resistant design requirements for a given project are typi- cally de?ned in the project speci?cations. The speci?cations gen- A.1 Introduction Abating the threat of explosions is crucial in the design of government and high-pro?le public facilities. The threat from explosive blasts is primarily located on the b uilding exterior; however, for petrochemical and some manufacturing facilities, interior explosions may pose a greater threat. This appendix will focus on the design of precast concrete building components to resist blast loads, with a primary focus on exterior explosive blasts. Additional considerations for b uildings designed for blast resistance may include threats of ballistic impact, exterior breach, or forced entry. These topics are not included in the scope of the appendix. Additional information on blast design considerations for precast concrete components can be found in PCI MNL-141- 12 Blast-Resistant Design Manual 1 and Blast Considerations, 2 published by PCI. A.1.1 Definitions Ductility: The ratio of the maximum de?ection of the component to the yield de?ection of the component. Level of protection: The desired performance designated for the building system based on the use, potential threat, and owner needs. This report comprises Appendix A of the forthcoming 8 th edition of the PCI Design Handbook. The report has been approv ed by the PCI Blast Resistance and Structural Integrity Committee and the T echnical Activities Committee. It is being published in PCI Journal for public comment. Include “ Appendix A” in the subject line of your email. PCI Design Handbook: Appendix A: Blast-resistant design of precast, prestressed concrete components Clay Naito and Chuck Oswald with contributions by the PCI Blast Resistance and Structural Integrity Committee: Suzanne Aultman, James Baylot, Jared E. Brewe, Ned M. Cleland, Matt Cooper, James S. Davidson, Huston Dawson, Jeff Fisher, Ernesto Gasulla, S. K. Ghosh, John Hoemann, Chris Kercsmar, Kevin L. Kirkley, David C. Morgan, Pat O’Brien, James W.The acceptable analysis methodology may be de?ned, or the speci?cation may require a minimum number of years of relevant design experience for the blast design engineer, assuming that this will help ensure that an appropriate analysis methodology is used. Design of Blast Resistant Buildings in P etrochemical F acilities 8 These criteria contain speci?c performance requirements. The requirements de?ne the acceptable structural damage in terms of response limits for individual element types based on the de?ned levels of protection. The response limits are speci?ed as either a maximum support rotation or maximum ductility, which is de?ned as the ratio of the maximum de?ection to the elastic de?ection. For typical precast concrete components, blast-resistant design is primarily focused on the design of the exterior building compo- nents and their connections. Blast-resistant building components are designed to provide acceptable performance in the event of an explosion. This is de?ned in the design speci?cations or govern- ing blast criteria, which will prescribe the acceptable severity of damage, with moderate or heavy damage usually acceptable as long as the component remains attached to the building and the building remains stable after the explosion. For a gi ven explosion scenario, precast concrete components and their connections to the building should be designed to resist the resulting blast load. Framing members directly supporting precast concrete compo- nents need to be designed to resist the dynamic reaction forces from the component. Alternati vely, they can be designed to resist the blast load acting over their tributary area. Unlike seismic and wind loads, blast loads have a short dura- tion that is measured in milliseconds. Therefore, the large mass associated with overall building response often provides enough inertia so that the building’ s lateral-force-resisting system is adequate to resist blast loads. The fact that a blast wave applies positive pressure on all sides of the building also limits the ef fect on the lateral framing system, though the pressure is higher on the sides facing the explosive source. The lateral-force-resisting system on smaller one- or two-story buildings should typically be checked to consider the combined effects of overall frame sw ay and direct blast-load effects on frame members. Conv entionally designed foundation systems for large and small buildings almost always have adequate mass and strength to resist the short-dura- tion reaction loads from the building response to the blast load. Therefore, dynamic foundation analysis is not required for most blast-resistant buildings and almost never for lar ger buildings that are more than two stories. A.3 Blast loads An explosion is a release of energy that occurs so rapidly that there is a local accumulation of energy at the site of the explo- sion. 9 This energy expands as a shock or pressure wa ve, causing a localized, short-duration rise in air pressure at the wave front followed by a short-duration negativ e pressure, or suction, with a lower magnitude. The peak pressure may rise anywhere from tenths of a pound per square inch to thousands of pounds per square inch depending on the mass of the explosive and distance from the explosion. In addition, the energy release may cause ground shock, fragmentation, cratering, thermal radiation, or any combination of these effects. Explosions can be caused by many sources, including solid ex- plosives, dust or ?ammable vapor clouds, pressure v essel bursts, rapid electric-energy discharge in a spark gap, rapid vaporization of a ?ne wire or thin metal strip, and molten metal contacting liquid. Most often, structural components are designed for acci- dental or terrorist explosions of solid explosives (also kno wn as high explosives) and accidental industrial explosions from v apor clouds or pressure vessel bursts. Many factors af fect the pressures caused by an explosion, including the type of explosion, the ex- plosive charge’ s weight or mass, the charge shape and orientation, the distance from the explosive source, the height of the explo- sion’s abov eground surface, surrounding buildings or objects, and the con?nement around the explosion. Simpli?ed blast load prediction methods are available for some explosion scenarios. This includes the common design case of a surface burst of high explosiv es, where the explosion is near the ground surface at a standoff distance (that is, the distance between the explosive and the structure) from the component of interest. This case is often applicable to a terrorism scenario. The blast loads for this case and other simpli?ed cases can be predict- ed as described in multiple references. 5,8,9 Figure ? A.1 shows the simpli?ed shape of blast-load time histo- ries commonly used for blast design.The blast load must normally be de?ned in terms of at least two parameters, which are typically the peak pressure and impulse or the peak pressure and equivalent trian- gular duration t d. A design blast pressure may be de?ned in terms of just the peak pressure only if there is an understanding that the blast-load duration is long compared with the response time of the building’s structural components. This is the case for some industrial explosions and for nuclear explosions. Figure ? A.2 shows the actual shape of the blast load, includ- ing the negative phase (suction pressure), which has a much lower magnitude but a longer duration than the positiv e phase (inward pressure). The negative phase is typically not included in the design of ne w components because there is more uncertainty in the predic- tion of the negative phase blast load compared with the posi- tive phase blast load. The neg ative phase load can be included for analysis of existing components when a more accurate result is desired to avoid unnecessary structural upgrades and for conservative estimation of rebound connection forces. Figure ? A.3 shows the blast load from 100?lb of trinitrotoluene (TNT) on a structural component facing the explosive source at a Figure?A.2. Actual shape of blast load from a solid, or high explosive, explosion.The positive-phase durations of blast pressures from high explosive explosions are often less than 20?msec, though the duration is a function of the charge weight and standoff and may vary considerably. Even long-duration industrial explosions are almost always less than 300?msec. In many cases, the design blast load on a structural component is speci?ed for the structural engineer in terms of the peak blast pressure and the impulse. Therefore, the effects of dynamic material properties should not be ignored. Un- der dynamic loads, materials exhibit increased yield strengths due to strain rate effects, which can considerably improve the ultimate load capacities of blast-loaded components. T o account for the strain rate effects, a dynamic increase factor DIF is used when computing the strength of components, as shown in Eq.?(A.1). T able ? A.1 5,8 shows typical design values of DIF for rein- forcing steel and concrete subject to different stress conditions. The stress conditions include bending (tension and compression), com- pression (that is, axial members), diagonal tension (load on stirrups or lacing), direct shear (load on diagonal reinforcement), and bond. A DIF of 1.0 is recommended for prestressing steel strands. The value of 1.0 is based on the lack of high strain-rate characterization of strands. The value is also supported by the fact that high strain-rate testing of high-strength steels has shown that DIF decreases as material strength increases. 5 In addition to the DIF modi?cation, the minimum speci?ed yield strength for reinforcing steel f y is typically modi?ed by a strength increase factor K e of 1.1 for blast design to account for the difference between actual reinforcing steel static yield strengths and the mini- mum speci?ed values obtained from many tensile tests. Equation?(A.1) shows the dynamic yield strength for reinforce- ment. Equation?(A.2) shows the dynamic concrete compressive strength. These values can be used along with standard design equations to determine the dynamic strength of blast-resistant components. The shear strength can be calculated based on the dynamic concrete compressive strength. Dynamic increase factors should also be used for design of structural steel con- nections. UFC?3-340-02 5 provides appropriate DIF values for structural steel materials.It is generally conservative to ignore these comple x effects because the dynamic interaction and higher mode response do not usually affect maximum de?ections of blast-resistant components when there is signi?cant ductile, plastic response and because blast loads are relatively uniform over indi vidual structural components. Fur- thermore, rigorous ?nite element analyses tend to be time consuming and require users to understand the sophisticated software packages. The shape function before yielding is almost always based on the de?ected shape of the component from a static load with the same spatial-load distribution as the blast load (for example, uniformly distributed). The shape function after yielding is based on a hinge at the yielded moment region. Similar shape functions are de?ned for other boundary conditions and for two-way spanning components. 1,5,8,11 Equation?(A.3) is the equation of motion for the equivalent spring-mass system typically used for blast design. The terms in Eq.?(A.3) are related to the mass, stiffness, and load on the structural component by transformation factors (that is, load and mass factors) that are combined into a single load-mass factor. The transformation factors are calculated such that the work energy, strain energy, and kinetic energy of the component expressed in terms of its single degree of freedom (the movement at midspan) and assumed shape functions equal the work, strain, and kinetic energies of the equivalent spring-mass system at each time step. 11,12 T able?A.2 shows load-mass factors for the case of a simply supported beam during elastic and plastic response with different spatial-load distributions.Introduction to Structural Dynamics 11 provides background information on time stepping techniques. The load-mass factor is determined at each time step based on the assumed de?ected shape, taking into account any yielding that has occurred. The resistance is also determined at each time step based on the de?ection and the resistance-de?ection rela- tionship of the spring in the equivalent SDOF system section. The component must be designed so that the maximum calculat- ed dynamic de?ection of its equivalent SDOF system is within acceptable limits. These limits and the resistance-de?ection relationship are described in the following sections. The resisted load has the same spatial distribution as the applied blast load (typically a uniformly distributed pressure load). This is illustrated in example?A.1. In a ductile reinforced-concrete component, the resisted load, or resistance, increases approximately linearly with de?ection until yielding of the reinforcing steel in the maximum moment regions. The initial slope is the elastic ?exural stiffness of the component k e using an effective moment of inertia. T ypically, for prestressed and nonprestressed concrete components the effective inertia is computed using an average of the gross moment of inertia and the fully cracked moment of inertia.Because the required shear strength and connection capacity for a blast-resistant component is often proportional to the maximum component resistance and not to the maximum de?ection, a ductile component with a large de?ection capacity is more desirable where possible. T ypically, a well-designed ductile component will absorb most of the blast-load energy with plastic strain energy and will have a maximum de?ection below the de?ection corresponding to fail- ure. Prestressed concrete components have lower ductility than nonprestressed concrete components. This is because prestressing strands have a lower failure strain limit than nonprestressed rein- forcing steel. For example, ASTM?A706 13 bars have a strain limit of 10 to 12, while ASTM?A416 14 prestressing steel is required to have a strain capacity of only 3.5. Existing blast design criteria are based on the assumption that prestressed, precast con- crete components are signi?cantly less ductile than convention- ally reinforced components, which causes prestressed concrete components to have a much higher required design strength, and correspondingly higher connection loads, to resist a given blast load than a similar nonprestressed concrete component. Howev- er, recent blast testing has shown that prestressed concrete w all components with a low prestressing index (that is, 0.03) perform in a signi?cantly more ductile manner than previously thought. 15 Additional blast testing on precast, prestressed concrete compo- nents is required to de?ne the available ductility of these compo- nents more accurately. For load-bearing compo- nents, the resistance is affected by secondary moments from the axial load as the panel de?ects. There is ongoing research on this topic sponsored by PCI. The SBEDS (single-degree-or-freedom blast effects design spreadsheets) methodology manual 16 de- scribes the use of an equivalent lateral load method in an SDOF analysis to account for secondary moments on components. A.5.3 Deflection limits Blast design involv es allowing component stresses to exceed yield; therefore, allowable design stresses are not used in blast design. Instead, allowable design limits are set on component de?ections that generally include a controlled amount of plastic de?ection after the component yields at all maximum moment regions and becomes a mechanism.The support rotation measures the approximate rotation at the supports and essentially relates the maximum de?ection to the span of the component for the small angles that are allowed for blast design. Figure A.7. Resistance-de?ection relationships for determinate and indeterminate boundary conditions.Based on testing and analysis, the support rotation correlates better with failure for nonprestressed concrete, while the ductility ratio correlates better with failure for prestressed concrete. The 4?ft width of the panel that spans vertically is assumed to carry the blast load from the full 8?ft wide panel, where the opening is covered with a blast-resistant window that transfers the full blast load into the panel on either side. Solve the equation of motion for the equivalent SDOF system to determine the de?ection history and resistance history for the panel. Determine whether the panel response will satisfy a design requirement that the maximum support rotation must not exceed 3?degrees. Solution Calculate the mass per unit of blast-loaded area of the SDOF system m based on concrete unit weight w c, the thickness h, and the acceleration of gravity g. Conservativ ely, only include the concrete that spans across the fully loaded span and ignore Figure A.8. Component support rotation.The natural period T n and the equivalent triangular duration of the positive phase of the blast pressure t d are used to determine the time step for the time-stepping numerical solution to the equation of motion. The elastic and plastic load- mass factors are 0.78 and 0.66, respectively, based on Table ? A.2 and the fact that the panel has simple supports and a uniformly applied blast load. Figure ? A.11 shows the calculated de?ection history of the panel. Only the 4?