The interpretation of the NB/T47003.1-2009 standard \"Steel Welded Atmospheric Pressure Vessels\" refers to the P160 position, with combined vertical and horizontal reinforcement...
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According to the interpretation of the NB/T47003.1-2009 standard \"Steel Welded Atmospheric Pressure Vessels\", it refers to rectangular vessels of type (E) that are reinforced both vertically and horizontally; I believe the design specified in Article 5 regarding the reinforcement columns is inappropriate. 1. In the table, A=LP=1000 is incorrect; what is the meaning of using 1000? I think A=LP=10000 should be the case ； 2. B=H=8000 is debatable; why not B=H1=h1=2500? ； 3. Article 5 has already concluded that the spacing between reinforcement columns does not meet the strength requirements; then why does Article 6 still use the value of LP=1000, which fails the verification?
I also discovered that α=0.062 while reviewing these data; if calculated using B/A, then 8000/1000=8. This value cannot be found in Figure 8-7 (Table 10), which is confusing!
I feel the same! The current standards are too hasty!
Has my brother resolved this issue? This standard is really confusing.
There are some unclear aspects regarding this standard; my personal understanding is as follows: 1. First, calculate the vertical reinforcement columns according to type C. At this point, a rectangular plate is designed and calculated; therefore, A = Lp (which must be assumed) and B = H. The calculations include: the maximum spacing of reinforcement columns, along with the determination of the Lp value ； Section modulus required for reinforcement columns ； 2. Top edge reinforcement design. Top edge reinforcement type: flat top/tie rod/open. In the flat-top or tie-bar type, Hc equals the total height and Lc equals Lp; in the open-type, since the vertical reinforcement in the middle has no support, it cannot serve as a reinforcing element, so Lc can only be taken as the total length. What is being calculated: the moment of inertia required for the roof reinforcement. 3. Wall panel design. The rectangular plate as calculated in the design is the blue area shown in the figure above; therefore, A = Lp and B = hi are taken. Calculations performed: moment of inertia required for the transverse reinforcement ring, calculated thickness of the wall panel, maximum calculated deflection of the wall panel, and allowable deflection of the wall panel. 4. Roof design. If it is a flat top, the thickness of the roof slab needs to be calculated. Its size is taken as the side length of the largest small square. If it is supported by tie rods, the tie rods also need to be checked. Contents of calculation: roof thickness, roof reinforcement bars. Note that when the required moment of inertia is negative, it indicates that no stiffening plates are needed. 5. The bottom plate is involved. The floor slab design is divided into: integral support and steel section support. When the entire surface of the base plate is supported, its minimum thickness is typically 4 mm to 6 mm (or equal to the thickness of the wall panels), with corrosion allowance taken into account in determining this value. ； When using steel sections as supports, it is necessary to calculate the thickness of the base plate and the maximum span of the steel sections. For details, please see http://vcad.blog.163.com/blog/static/215705080201511289261525/ and http://vcad.blog.163.com/blog/static/215705080201511312556639/
Do you have documents related to the NB/T 47003.1-2009 standard? Thank you for sharing!
Hello, when checking the reinforcement columns, should B be based on the total height or the spacing of the transverse reinforcement rings?
Can you analyze this standard code?