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Comparison of API-650 to AWWA D-100 This comparison between API-650 and AWWA D-100 is made from an "analytical" point of view. There may be other differences between these two codes in the areas of: materials, fabrication, inspection, and maintenance. This comparison is based on API-650 8th edition, and AWWA D-100a-89. AWWA D-100 allows the roof roof live load to be as little as 15 psf (pounds per square foot) based on temperature conditions. API-650 specifies a minimum of 25 psf. AWWA D-100 specifies specifies a wind velocity factor of (V/100)2 for wind speeds greater than 100 mph. mph. API-650 applies this velocity factor to all wind speeds. AWWA D-100, in the definitions of section 3.5.1, specifically states that the minimum value of (V/100)2 is 1.0. AWWA D-100 differs in the computation computation for the maximum height of the unstiffened shell. AWWA D-100 D-100 includes a wind pressure term. API-650 does not include a pressure term. AWWA D-100 employs employs an equation to compute shell thickness thickness similar to the thickness thickness equation in API-653 section section 2.3.3.1. AWWA D-100 references the bottom of the course, while API-653 references one foot above the bottom. The minimum shell course thickness requirements of AWWA D-100 are the same as API-650. AWWA D-100 specifies specifies a maximum unit stress stress of 15000 psi (pounds per square square inch), while API-650 provides provides TABLE 3-2, where the allowable stress is a function of the material specified. AWWA D-100 provides for three types (classes) (classes) of tanks: flat-bottom, ground-supported ground-supported tanks, pedestal, and crosscrossbraced elevated tanks. The pedestal and cross-braced elevated tanks are specific to AWWA D-100, there are no allowances for these types of tanks in API-650. AWWA D-100 provides for seismic design in a manner manner very similar to the eighth eighth edition of API-650, for bottom, ground-supported tanks. The following comparisons are with reference to seismic design, and the eighth edition of API-650. •
The zone coefficient tables in both codes are identical.
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In the equation for overturning moment, AWWA D-100 uses the structure coefficient (K) where API-650 uses
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the importance factor (I). The values of (K) are higher than the values of (I). In the equation for overturning moment, AWWA D-100 uses a multiplier for the structural weight terms of
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0.14. API-650 uses a value of 0.24. In the equation for overturning moment, AWWA D-100 uses two multipliers on the sloshing term. AWWA D100 applies the "site amplification" and a multiplier based on the first sloshing mode period. API-650 uses a single multiplier, based on the first sloshing mode period. The only common item is the computation for the
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period. In AWWA D-100 the limit on "wl" is 1.28 HDG, while in API-650 the limit is 1.25 HDG. AWWA D-100 uses a different equation for the width of the annular ring. Additionally, D-100 D-100 includes a limit
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on this width, above which the tank must be anchored. The limit for tank stability is higher in API-650 (1.57) than in AWWA D-100 (1.54).
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The equation for stress when there is uplift is different between the two codes.
AWWA D-100 contains an appendix with alternate rules. This appendix recommends recommends API-650 API-650 for certain H/D ratios. AWWA D-100 specifies specifies (c.3.2.3) a maximum maximum thickness value. value. AWWA D-100 provides a different table for the minimum thickness thickness of the bottom annular rings. rings.
