Welded Steel Tanks for Oil Storage

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B-4 API STANDARD 650 0.9 mm (3') min 0.6 m (2') min Slope top of ringwall away from tank if paved 1.5 1 75 mm (3") min of compacted, clean sand Crushed stone or gravel 1 1 Thoroughly compacted fill of fine gravel, coarse sand, or other stable material Note: Any unsuitable material shall be removed and replaced with suitable fill; the fill shall then be thoroughly compacted. Figure B-2—Example of Foundation With Crushed Stone Ringwall A disadvantage of concrete ringwalls is that they may not smoothly conform to differential settlements. This disadvantage may lead to high bending stresses in the bottom plates adjacent to the ringwall. B.4.2.2 When a concrete ringwall is designed, it shall be proportioned so that the allowable soil bearing is not exceeded. The ringwall shall not be less than 300 mm (12 in.) thick. The centerline diameter of the ringwall should equal the nominal diameter of the tank; however, the ringwall centerline may vary if required to facilitate the placement of anchor bolts or to satisfy soil bearing limits for seismic loads or excessive uplift forces. The depth of the wall will depend on local conditions, but the depth must be sufficient to place the bottom of the ringwall below the anticipated frost penetration and within the specified bearing strata. As a minimum, the bottom of the ringwall, if founded on soil, shall be located 0.6 m (2 ft) below the lowest adjacent finish grade. Tank foundations must be constructed within the tolerances specified in 5.5.5. Recesses shall be provided in the wall for flushtype cleanouts, drawoff sumps, and any other appurtenances that require recesses. B.4.2.3 A ringwall should be reinforced against temperature changes and shrinkage and reinforced to resist the lateral pressure of the confined fill with its surcharge from product loads. ACI 318 is recommended for design stress values, material specifications, and rebar development and cover. The following items concerning a ringwall shall be considered: a. The ringwall shall be reinforced to resist the direct hoop tension resulting from the lateral earth pressure on the ringwall’s inside face. Unless substantiated by proper geotechnical analysis, the lateral earth pressure shall be assumed to be at least 50% of the vertical pressure due to fluid and soil weight. If a granular backfill is used, a lateral earth pressure coefficient of 30% may be used. b. The ringwall shall be reinforced to resist the bending moment resulting from the uniform moment load. The uniform moment load shall account for the eccentricities of the applied shell and pressure loads relative to the centroid of the resulting soil pressure. The pressure load is due to the fluid pressure on the horizontal projection of the ringwall inside the shell. c. The ringwall shall be reinforced to resist the bending and torsion moments resulting from lateral, wind, or seismic loads applied eccentrically to it. A rational analysis, which includes the effect of the foundation stiffness, shall be used to determine these moments and soil pressure distributions. d. The total hoop steel area required to resist the loads noted above shall not be less than the area required for temperature changes and shrinkage. The hoop steel area required for temperature changes and shrinkage is 0.0025 times the vertical cross-sectional area of the ringwall or the minimum reinforcement for walls called for in ACI 318, Chapter 14. e. For ringwalls, the vertical steel area required for temperature changes and shrinkage is 0.0015 times the horizontal cross-sectional area of the ringwall or the minimum reinforcement for walls called for in ACI 318, Chapter 14. Additional vertical steel may be required for uplift or torsional resistance. If the ring foundation is wider than its depth, the design shall consider its behavior as an annular slab with flexure in the radial direction. Temperature and shrinkage reinforcement shall meet the ACI 318 provisions for slabs. (See ACI 318, Chapter 7.) f. When the ringwall width exceeds 460 mm (18 in.), using a footing beneath the wall should be considered. Footings may also be useful for resistance to uplift forces. g. Structural backfill within and adjacent to concrete ringwalls and around items such as vaults, undertank piping, and sumps requires close field control to maintain settlement tolerances. Backfill should be granular material compacted to
WELDED STEEL TANKS FOR OIL STORAGE B-5 the density and compacting as specified in the foundation construction specifications. For other backfill materials, sufficient tests shall be conducted to verify that the material has adequate strength and will undergo minimal settlement. B.4.3 EARTH FOUNDATIONS WITH A CRUSHED STONE AND GRAVEL RINGWALL B.4.3.1 A crushed stone or gravel ringwall will provide adequate support for high loads imposed by a shell. A foundation with a crushed stone or gravel ringwall has the following advantages: a. It provides better distribution of the concentrated load of the shell to produce a more nearly uniform soil loading under the tank. b. It provides a means of leveling the tank grade, and it is capable of preserving its contour during construction. c. It retains the fill under the tank bottom and prevents loss of material as a result of erosion. d. It can more smoothly accommodate differential settlement because of its flexibility. A disadvantage of the crushed stone or gravel ringwall is that it is more difficult to construct it to close tolerances and achieve a flat, level plane for construction of the tank shell. B.4.3.2 For crushed stone or gravel ringwalls, careful selection of design details is necessary to ensure satisfactory performance. The type of foundation suggested is shown in Figure B-2. Significant details include the following: a. The 0.9 m (3 ft) shoulder and berm shall be protected from erosion by being constructed of crushed stone or covered with a permanent paving material. b. Care shall be taken during construction to prepare and maintain a smooth, level surface for the tank bottom plates. c. The tank grade shall be constructed to provide adequate drainage away from the tank foundation. d. The tank foundation must be true to the specified plane within the tolerances specified in 5.5.5. B.4.4 SLAB FOUNDATIONS ● B.4.4.1 When the soil bearing loads must be distributed over an area larger than the tank area or when it is specified by the owner, a reinforced concrete slab shall be used. Piles beneath the slab may be required for proper tank support. B.4.4.2 The structural design of the slab, whether on grade or on piles, shall properly account for all loads imposed upon the slab by the tank. The reinforcement requirements and the design details of construction shall be in accordance with ACI 318. B.5 Tank Foundations for Leak Detection Appendix I provides recommendations on the construction of tank and foundation systems for the detection of leaks through the bottoms of storage tanks.
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Welded Steel Tanks for Oil Storage
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SPECIAL NOTES API publications nece
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FOREWORD This standard is based on
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CONTENTS Page 1 SCOPE . . . . . . .
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Page 3-4B Details of Shell Manholes
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Page Tables 1-1 Status of Appendixe
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Welded Steel Tanks for Oil Storage
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WELDED STEEL TANKS FOR OIL STORAGE
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2-2 API STANDARD 650 °F 60 °C 16
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2-4 API STANDARD 650 Table 2-2—Ac
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2-6 API STANDARD 650 Table 2-3a—M
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2-10 API STANDARD 650 2.5.3 When AS
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SECTION 3—DESIGN 3.1 JOINTS 3.1.1
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APPENDIX K—SAMPLE APPLICATION OF
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API STANDARD 650 STORAGE TANK DATA
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API STANDARD 650 STORAGE TANK DATA
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01 TABLE L-1— INDEX OF DECISIONS
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M-2 API STANDARD 650 Temperature Ta
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APPENDIX O—RECOMMENDATIONS FOR UN
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A WELDED STEEL TANKS FOR OIL STORAG
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03 00 00 ● APPENDIX P—ALLOWABLE
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S-2 API STANDARD 650 ● ● ●
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S-4 API STANDARD 650 00 rial yield
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S-6 API STANDARD 650 Table S-5—Yi
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APPENDIX T—NDE REQUIREMENTS SUMMA
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APPENDIX U—ULTRASONIC EXAMINATION
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