148735441 STE03020 PIP Tank Foundation Guidelines May 2005

May 2005 Process Industry Practices Structural PIP STE03020 Guidelines for Tank Foundation Designs

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PURPOSE AND USE OF PROCESS INDUSTRY PRACTICES In an effort to minimize the cost of process industry facilities, this Practice has been prepared from the technic al requirements in the existing standards of major industrial users, contractors , or standards organizations. By harmonizing these technical requirements into a single set of Practices, administrative, application, and engineering costs to both the purchaser and the manufacturer should be reduced. While this Practice i s expected to incorporate the majority of requirements of most users, individual applications may involve requirements that will be appended to and take precede nce over this Practice. Determinations concerning fitness for purpose and partic ular matters or application of the Practice to particular project or engineering situations should not be made solely on information contained in these material s. The use of trade names from time to time should not be viewed as an expressio n of preference but rather recognized as normal usage in the trade. Other brands having the same specifications are equally correct and may be substituted for t hose named. All Practices or guidelines are intended to be consistent with appli cable laws and regulations including OSHA requirements. To the extent these Prac tices or guidelines should conflict with OSHA or other applicable laws or regula tions, such laws or regulations must be followed. Consult an appropriate profess ional before applying or acting on any material contained in or suggested by the Practice. This Practice is subject to revision at any time by the responsible F unction Team and will be reviewed every 5 years. This Practice will be revised, reaffirmed, or withdrawn. Information on whether this Practice has been revised may be found at www.pip.org. © Process Industry Practices (PIP), Construction Industry Institute, The Universit y of Texas at Austin, 3925 West Braker Lane (R4500), Austin, Texas 78759. PIP me mber companies and subscribers may copy this Practice for their internal use. Ch anges, overlays, addenda, or modifications of any kind are not permitted within any PIP Practice without the express written authorization of PIP. PIP will not consider requests for interpretations (inquiries) for this Practice . Not printed with State funds























May 2005 Process Industry Practices Structural PIP STE03020 Guidelines for Tank Foundation Designs Table of Contents 1. Introduction .................................. .................................. 2 1.1 Purpose ............................................. ............................................. 2 1.2 Scope........... ...................................... ...................... ................ 2 6. Special Design Considerations 21 API 650 Tolerances ......................... 21 Bottom Support Pad ............. ........... 22 Hot Tanks ..................... ........................................ ................... 24 Small Tanks ..................................... ...................... ............... 31 Berms and Gutters ..................... ..... 33 Grounding and Cathodic Protection. 33 Secondary Containment and Leak De tection Systems........................... Systems........................... 33 6.8 Tank Settlement .............. ................ 35 6.1 6.2 6.3 6.4 6.5 6.6 6.7 2. References............. References.................................... ....................... 2 2.1 Process Industry Practices ................ 2 2.2 Industry Codes and Standar ds .......... 2 2.3 Other References .............................. .............................. 3 3. Definitions .................................... .................................... 3 4. General Design Consider ations . 3 4.1 Differential Settlement Tank Bottom Designs................................. Designs................................. ............. 3 4.2 Load Types and Applications............. 5 4.3 Foundation Ty pe Selection ................ 7 7. Tank Hydrotest........................... 45 Appendix A - Ringwall Foundation Design Examples ..................... 47 Example 1 ± El Segundo, California ........ 48 Final Design ± Example 1............. ........... 52 Example 2 ± Corpus Christi, Texas ......... 53 Final Design ± Example 2........................ 56 5. Foundation Types Design Configurations .......................... 11 5.1 5.2 5.3 5.4 Concrete Ringwall............................ Ringwall............................ 11 Crushed Stone R ingwall .................. 12 Concrete Slab Foundation ............... 12 Compac ted Granular Fill Foundation.............. Foundation...................................... ......................... . 12 5.5 PileSupported Concrete Foundation....................................... Foundation....................................... 13 5.6 Ring wall Foundation Design Procedures ...................................... ...................................... 14 Appendix B ± Hot Tanks ............... 57 Appendix C ± Tank Settlement ..... 69 Process Industry Practices Page 1 of 81























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 1. Introduction 1.1 Purpose This Practice provides guidance for the design of tank foundations. 1.2 Scope This Practice describes the guidelines for design and construction of nonrefrigerated, aboveground storage tank foundations. Applicable industry speci fications are referenced, and the data required to determine the most appropriat e foundation for a tank are presented. In addition, this Practice addresses tank foundations preferred for the different types of soil conditions. This Practice also includes information on settlement and releveling and provides procedures to address these issues. 2. References Applicable parts of the following Practices, industry codes and standards, and r eferences shall be considered an integral part of this Practice. The edition in effect on the date of contract award shall be used, except as otherwise noted. S hort titles will be used herein where appropriate. 2.1 Process Industry Practice s (PIP) ± PIP CVS02010 - Geotechnical Engineering Investigation Investigation Specification ± PIP STC01015 - Structural Design Criteria ± PIP STE05121 - Anchor Bolt Design Guide ± PI P STS03001 - Plain and Reinforced Concrete Specification ± PIP VECTA001 - Tank Sel ection Guide ± PIP VESTA002 - Atmospheric Storage Tank Specification (in Accordanc e with API Standard 650) ± PIP VEDTA003 - Atmospheric Storage Tank Data Sheet and Instructions (in Accordance with API Standard 650) 2.2 Industry Codes and Standa rds · American Concrete Institute (ACI) ± ACI 201.2R-01 - Guide to Durable Concrete ± ACI 318 - Building Code Requirements for Structural Concrete ± ACI 350R - Environm ental Engineering Concrete Structures · American Petroleum Institute (API) ± API 650 - Welded Steel Tanks for Oil Storage (including Appendices B, E, F, and I) ± API 653 - Tank Inspection, Repair, Alteration, and Reconstruction Page 2 of 81 Process Industry Practices























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs ± API 2000 - Venting Atmosphere and Low-Pressure Storage Tanks: Nonrefrigerated an d Refrigerated · American Society for Testing and Materials (ASTM) ± ASTM A185 - Sta ndard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete ± AST M D1751 - Standard Specification for Preformed Expansion Joint Filler for Concre te Paving and Structural Construction · American Water Works Association (AWWA) ± AW WA D100 - Welded Steel Tanks for Water Storage 2.3 Other References ± Duncan, J. M ., and D'Orazio, T. B., Stability of Steel Oil Storage Tanks, Journal of Geotechni cal Engineering, Vol. 110, No. 9, September 1984 ± F. A. Koczwara, Simple Method C alculates Tank Shell Distortion, Hydrocarbons Processing, August 1980 ± W. Allen M arr, Jose A. Ramos, and T. William Lambe, Criteria for Settlement of Tanks, Jour nal of Geotechnical Engineering Division, Proceedings of the American Society of Civil Engineers, Vol. 108, August 1982 ± Young, W. C., Roark's Formulas for Stress and Strain, sixth edition., McGraw-Hill, January 1989 3. Definitions contract documents: Any and all documents, including design drawings, that the p urchaser has transmitted or otherwise communicated, either by incorporation or b y reference, and made part of the legal contract agreement or purchase order agr eement between the purchaser and the supplier owner: The party who owns the faci lity wherein the tank foundation will be installed purchaser: The party who awar ds the contract to the supplier. The purchaser may be the owner or the owner's aut horized agent. supplier: The party responsible for installing the tank foundatio n including work executed through the use of sub-contractors 4. General Design Considerations 4.1 Differential Settlement Tank Bottom Designs 4.1.1 Cone-Up Bottom 4.1.1.1 Fig ure 1 shows a cone-up tank bottom configuration designed to compensate for diffe rential settlement. Process Industry Practices Page 3 of 81























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 PARABOLIC SHELL LINEAR LINEAR PARABOLIC C OF TANK E TANK BOTTOM A ELEV. 0,0 B C D 1 INCH 10 FT 1 INCH 10 FT D C B A DIAMETER, 200 FT TANK BOTTOM COORDINATES POINT DISTANCE FROM TANK SHELL (FT) 10 20 30 40 100 HEIG HT ABOVE ELEVATION 0,0 (FT) 0.71 1.28 1.73 2.00 2.50 A B C D E Figure 1. Cone-Up Tank Bottom Configuration 4.1.1.2 As shown in Figure 1, tank bottom plates are placed in a cone-up configu ration to compensate for differential settlement. The tank bottom layout shown i n Figure 1 is specific for a site with potential differential settlement. The co ne-up bottom design can be applied to other sites where large differential settl ement is anticipated. 4.1.1.3 The curve shown in Figure 1 is the maximum recomme nded; steeper slopes can cause the bottom plate to crease. The parabolic portion of the tank bottom layout is defined by considering soil conditions, tank diame ter, and tank height. A qualified geotechnical consultant should assist in deter mining the proper design parameters for such projects. Other configurations can be used. 4.1.1.4 Additional geotechnical guidance can be found in PIP CVS02010. See PIP VECTA001 for guidance on selection of test boring locations. 4.1.2 ConeDown Bottom - Center Sump Design 4.1.2.1 Another design solution for tank settle ment is to design the tank bottom with a minimum downward slope of 1 inch in 10 ft and a center sump and siphon water draw. Page 4 of 81 Process Industry Practices

























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs 4.1.2.2 Although the permissible differential settlement for the cone-down botto m configuration is less than that for a cone-up bottom, the disadvantages relate d to draining the cone-up bottom are avoided. A cone-down bottom assures good dr ainage to the center sump even if the tank settles. 4.2 Load Types and Applicati ons Tank foundations should be designed for the following loads and forces where they exist. 4.2.1 Dead Load Dead load is the weight of the metal (shell, roof, bottom plates, access ladders, platforms, nozzles, manways, roof support columns , etc.) 4.2.2 Product Load Product load is the weight of the stored product. Max imum design liquid level and specific gravity should be used to calculate this w eight. Test liquid level and test fluid specific gravity should be considered if different from normal stored product. 4.2.3 Vapor Space Design Pressure and Pne umatic Test Pressure 4.2.3.1 Internal pressure on the roof and surface area of t he contents is identical; however, the bottom plate (typically 1/4 inch thick, l ap fillet welded) is not structurally capable of transferring the vapor pressure to the shell to counterbalance the upward pressure from the roof. 4.2.3.2 Found ations for tanks subjected to internal pressures should be designed to resist th e uplift forces in accordance with API 650, Appendix F. 4.2.3.3 Tanks with inter nal pressure generally require foundations with anchor bolts. If anchor bolts ar e required, see PIP VESTA002 and PIP VEDTA003, item 13, for minimum number and s ize of anchor bolts. See PIP STE05121 and contract documents for additional requ irements. 4.2.4 Snow Load For tanks in snow regions, the weight of snow should b e considered in the foundation design. Snow load should be calculated in accorda nce with PIP STC01015. 4.2.5 High Temperature Tanks that store hot products are subjected to temperature variations that can lead to deformations or movements. In the tank foundation, details should be incorporated that allow the tank to mo ve and protect the foundation concrete. Process Industry Practices Page 5 of 81























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 4.2.6 Wind Load Tank foundations should be designed to resist wind loads. This is part icularly important for tanks that may sit empty or only partly filled. Wind load s should be calculated in accordance with PIP STC01015. 4.2.7 Earthquake Load Earthquake-induced lateral forces can cause a tank to tip, overt urn, or slide. 4.2.7.1 Earthquake forces should be calculated in accordance with PIP STC01015 and API 650, Appendix E. 4.2.7.2 If the tank does tip on edge, the flexible tank bottom diagonally opposite can lift only a small amount of conten ts to resist the seismic overturning force. The force of tipping subjects the fo undation area under the shell to large vertical compressive forces. 4.2.7.3 The weight of the tank plus its contents and the tank's height-todiameter (H/D) ratio affect the tank's ability to resist overturning. a. Small-diameter tanks are more susceptible to overturning than are large-diameter tanks because the small-diame ter tanks typically have greater H/D ratios. b. To verify tank stability, the fo undation weight should be added to the tank's shell weight, Wt (see API 650, Appen dix E), and the tank should be analyzed as unanchored. c. Unless determined othe rwise, the tank should be assumed to be flexible and the foundation should be de signed for the full uplift forces. d. Adjusting the H/D ratio is the preferred m ethod to prevent overturning. Tanks can also be anchored, but this method is not recommended in larger tanks. 4.2.7.4 In seismically active areas, the soil stab ility should be investigated. The tank site should be analyzed to determine the potential for liquefaction or sliding during an earthquake. This information sho uld be included in the soils investigation report. 4.2.8 Shear Loads 4.2.8.1 Tank stability should be investigated by the geotechnical en gineer as a primary issue in tank foundation performance. 4.2.8.2 Punching shear is evaluated when determining the width of the foundation. 4.2.8.3 Edge shear a nd base shear factors of safety are computed by the methods shown in Stability o f Steel Oil Storage Tanks. 4.2.8.4 The factors of safety for punching shear, edg e shear, and base shear should be greater than 1.5.These safety factors assume t hat soil conditions under the foundation become evident with a boring/cone Page 6 of 81























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs penetrometer sounding to a depth of one-fifth the tank diameter every 30 ft of c ircumference. 4.2.8.5 If the boring spacing is greater than 90 ft, the factors o f safety should be 2.0 or greater. 4.2.8.6 Some standards have more stringent sa fety factors for edge, base, and punching shear. 4.2.8.7 At least one sounding, preferably in the center, should be carried to one full tank diameter in soft so ils unless the geotechnical engineer determines otherwise. 4.2.8.8 If stiff soil s are near the surface, it is advisable to found the base of the foundation in t he stiff soils. 4.2.8.9 It is not normally practical to exceed 4 ft to the base of foundation because of limitations for excavation safety. 4.2.8.10 In some ins tances, soft soils have been over-excavated and replaced with controlled, low-st rength material (CLSM) fill with or lean concrete to put the foundation base at 4 ft for forming. Forming is commonly the most expensive item of a ringwall proj ect. 4.2.9 Settlement 4.2.9.1 Tank settlements should be investigated by the geo technical engineer as another primary issue in tank foundation performance. 4.2. 9.2 Total settlement, differential settlement, interior settlement, and edge set tlement should be evaluated and reported. 4.2.9.3 The owner and owner's engineer s hould provide the geotechnical engineer with information on tank dimensions and expected product and hydrostatic test loading conditions. 4.2.9.4 In some soil c onditions, several iterations of settlement evaluations may be needed to arrive at a satisfactory and cost-effective design. 4.3 Foundation Type Selection Found ation types should be selected on the basis of tank size, site conditions, and e nvironmental requirements. 4.3.1 Tank Size 4.3.1.1 For large tanks (50-ft diamet er or greater), concrete ringwall (preferred) or crushed stone ringwall should b e used. 4.3.1.2 For mall tanks (20-ft in diameter or less), concrete slab founda tion (preferred) or compacted granular fill foundation should be used. 4.3.1.3 F or medium tanks (20- to 50-ft diameter), the type of foundation should be at the discretion of the foundation design engineer. Process Industry Practices Page 7 of 81























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 4.3.2 Site Conditions 4.3.2.1 Selecting the appropriate tank foundation depends greatl y on the type of soil under the specific tank site. In some instances, large fix ed roof tanks can be supported directly on properly prepared highquality native material. This method should be chosen only if recommended by the soils consulta nt. Pile-supported concrete slab foundations are used for tanks on poor soils, r egardless of the tank size. 4.3.2.2 The dimensions of tanks in high-risk earthqu ake or wind zones should be proportioned to resist overturning forces, or the ta nks should be anchored. In frost regions, extend tank foundations 1 ft below the frost line to prevent frost heave. 4.3.3 Environmental Requirements 4.3.3.1 Environmental requirements are determined by local environmental standards and requirements. Consult with local environmental specialists for recommendations and requirements. 4.3.3.2 Secondary containment , leak detection systems, and cathodic protection should be installed if possibl e on tanks handling chemicals that could contaminate groundwater if spilled. The se systems can also be installed on existing tanks during bottom replacement. 4.3.4 Tank Foundation Summary Table 1 summarizes foundation types, lists the advantage s and disadvantages of each type, and makes specific recommendations. Page 8 of 81 Process Industry Practices























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs Table 1. Tank Foundation Summary Foundation Type Concrete Ringwall Circular wall is centered continuously under shell circumferen ce. 1. Advantages Provides level surface for shell construction 2. Minimizes edge settlement 3. Ea sy leveling for tank grade 4. Minimizes moisture under tank 5. Retains fill unde r tank and prevents loss due to erosion 6. Distributes concentrated shell load w ell 7. Can use cathodic protection 8. Provides greatest assurance of meeting ele vation tolerances around tank circumference 9. Better able to transfer shell loa ds to the supporting soil 10. Minimizes edge settlements and consequently shell distortionsÐvery important problems to avoid for trouble-free operation of tanks w ith floating roofs 1. 2. Less expensive than concrete ringwall Good concentrated shell load distribution to weaker soils below Construction material typically r eadily available Can make use of cathodic protection Disadvantages 1. Can be expensive, depending on location 2. May not be suitable for tanks on p oor soils. Check with foundation specialist. 3. Ringwall must be reinforced. 4. Anchoring of tanks against earthquake overturning is not practical and requires special design. Recommendations Preferred foundation type for tanks larger than 20 ft in diameter. Can also be u sed for small-diameter tanks if anchorage is not required. Use on good soils or properly prepared intermediate soils. Concrete ringwall is the preferred foundat ion for the following: a. All large tanks b. Tanks where the surface soil is non cohesive, such as loose sand c. Tanks where significant settlement is anticipate d d. All floating roof tanks larger than 30 ft in diameter to protect against di fferential settlement-caused problems with annular space and tank seal Crushed Stone Ringwall 1. 2. 3. 4. 5. 3. 4. Tank cannot be anchored against earthquake overturning. Greater care is required for preparation of tank grade. Foundation material is subject to washout. Not s















































PIP STE03020 Guidelines for Tank Foundation Designs May 2005 (Table 1, continued) Foundation Type Concrete Slab Advantages 1. Provides all the advantages of the ringwall 2. Provides level surface for she ll and bottom construction 3. Minimizes differential settlements 4. Good concent rated shell and uniform load distribution 5. Does not require separate bottom su pport pad 6. Can be designed to allow for tank anchorage against wind and earthq uake overturning 7. Can easily incorporate leak detection and containment 8. Low corrosion rate 1. Relatively inexpensive 2. Easy to construct 3. Construction m aterial readily available Disadvantages 1. Relatively expensive, especially for large tanks 2. Shifting and settling on poor soils may cause slab to crack. 3. Cannot use cathodic protection Recommendations Use for small tanks if leak detection and containment are required. Not recommen ded for tanks larger than 20-ft diameter because of cost Use on good soils or pr operly prepared intermediate soils. Compacted Granular Fill 1. Limited to small tanks on good soils 2. Tank cannot be anchored against wind and earthquake overturning. 3. Foundation material is subject to washout. 1. Mos t expensive foundation type 2. More complex design than other types 3. Good soil























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs 5. Foundation Types Design Configurations 5.1 Concrete Ringwall 5.1.1 Common design practice has been to proportion the co ncrete ringwall so that the soil pressure under the ringwall equals the soil pre ssure under the confined earth at the same depth as the bottom of the ringwall. This common practice of balancing soil pressures underneath ringwall and foundat ion pad at the same depth is an attempt to prevent punching shear. The distribut ion of the soil reaction under the ringwall is trapezoidal and changes with prod uct load, and thus precise balancing is impossible. Tank stability issues includ ing punching shear, edge shear, and base shear control the design of the ringwal l section. Settlement issues control the diameter and height of the tank and thu s the design of the foundation. Therefore, the ringwall foundation should be des igned using the recommendation of the geotechnical engineer to provide adequate factors of safety for stability and allowable settlement of the tank. Ringwalls should be 12-inch minimum wide with 3-inch minimum above the lowest adjacent gra de if paved and 6-inch minimum if unpaved, after predicted settlement. If leak d etection pipes are used, they should be 3 to 6 inches above grade, which will pu t the top of concrete ringwall about 12 inches above grade. Alternately, leak de tection pipes could also be below grade and drain to a pit. The bottom of a ring wall should be 6 inches minimum below the frost line and 24 inches minimum below grade unless required otherwise by the geotechnical investigation. A greater de pth may be required for loose sand. The minimum concrete strength should be 3,00 0 psi at 28 days. Concrete and reinforcement should be specified in accordance w ith ACI 318 and API 650, Appendices B, E, F, and I. Concrete ringwalls should be reinforced to reduce shrinkage cracks and to resist hoop tension, which is caus ed by lateral earth pressure inside a ringwall from the product surcharge and ap plicable tank dead load, such as from the tank bottom plate and roof columns. Th























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 5.1.11 The space within the ringwall should be backfilled with compacted granula r fill capable of supporting the tank dead load and the product surcharge load. Backfill should be select material of such size and gradation as to be easily co mpacted and have good drainage characteristics. Generally, material meeting the requirements for roadway base in local areas is acceptable backfill. 5.2 Crushed Stone Ringwall 5.2.1 5.2.2 Crushed stone ringwalls should consist of crushed gr avel or crushed stone 1/2 to 1 inch in diameter. A crushed stone ringwall base s hould be wide enough to distribute the shell loads to the underlying soil withou t exceeding the allowable bearing capacity. The ringwall base width and depth be low the bottom of the tank annular plate should be determined in accordance with the recommendations of the geotechnical consultant. The depth on a crushed ston e ringwall should be 2 ft minimum. All other ringwall dimensions should be in ac cordance with API 650, Appendix B, except that the berm outside the tank should be in accordance with Section 6.5 of this Practice. The space within the crushed rock ringwall should be backfilled with compacted granular fill in accordance w ith Section 5.1.11. 5.2.3 5.2.4 5.2.5 5.2.6 5.3 Concrete Slab Foundation 5.3.1 Concrete slab tank foundations can be used to sup port small unanchored or anchored tanks. The concrete slab can provide an outsta nding level, uniform tank support surface and allows tank anchoring with convent ional anchor bolts. For small production tanks, precast concrete slabs transport ed to site by truck may offer a quick, simple, and cheap foundation. The slab sh























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs 5.4.2 5.4.3 The granular fill should be 1-ft minimum deep. Protection against erosion can be accomplished in one of two ways: a. A 3-ft-wide shoulder and berm built around the tank b. A steel band placed around the periphery of the tank 5.4.4 5.4.5 The steel band method also confines the fill and prevents sloughing of loose, no n-cohesive surface soil. A construction detail for a compacted granular fill fou ndation with a steel band is shown in Figure 2. 3 FT TANK SHELL TANK BOTTOM PLATE S=2% 12 INCHES 4 INCHES 8 INCHES 3/16 INCH STEEL PLATE COMPACTED GRANULAR FILL NATIVE SOIL Figure 2. Granular Fill Foundation with Steel Plate Band 5.4.6

























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 5.6 Ringwall Foundation Design Procedures 5.6.1 General 5.6.1.1 Because of the large compressive forces in the tank shell, the ringwall design is critical. This sec tion describes design procedures developed in accordance with API 650 and ACI 31 8 that should be used to design a ringwall foundation for a tank. 5.6.1.3 Append ix A provides design examples for a tank located in a highseismic area and for a tank located in a low-seismic area. 5.6.1.2 See Figure 3 for the loading and as sumptions that should be used to design a ringwall foundation. PT TANK CENTERLINE TANK SHELL R H TANK BOTTOM PLATE CONCRETE RINGWALL L WP























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs h = height of ringwall, ft drw = depth of ringwall below grade, ft L = distance from tank shell to inside edge of ringwall, ft gc = unit weight of concrete, pcf gs = unit weight of soil, pcf e = distance of top of ringwall from top of berm, ft k = coefficient of lateral earth pressure in accordance with Section 5.1.8 PT = total load on tank shell, lb/ft Wp = product load on tank bottom, psf qp = net s oil bearing under tank inside ringwall, psf qrw = net soil bearing under ringwal l, psf qa = net allowable soil bearing under ringwall determined by the geotechn ical engineer, psf MT = applied uniform twist moment on the ringwall, kip-ft/ft Th = hoop tension, kips fy = yield strength of reinforcing steel, psi f c = comp ressive strength of concrete, psi 5.6.2 Foundation Sizing 5.6.2.1 The width of t he ringwall foundation should be determined on the basis of the allowable soil-b earing pressure. 5.6.2.2 For load combinations including hydrotest, wind, or sei smic loads, the allowable soil-bearing pressure may be increased in accordance w ith the recommendations of the geotechnical engineer. 5.6.2.3 If soil bearing co ntrols the design, the required width of the ringwall foundation may be determin ed using the following equation: b=























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 Table 2. Minimum Inside Edge Distance Tank Diameter D (ft) D £ 80 80 < D < 150 D ³ 1 50 Minimum Inside Edge Distance L (inches) 4 5 6 5.6.2.5 The minimum values of L shown in Table 2are based on experience and shou ld provide sufficient edge distance to a. Compensate for concrete construction t olerances. b. Prevent spalling of the concrete from high bearing pressures at th e tank wall. 5.6.2.6 If uplift controls the design (anchored tank), sufficient c ounterbalancing weight (the weight of the foundation, the weight of soil over th e foundation, and in the case of seismic loading, weight of tank product over th e foundation) should be provided to completely resist the uplift. This design re commendation typically results in most of the concrete ringwall width being loca ted inside of the tank shell. Anchor bolts should be placed with enough edge dis tance to the outside of the ringwall to develop the strength of the bolt. The an chor bolts should also be placed inside of the outer face of hoop steel to facil itate construction. 5.6.2.7 If the ringwall foundation width is greater than its depth, the design should consider the foundation's behavior as an annular slab wi th flexure in the radial direction. 5.6.3 Hoop Tension 5.6.3.1 Axial tension is generated in the ringwall foundation by lateral earth pressure. The lateral eart























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs AS = 5.6.4 Twist 1.6 Th 0.9 f y 5.6.4.1 Eccentric loadings from the tank shell, product over the ringwall, ancho r bolts, and soil reaction beneath the ringwall foundation can act to create a t wisting moment (MT) on the ringwall foundation. 5.6.5.2 For the cases of dead lo ad plus fluid load and dead load plus internal pressure, a twist moment should b e applied uniformly around the ringwall foundation, as shown in Figure 4. MT MT MT MT MT MT MT MT MT MT MT MT MT MT MT MT Figure 4. Uniform Twist Moment























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 R - L + b/2 PT WP x_bar 1 x-bar 2 MT MT = PT(x_bar 1) + WP(L)(x-bar 2) CONCRETE SELF-WEIGHT gcbh qrw Fi ure 5. Calculation of Twist Moment

5.6.4.5 Typically, unanchored tank ringwall foundations require additional twist hoop steel in the bottom of the ringwall, and anchored tank ringwall foundation s require additional twist hoop steel in both the top and bottom of the ringwall . 4.6.5.6 The ringwall can be designed for an equivalent bending moment about th e horizontal axis of the ringwall in accordance with the following equation take

























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs Figure 6. Load Distribution under Seismic or Wind 5.6.4.8 For simplicity of calculation, the effect of the twist moment for the mo re complicated seismic and wind load distributions should handled in the same ma nner as that for the uniform distribution case. The peak value of the twist mome nt is used in this case. 5.6.4.9 The ringwall foundation design examples printed in Appendix A are based on a 1-ft rectangular section of the ringwall foundatio























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 foundation and friction between the soil and the vertical sides of the ringwall. What little additional overturning moment that does develop is not significant and is ignored in the design. 5.6.5.2 If the ringwall foundation has a significa nt projection above grade (i.e., average height above grade greater than 2 ft), the additional overturning moment from this projection should be considered in t he design. 5.6.5.3 Except under extremely high seismic forces (horizontal and ve rtical) and/or unusual soil conditions, ground-supported flat bottom tanks and t























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs seismic loadings. Therefore, the seismic loading does not alter the ringwall fou ndation design criteria or provide justification for increased foundations. This is not true for slab and pile cap foundations, which should be designed for the maximum toe pressure. 5.6.7.2 Tank ringwall foundations are normally designed f or the ringwall moment in accordance with API 650 or AWWA D100. The ringwall mom ent is the portion of the total overturning moment that acts at the base of the tank shell perimeter. The total overturning moment, also known as the slab momen























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 6.1.2 If a concrete ringwall is not provided, the foundation under the shell should be level within 1/8 inch in any 10 ft of the circumference and within 1/2 inch in th e total circumference measured from the average elevation. 6.2























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs Table 3. Bottom Pad Types Bottom Support Pad Type Reinforced Concrete Slab Leak Detection and Containment Can be incorporated Can easily accommodate leak detection Incorporation of Exter nal Cathodic Protection Not required Will not permit cathodic protection Comments Reinforcement is required. Use if leak detection and containment are re quired. Do not use if cathodic protection is required. Outstanding support surfa







































































































































































































































































































































































































































































































































































































































































May 2005 PIP STE03020 Guidelines for Tank Foundation Designs TANK SHELL INSULATION TANK FOUNDATION (See Note 1) CHAMFER TANK BOTTOM PLATE 6 INCHES (MIN.) CLEAN DRY SAND FINISHED GRADE SLOPE AWAY FROM TANK COMPACTED FILL CLAY LINER (CLAYMAX R OR EQUAL) NOTE: CLAY LINER SHOULD BE CHLORI DE-FREE Figure B-2. High-Temperature Tank Foundation with Leak Detection and Containment Using Clay Liner Process Industry Practices Page 59 of 81























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 LEAK DETECTION GRO0VE (SEE FOUNDATION PLAN) TANK SHELL INSULATION TANK FOUNDATION (See Note 1) CHAMFER TANK BOTTOM PLATE (See Note 2) SLOPE 6 INCH Figure B-3. High-Temperature Tank Foundation with Leak Detection for Small Tanks ± Tanks < 30 Ft in Diameter Page 60 of 81 Process Industry Practices SLAB FINISHED GRADE SLOPE AWAY FROM TANK 6 INCHES (MIN.)























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs 5 FT-0 INCH 1/4 RADIUS 4 FT-0 INCH MINIMUM 3/4 INCH DEEP x 1-1/2 INCHES WIDE GROOVES 1 FT-0 INCH TYPICA L SLOPE 8 FT-0 INCH MAXIMUM SPACING TYPICAL REPEATING PATTERN SINGLE SLOPE CONFIGURATION (SEE NOTE 3) GROOVING IS TYPICAL FOR FIGURES B-3, B-5, B-7, B-8 CONCRETE SLAB INSIDE FACE OF EXISTING TANK SHELL 4 FT-0 INCH MINIMUM SPACING TYP ICAL SLOPE 3/4 INCH DEEP x 1-1/2 INCHES WIDE GRO0VES LENGTH OF GROOVES TO BE DET ERMINED BY MINIMUM SPACING 8 FT-0 INCH MAXIMUM SPACING TYPICAL REPEATING PATTERN CONE-UP CONFIGURATION (SEE NOTE 3) GROOVING IS TYPICAL FOR FIGURES B-3, B-5, B-7, B-8 Figure B-4. Hot Tank Leak Detection Foundations Process Industry Practices Page 61 of 81























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 TANK SHELL INSULATION LEAK DETECTION GROOVES TANK FOUNDATION (SEE NOTE 1) TANK BOTTOM PLATE (SEE NOTE 2) SLOPE 6 INCH 6 INCH (MIN.) FINISHED GRADE SLOPE AWAY FROM TANK COM PACTED FILL SMOOTH RINGWALL TOP SURFACE, AND USE PAPER JOINT TIES RINGWALL (SEE FOUNDATION PLAN) CHAMFER CONCRETE SLAB Figure B-5. High-Temperature Tank Foundation with Leak Detection ± Tanks >20 Ft in Diameter Page 62 of 81 Process Industry Practices SLAB























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs TANK SHELL INSULATION TANK FOUNDATION (SEE NOTE 1) CHAMFER LEAK DETECTION DRAIN PIPE CAP MA Y BE USED IN LIEU OF VALVE TANK BOTTOM PLATE GRAVEL AT DRAIN PEA GRAVEL OR SAND FILL 6 INCH (MIN.) SLOPE FINISHED GRADE TIES CONCRETE SLAB Figure B-6. High-Temperature Tank Foundation with Leak Detection and Leak Contai nment Process Industry Practices Page 63 of 81

























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 TANK SHELL INSULATION INSTALL NEW TANK BOTTOM BY SLOTTED SHELL METHOD CONCRETE SPACER (SEE NOTE 4) LEAK DETECTION GROOVES SLOPE (SEE FOUNDATION PLAN) 12 INCHES LEAK DETECTION (SEE NOTE 5) Figure B-7. Retrofit Existing with New Bottom to Include Leak Detection TANK SHELL IN S U LA T IO N LE A K C O N T A IN M E N T (S E E N O T E 6) 12 IN C H E S T A N K F O U N D A T IO N (S E E N O T E 2) C H A M FE R S LO P E TANK BO TTO MS C O N C R E T E L IN E R (S E E N O T E 4) LE A K D E T E C T IO N G R O O V E S (S E E FO U N D A T IO N P LA N ) 6 INC HE S FIN IS H E D G R A D E (M IN .) C O M P A C T E D FIL L T IE S R IN G W A L L Figure B-8. High-Temperature Tank Foundation with Leak Detection and Leak Contai nment Page 64 of 81 Process Industry Practices 4 INC HE S























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs C A.B. SLOTTED HOLE TANK SHELL C ANCHOR BOLT AND TANK C ANCHOR BOLT TEFLON R WASHER ANCHOR CHAIR TANK SHELL TANK BOTTOM PLATE Figure B-9. High-Temperature Tank Anchor Detail Process Industry Practices Page 65 of 81























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 "B" BLOCK OUT IN FDTN MAT L "D" + 1 INCH TANK SHELL METAL SUMP 1 INCH + TO CENTER OF TANK PLAN 100% PENETRATION & FUSION WELDS AT THESE LOCATIONS TANK SHELL RADIAL GROWTH "D" BOTTOM WELDED INSERT PL METAL SUMP BOTTOM PL FOUNDATION "D" = EXPECTED RADIAL GROWTH OF TANK AT SHELL 1 INCH + "A" O.D. SUMP "B" I.D. OF BLOCK-OUT "B" = A + D + 2 INCHES INSULATION ("D" + 1 INCH) (6 INCHES MAX) Figure B-10. Hot Tank Sumps Page 66 of 81 Process Industry Practices























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs Notes for Figures 1. 2. 3. 4. 5. 6. Edge of concrete surface should slope away f rom the tank to prevent water infiltration under tank bottom. Foundation should be cone-up or single slope. Slope should not be less than 2 inches in 10 ft. For small tanks, the 4-ft - 0-inch minimum spacing between grooves should be reduce d. Spacer reinforcement should be ASTM A185, 6-inch x 6-inch - W1.4 x W1.4 welde d wire reinforcement. Splices should have a 6-inch minimum lap. Where grooves ar e at the edge of the tank, existing steel should be notched for leak detection. Where grooves are at the edge of the tank, a coupling should be installed in the tank shell. Process Industry Practices Page 67 of 81























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May 2005 PIP STE03020 Guidelines for Tank Foundation Designs Appendix C ± Tank Settlement Process Industry Practices Page 69 of 81























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 GRADE PIPE SUPPORT WATER INGRESS CAUSES ACCELERATED UNDERSIDE CORROSION GRADE S PIPE SUPPORT POSSIB LE OVERSTRESS OF PIPING AND TANK NOZZLE S = UNIFORM SETTLEMENT Figure C-1. Uniform Settlement Page 70 of 81 Process Industry Practices























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs PLAN VIEW OF TANK OUT-OF-ROUNDNESS DUE TO SHELL TILT GRADE TANK SETTLES AND TILTS S Y HIGH POINT HIGH POINT ( = 360°) Y= S 2 S COS 2 0 S 2 LOW POINT ( = 180°) Figure C-2. Planar Tilt Settlement Process Industry Practices Page 71 of 81























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 OUT-OF-ROUDNESS DUE TO DIFFERENTIAL SHELL SETTLEMENT 0 0 = 0°-360° FLOATING ROOF MAY BIND FLOATING ROOF SEAL MAY MALFUNCTION INITIAL POSITION GRADE SETTLED POSITION HIGH POINT (0=360°) BEST FIT COSINE CURVE S 2 0 S 2 0 HIGH POINT (0 = 0) ACTUAL TANK POSITION DIFFERENTIAL SETTLEMENT Figure C-3. Differential Tank Settlement Page 72 of 81 Process Industry Practices























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs OUTLINE OF FLOATING ROOF DEFORMED SHAPE OF TANK SHELL DUE TO DIFFERENTIAL SHELL SETTLEMENT ROOF BINDING G APS FLOATING ROOF FLOATING ROOF SEAL INITIAL POSITION GRADE SETTLED POSITION Figure C-4. Problems Resulting from Shell Out-of-Roundness Caused by Non-Uniform Settlement Process Industry Practices Page 73 of 81

























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 1 100 1 200 1 300 1 400 1 500 1 600 1 700 1 800 1 900























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs CENTER TO EDGE BOTTOM SETTLEMENT SHELL MAY BE SUCKED IN AND BOTTOM PLATES MAY BE OVER STRESSED Figure C-6. Dish Settling Process Industry Practices Page 75 of 81























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 R R1 R R R1 R R1 < 2R BULGES AND DEPRESSIONS SUPPORTED BY THE TANK FOUNDATION WITHOUT SHARP EDGES 7 INCHES 9 FT-10 INCHES BULGE NOT FILLED WITH FOUNDATION MATERIAL Figure C-7. Bottom Settlement Page 76 of 81























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs TANK BOTTOM (1/4 INCH PLATE) RIPPLE 6 FT TO 10 FT LONGITUDINAL LAP WELD SECTION A-A A A 6 FT- 6 INCHES TO 9 FT- 10 INCHES TYPICAL LOCATION OF A RIPPLE IN TANK BOTTOM D CONE UP HORIZONTAL CONE DOWN PROFILE AFTER SETTLEMENT























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 SHELL INSUFFICIENT WIDTH OF SHOULDER BOTTOM UNDER FULL LIQUID LOAD THE BOTTOM OF SHELL JUNCTION WILL SETTLE FOUNDATION SQUEE ZING SHELL t Bx xR WASHOUT OF SHOULDER SHELL WASHOUT OF SHOULDER BOTTOM ANGULAR PLATE 1/4 INCH BOTTOM PLATE

























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs BRACKET (NUMBER REQUIRED VARIES WITH TANK SIZE) 24 INCHES 8 INCHES 2 FT - 8 INCHES 6 INCHES CROSS BAR























PIP STE03020 Guidelines for Tank Foundation Designs May 2005 A A JACK BEARING PLATE JACKING LUG BOTTOM SHELL COURSE 24 INCHES























May 2005 PIP STE03020 Guidelines for Tank Foundation Designs A 18 INCHES BOTTOM OF JACKING PIT 18 INCHES























148735441 STE03020 PIP Tank Foundation Guidelines May 2005

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