PIP STE03360 Horizontal Vessel JUL07

TECHNICAL CORRECTIONJuly 2007 Process Industry Practices Structural PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide Reprinted by N.Kampanya 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 technical 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 is expected to incorporate the majority of requirements of most users, individual applications may involve requirements that will be appended to and take precedence over this Practice. Determinations concerning fitness for purpose and particular matters or application of the Practice to particular project or engineering situations should not be made solely on information contained in these materials. The use of trade names from time to time should not be viewed as an expression 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 those named. All Practices or guidelines are intended to be consistent with applicable laws and regulations including OSHA requirements. To the extent these Practices or guidelines should conflict with OSHA or other applicable laws or regulations, such laws or regulations must be followed. Consult an appropriate professional before applying or acting on any material contained in or suggested by the Practice. This Practice is subject to revision at any time. © Process Industry Practices (PIP), Construction Industry Institute, The University of Texas at Austin, 3925 West Braker Lane (R4500), Austin, Texas 78759. PIP member companies and subscribers may copy this Practice for their internal use. Changes, overlays, addenda, or modifications of any kind are not permitted within any PIP Practice without the express written authorization of PIP. PRINTING HISTORY March 2005 Issued July 2007 Technical Correction Not printed with State funds Reprinted by N.Kampanya TECHNICAL CORRECTION July 2007 Process Industry Practices Structural PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide Table of Contents 1. Introduction .................................. 2 1.1 Purpose ............................................. 2 1.2 Scope................................................. 2 APPENDIX: Tables, Figures, and Examples.................................... 12 Table 1 - Thermal Expansion Data.......... 13 Figure A - Approximate Exchanger Weights .................................................. 15 Figure B - Approximate Tube Bundle Weights............................................ 16 Figure C - Soil Pressure for Biaxially Loaded Footings.............................. 17 Example 1 - Heat Exchanger Foundation............................................... 18 Example 2 - Horizontal Vessel Foundation............................................... 37 2. References.................................... 2 2.1 Process Industry Practices ................ 2 2.2 Industry Guides and Standards ......... 2 3. Definitions .................................... 2 4. Design Procedure ........................ 3 4.1 4.2 4.3 4.4 4.5 4.6 4.7 4.8 4.9 Design Considerations ...................... 3 Vertical Loads .................................... 3 Horizontal Loads................................ 4 Load Combinations............................ 6 Anchor Bolts ...................................... 6 Slide Plates........................................ 7 Pier Design ........................................ 8 Column Design .................................. 9 Footing Design .................................. 9 Reprinted by N.Kampanya Process Industry Practices Page 1 of 40 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 1. Introduction 1.1 Purpose This Practice establishes guidelines and recommended procedures for use by engineers analyzing and designing heat exchanger and horizontal vessel foundations and should be used where applicable unless otherwise specified. 1.2 Scope This Practice addresses isolated foundations supported directly on soil. Pile supported footings are not considered in this Practice. 2. References Applicable requirements of the following Practices and industry codes and standards 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. Short titles will be used herein where appropriate. 2.1 Process Industry Practices (PIP) – – 2.2 PIP STC01015 - Structural Design Criteria PIP STE05121 - Anchor Bolt Design Guide Industry Guides and Standards • American Concrete Institute (ACI) – ACI 318/318R-05 - Building Code Requirements for Structural Concrete and Commentary • American Society of Civil Engineers (ASCE) – ASCE/SEI 7-05 - Minimum Design Loads for Buildings and Other Structures • ASTM International (ASTM) – ASTM F1554 - Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength 3. Definitions engineer: The engineer who performs the structural design owner: The party ultimately responsible for contract award. The owner will have authority over the site, facility, structure or project through ownership, lease, or other legal agreement. stability ratio: The ratio of dead load resisting moment to overturning moment about the edge of rotation thermal force: The force due to growth between piers caused by a change in temperature of the horizontal vessel or exchanger Reprinted by N.Kampanya Page 2 of 40 Process Industry Practices anchor bolt types.0 should be used for test medium. Cleaning load should be used for test dead load if cleaning fluid is heavier than test medium. bundle.Fabricated weight of the exchanger or vessel. agitators.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide 4. Design Procedure 4.Unless more exact information about piping supported on the exchanger or horizontal vessel is available.2.2 Vertical Loads 4.2. It is generally desirable to design for test dead load because unforeseen circumstances may occur. the following guidelines should be used: Reprinted by N.2 should also be added to the test dead load weight. etc.1. Operating dead load (Do) .2. a minimum specific gravity of 1.1. fireproofing. The eccentric load defined in paragraph 4. The eccentric load defined in paragraph 4.2 should also be added to the empty dead load weight.1 The following nominal loads should be considered as dead loads if applying load factors used in strength design. ladders. Unless otherwise specified. a. d. The eccentric load defined in paragraph 4. corrosion allowances for anchor bolts. and any special requirements dictated by the owner.2. The test medium should be as specified in the contract documents or as specified by the owner. 4.Empty weight of the exchanger or vessel including all attachments. Test dead load (Dt) . Whether test or cleaning will actually be done in the field should be determined. e. piping. 4. platforms. trays.2 4.1 The engineer should review project design criteria to determine wind and earthquake loadings.2 should also be added to the operating dead load weight.Kampanya Process Industry Practices Page 3 of 40 . Erection dead load (Df) .1. generally taken from certified exchanger or vessel drawings c.2 Eccentric load . insulation. Empty dead load (De) .1.2.1 Dead Loads 4. internals.1.1 Design Considerations 4.(horizontal vessels only) Empty dead load of the vessel plus the weight of test medium contained in the system.1. Structure dead load (Ds) . The engineer should verify that design is based on applicable codes in existence when foundation drawings are issued.1.Empty dead load of the exchanger or vessel plus the maximum weight of contents (including packing/catalyst) during normal operation.Weight of the foundation and soil above the part of the foundation that resists uplift b.2. 4.3 Load distribution (exchangers) .2.2 Live Loads (L) 4. insulation.2. However. 4. A load of an additional 10% of the applicable weight (empty or operating) for exchangers with diameters equal to or greater than 24 inches c.Kampanya Page 4 of 40 Process Industry Practices .2. Including the wind loading on projections such as piping.1. Wind loads from vendors or other engineering disciplines should not be accepted without verification.) This additional eccentric load (vertical load and moment caused by eccentricity) should be distributed to each pedestal in proportion to the distribution of operating load to each pedestal.3. A load of an additional 20% of the applicable weight (empty or operating) for exchangers with diameters less than 24 inches b.2 Load combinations that include live load in Table 5 and Table 6 in PIP STC01015 do not normally control any portion of the foundation design.1 Wind Loads (W) 4. 4.The wind pressure on the projected area of the side of the exchanger or vessel should be applied as a horizontal shear at the center of the exchanger or vessel.3.3. manways.3 Horizontal Loads 4. the actual exchanger shape and support configuration should be reviewed when determining weight distribution because in many cases load distribution may vary. + 2 times the wall thickness + 2 times the insulation thickness.1.2 The engineer is responsible for determining wind loads used for the foundation design. and platforms during the wind analysis is important.For most common shell and tube heat exchangers. For stacked exchangers. or test) for horizontal vessels d.3.2.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 a.D.1 Wind loads should be calculated in accordance with PIP STC01015.2. 4.1 Live loads should be calculated in accordance with PIP STC01015. operating. where “D” is the basic diameter (basic diameter = vessel I. Comment: These eccentric loads are only guidelines and should be checked against actual conditions when they become available. 4.2. This additional load should be applied at a perpendicular horizontal distance of D/2 plus 18 inches from the longitudinal centerline of the vessel. A load of an additional 10% of the applicable weight (empty.1. 4. Reprinted by N. The saddle-to-pier connection should be considered fixed for transverse loads.1. vertical dead loads should normally be distributed with 60% to the channel end support and 40% to the shell end support.3 Transverse wind . the weight of only the largest exchanger should be used to estimate the eccentric load. 70% of the earthquake loads should be applied at the fixed pier.1. 4. The piers are normally designed for the fixed end. 4.1 Calculate thermal growth using maximum design temperature.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide 4.2 Earthquake Loads (E) 4. The flat surface wind pressure on the exposed area of both piers or both columns should also be included. Thermal coefficients can be found in Table 1.3 Bundle Pull Load (Bp) (Exchangers) 4.3.3.3.2).1 Earthquake loads should be calculated in accordance with PIP STC01015. For higher friction slide plates (μ > 0.3. 4.2 The engineer is responsible for determining earthquake loads used for the foundation design. Earthquake loads from vendors or other engineering disciplines should not be accepted without verification.3. The force required to overcome static friction between the exchanger or vessel support and the slide plate: Ff = μ (Po) (Equation 1) Reprinted by N.4. and then the pier for the sliding end is made identical. all the longitudinal earthquake loads should be applied at the fixed pier. 4.3.3.2 The thermal force used for design should be the smaller value resulting from the following two calculations: a.3. to avoid potential errors in construction and to reduce engineering time.1 Bundle pull load should be calculated in accordance with PIP STC01015.3. the sliding end should be designed for 30% of the longitudinal earthquake load if using low-friction slide plates. 4.5 Shielding . applied as a horizontal shear at the centroid of the exposed area. The weight of the exchanger head (channel) typically is within the range of 8% to 15% of the empty weight of the exchanger. and for 50% of the longitudinal earthquake load if using higher friction slide plates. 4.3.The wind pressure on the end of the exchanger or vessel should be applied as a horizontal shear at the center of the exchanger or vessel. If this proves to be uneconomical. 4.4 Longitudinal wind .2.4.3.3.3.3.2.2 Consideration should be given to reducing the empty weight of the exchanger owing to the removal of the exchanger head (channel) to pull the bundle. Transverse and vertical earthquake loads should be distributed in proportion to the vertical load applied to both piers. 4.1.4 Thermal Force 4.No allowance should be made for shielding from wind by nearby equipment or structures except under unusual conditions.2. The saddleto-pier connection will be considered pinned for longitudinal loads unless more than one row of anchor bolts exists.Kampanya Process Industry Practices Page 5 of 40 .2).3 For low-friction slide plates (μ ≤ 0. Ff = static friction force μ = coefficient of friction. “Slide Plates” Po = nominal operating compression dead load on slide plate b.Kampanya Page 6 of 40 Process Industry Practices .2 See PIP STE05121 for anchor bolt design procedures.5.1 4. 4. 4.4.3. T = force from thermal expansion required to deflect pier or column Δ = total growth between exchanger/vessel saddles = ε L ε = thermal expansion coefficient in accordance with Table 1 L = length of exchanger/vessel between saddles E = modulus of elasticity of concrete pier I = pier moment of inertia H = pier height The thermal force should be applied at the top of the piers.3 of this Practice. refer to the values given in Section 4.2 4. 4.4.1 4.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 where.6. Foundations for fin exchangers (double pipe exchangers) should not be designed to resist thermal or bundle pull forces. The force required to deflect the pier or column an amount equal to half of the thermal growth between exchanger or vessel saddles: T= 3Δ E I 2 H3 (Equation 2) where. Piping thermal loads should be included in combinations when deemed advisable and should be considered as dead loads when applying load factors. Friction force at the bottom of the saddle should be overcome before lateral load is assumed to produce shear in the anchor bolts.5 Anchor Bolts 4.5.3 Heat exchangers and horizontal vessel foundations should be designed using load combinations in accordance with PIP STC01015.5 Load Distribution The horizontal loads should be divided equally between piers unless otherwise required by Section 4.4. Reprinted by N.4 Load Combinations 4. temperature. Upper element = saddle width + 1-inch minimum to allow for downhand welding on the element-to-saddle weld (larger upper element width may be required for exchangers or vessels with large Δ values). Small. a.2 Suggested criteria for sizing low-friction slide plate elements are as follows. pressure limitations.2.Kampanya Process Industry Practices Page 7 of 40 .1 For exchangers with bundle pull. especially for heavy exchangers or for exchangers with significant thermal growth.2 Typically. b. Slide Plates 4.2.3 Typical coefficients of friction are as follows. assuming no frictional resistance.6. Low-friction manufactured slide plate assemblies should be used to reduce high-frictional resistance. Lower element = based on allowable contact pressure in accordance with the manufacturer’s literature and lower element width Reprinted by N.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide 4.6. Lower element = upper element width .4 0. Steel slide plate c. Manufacturer’s literature should be consulted for temperature restrictions.3 4. The elements should be fabricated with a carbon steel backer plate attached to the elements to facilitate welding of the upper elements to the saddles and the lower elements to the steel bearing plate. 4. lightly loaded exchangers or vessels may not require slide plates.1 inch (minimum of 1 inch narrower than upper element) Element lengths (use 18-inch maximum clear distance between lower elements): a.6.20 4. steel slide plates instead of lowfriction slide plate assemblies may be more cost efficient.60 0. Element widths (where Δ = total thermal growth between exchanger or vessel saddles): a.6.5. and pressure.40 0. Low-friction slide plate assemblies 4.1 A steel slide plate or low-friction slide plate assembly should typically be provided at the sliding end of every exchanger or vessel regardless of the flexibility inherent in the structural support.2 (Δ) . Each slide plate component consists of an upper element and a lower element. No slide plate (steel support on concrete) b. manufacturer’s literature should be consulted because coefficients of friction vary with slide plate material. 4.6. For low-friction slide plate assemblies. 4.05 to 0.6 For earthquake loads. horizontal shear forces should be applied to the anchor bolts. a low-friction slide plate assembly consists of multiple individual slide plate components spaced out along the length of the saddle.6. and other requirements that may affect the size and types of materials used for the slide plate elements. and the sliding surface is at the interface of the upper and lower elements. 4.7.2 Reprinted by N. Anchorage Considerations It is normally desirable to make the pier high enough to contain the anchor bolts and to keep them out of the footing. 4. The following formula should be used to calculate the area of reinforcement required for shear friction. the pier should be designed as a column. Minimum length of bearing plate should be 1 inch larger than the saddle length.1 Piers should normally be designed as tension-controlled members (cantilever beams) with two layers of reinforcement.3.7.3 Reinforcement 4. bearing plate. Size and reinforcement for each pier should normally be the same.7.7 Pier Design 4. When form information is not available.7. Avf: Avf = [Vu/(μφ) – Pupier]/fy (Equation 3) Vu = strength design factored shear force at bottom of pier 4.6. Minimum pier width should be no less than 10 inches or 10% of the pier height.1 Pier dimensions should be sized on the basis of standard available forms for the project. Bearing stress on concrete should be checked in accordance with ACI 318. or steel slide plate dimensions plus 4 inches and should be sized to provide adequate anchor bolt edge distance in accordance with PIP STE05121. 4. Upper element = lower element length + 1 inch Plates should be aligned with saddle stiffeners where practical. 4. Minimum width = saddle width + 2 (Δ) + 1 inch b.2 The vertical reinforcement in the piers may need to be increased to account for shear friction. Minimum length = saddle length + 1 inch Bearing stress on concrete should be checked in accordance with ACI 318. Minimum width of bearing plate should be 1 inch larger than the width of the lower elements. #8 rebar can extend up to 8 ft above the mat without dowel splices. Minimum pier dimensions should equal the maximum of the saddle. pier dimensions should be sized in 2-inch increments to allow use of standard manufactured forms.3. Consideration must be given to anchor bolt development and foundation depth requirements. A continuous steel bearing plate should be provided under the lower elements so that lower elements can be welded to the bearing plate.7.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 b. Dowel splices are not required if the vertical pier reinforcing projection is less than the larger of 6 ft or the rebar size in feet above the top of footing. For cases that exceed this limit. dowels with minimum projections required for tension splices should be used in accordance with ACI 318.Kampanya Page 8 of 40 Process Industry Practices .5 Suggested criteria for sizing steel slide plates are as follows: a. If the pier is a compression-controlled member. For example. 7. If form information is not available. The stability ratio should be in accordance PIP STC01015.7. a combined footing may be used.75 Pupier = strength design factored axial force at bottom of pier fy = yield strength of vertical reinforcement 4. All ties should encircle the vertical reinforcement. 4.9. If form information is not available.9. Reprinted by N.0 may be used for μ.1 Sizing Columns (if needed) should be round. as is normally the case. For short exchangers or vessels. intermediate ties are not required. column dimensions should be sized in 2-inch increments to allow use of standard manufactured forms.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide μ = coefficient of friction.1 Sizing Plan view footing dimensions should be sized on the basis of standard available forms for the project.9 Footing Design 4.3 Minimum reinforcement for piers is #5 at 12 inches on each face with #4 ties at 12 inches. Minimum dowel projections should be as required for a tension splice in accordance with ACI 318.4 For tension-controlled piers. unless special tie reinforcement for boundary elements is required. then 1. or rectangular depending on the job criteria or the construction contractor’s preference.8. If it can be assured that the concrete at the construction joint at the interface between the pedestal and the mat will be intentionally roughened.2 Reinforcement Size and reinforcement for both columns should normally be the same. The footing thickness should be a minimum of 12 inches.3.8. 4.2 4. 4. normally use 0. Column dimensions should be sized on the basis of standard available forms for the project.3.8 Column Design 4. Size for both footings should normally be the same. 4. 4.6. Stability check is not required for thermal forces. square.Kampanya Process Industry Practices Page 9 of 40 .9. A minimum of two #4 ties (or three ties if moderate or high seismic risk) should be placed within 6 inches of the top of concrete of each pier (not including grout) to protect anchor bolts. φ = strength reduction factor = 0. footing dimensions should be sized in 2-inch increments to allow use of standard manufactured forms.3 The footing thickness should be adequate for shear and embedment of pier or column reinforcement in accordance with ACI 318. Dowels should be used to transfer the column loads to the footings. psi (Equation 7) Reprinted by N.e) where.5 If eccentricity exists in both directions. 4. as follows: f’t = 5φ(f’c)1/2 where.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 4.4 do not apply.Kampanya Page 10 of 40 Process Industry Practices . Numerical solutions can be found in many soil mechanics textbooks. The critical section for moment and diagonal tension shear should be taken at the pier or column face.6 The strength design factored moment and shear should be figured on a unit width strip assuming a simple cantilever. psi f’c = compressive strength of concrete. footing.9. The resulting reinforcing steel should be placed continuously across the entire footing. Figure C is a design aid that provides graphical results based on accurate numerical solutions. f’t = flexural strength of structural plain concrete.9. Reinforcement and Stresses 4. pier.9.4 Soil Bearing Soil-bearing pressure should be computed for footing design and checked against the allowable pressure using the following formula: Total footing area in compression (e ≤ b/6): SB = P⎡ e ⎤ ⎢1 ± (6 b )⎥ A⎣ ⎦ (Equation 4) Total footing area not in compression (e > b/6): SBmax = 2P 3a (b / 2 − e) (Equation 5) (Equation 6) SB = 0 at 3 (b /2 . e = eccentricity of vertical service load caused by horizontal service load a = size of footing perpendicular to direction of horizontal load b = size of footing parallel to direction of horizontal load P = total vertical service load (exchanger or vessel.9. top reinforcement in the footing is not necessary if the factored tensile stress at the upper face of the footing does not exceed the flexural strength of structural plain concrete. If shear is excessive.9.7 Top Reinforcement Except where seismic effects create tensile stresses. the strength design factored shear should be rechecked using the critical section for shear specified in ACI 318. Commercial software is also available for such calculations. the equations in paragraph 4. The minimum amount of bottom reinforcement is #5 at 12 inches c/c. and soil) A = area of footing 4. 55 The effective thickness of the footing for tensile stress calculations should be 2 inches less than the actual thickness for footings cast against soil (ACI 31805.7. For footings cast against a seal slab. inch-pounds per inch.4). minimum reinforcement is #4 at 12 inches c/c. using a load factor of 1. Section R22.4 f’t = flexural strength of structural plain concrete. top steel should be used if increasing the footing thickness is unfeasible. The following formulas are for calculating the required footing thicknesses with no top reinforcing steel: For footings cast against soil: treqd = teff + 2 inches For footings cast against a seal slab: treqd = teff With teff calculated as follows: teff = (6Mu/f’t)1/2 where. the actual thickness of the footing may be used for the effective thickness. inches teff = effective footing thickness.Kampanya Process Industry Practices Page 11 of 40 . (Equation 9) (Equation 8b) (Equation 8a) Reprinted by N. treqd = required footing thickness with no top reinforcing steel. If the factored tensile stress exceeds the flexural strength of structural plain concrete. If top reinforcement is required.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide φ = strength reduction factor for structural plain concrete = 0. top reinforcement should be used if an increase in the footing thickness is not feasible. inches Mu = strength design factored moment caused by the weight of soil and concrete acting on a 1-inch strip in the footing at the face of the pier. psi (from Equation 7) If tensile stress in the upper face of the footing exceeds ACI plain concrete design requirements. and Examples Reprinted by N.Kampanya Page 12 of 40 Process Industry Practices . Figures.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 APPENDIX: Tables. 69 3.55 6.93 6.34 6.52 0.58 7.68 6.62 5.53 0.50 3.69 2.25 7.09 0.40 1.30 2.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide Table 1 .05 9.20 3.83 7.48 8.59 4.17 7.28 3.08 8.44 2.58 3.16 5.05 6.28 0.26 2.74 1.05 2.46 10.18 5.81 1.69 0. (°F) Carbon Steel Carbon .87 5.23 1.88 7.90 4.28 0.10 4.10 1.62 0.50 4.10 4.34 4.68 7.26 9.21 1.00 0.82 6.58 0.30 2.47 2.93 3.53 7.47 7.34 6.52 4.43 7.03 2.49 3.76 8.58 6.71 1.94 7.07 7.81 0.58 0.34 0.89 3.69 5.90 5.88 3.77 7.42 5.26 2.49 6.47 8.46 5.61 0.18 1.00 0.16 8.23 0.99 1.70 2.59 2.04 4.35 3.86 4.31 7.44 5.87 7.05 6.43 6.93 3.61 4.00 0.41 4.91 2.11 4.48 2.04 2.39 3.60 4.80 9.35 8.13 9.46 1.35 8.68 2.85 8.71 5.75 6.59 6.10 2.22 0.31 4.86 6.71 6.63 1.61 0.69 4.Thermal Expansion Data Total linear expansion between 70°F and indicated temperature (inches/100 ft) Temp.80 0.90 1.24 6.17 0.15 5.50 2.90 2.47 4.91 3.80 4.93 8.94 6.14 3.03 1.50 7.15 8.31 4.01 5.90 6.04 4.16 5.75 2.70 6.30 2.46 5.90 3.50 6.15 8.69 2.72 2.06 8.80 4.58 3.60 5.98 5.93 7.81 8.61 4.70 5.87 10.32 0.42 0.46 9.13 1.95 9.18 2.96 6.48 3.00 0.00 0.06 4. (°F) 70 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550 575 600 625 650 675 700 725 750 775 800 825 850 875 900 925 950 975 0.18 3.43 6.03 2.52 3.56 9.74 4.22 1.40 0.23 6.01 6.00 0.72 6.08 3.17 0.23 0.93 2.18 70 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550 575 600 625 650 675 700 725 750 775 800 825 850 875 900 925 950 975 Reprinted by N.86 5.50 2.35 3.75 9.97 7.30 6.56 1.16 6.72 2.45 2.61 1.07 4.75 0.Moly Low-Chrome (through 3 Cr Mo) 0.53 3.66 8.24 4.10 6.18 7.76 0.44 9.84 2.64 6.36 0.62 5 Cr Mo through 9 Cr Mo Shell Material Austenitic Stainless Steels 18 Cr 8 Ni 0.18 6.38 5.02 4.21 2.62 5.82 2.79 10.35 9.63 5.Kampanya Process Industry Practices Page 13 of 40 .76 2.42 1.91 3.00 0.21 1.14 5.46 1.76 4.82 8.38 5.26 3.55 7.37 5.86 1.76 0.27 4.56 7.42 0.31 7.95 0.20 0.25 7.88 5.11 2.11 5.22 5.85 8.37 1.64 1.81 4.71 1.38 1.92 5.80 11.00 0.80 9.32 2.49 1.77 10.25 3.52 0.94 5.94 1.61 2.04 7.99 3.13 3.52 1.31 5.62 3.33 4.65 9.14 12 Cr 17 Cr 27 Cr 12 Cr 20 Ni Monel 67 Ni 30 Cu 3-1/2 Nickel Ni-Fe-Cr Temp.80 4.27 6.21 1.01 1.99 1.35 4.84 1.99 1.79 4.12 9.16 3.73 4.33 1.45 8.94 7.12 10.18 7.96 2. 26 10.78 12.11 12.55 10.40 7.05 12.30 15.43 13.31 10.62 7.10 13.20 14.94 15.77 13.47 12.76 14.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 Table 1 (continued) Total linear expansion between 70°F and indicated temperature (inches/100 ft) Temp.30 8.95 8.06 13.43 11.53 8.15 13.50 13.05 9.28 9.83 11.74 15.01 10. (°F) 1000 1025 1050 1075 1100 1125 1150 1175 1200 1225 1250 1275 1300 1325 1350 1375 1400 1425 1450 1475 1500 8.31 8.88 17.85 11.50 12.04 14.81 13.16 12.94 12.90 16.80 11.77 12.56 15.66 16.08 18.10 11.29 10.44 15.47 12 Cr 17 Cr 27 Cr 12 Cr 20 Ni Monel 67 Ni 30 Cu 3-1/2 Nickel Ni-Fe-Cr Temp.71 14.22 12.66 11.44 12.48 11.00 10.69 14.55 11.Moly Low-Chrome (through 3 Cr Mo) 8.45 11.54 14.65 9.22 15.78 11.39 14.88 15.36 13.69 13.75 11.25 10.18 13.82 12.84 13.38 12.24 16.11 12.06 8.80 9.11 11.52 9.57 10.42 9.98 9.30 17.74 12.06 11.53 16.89 9.39 14.02 8.50 12.92 17.17 9.34 5 Cr Mo through 9 Cr Mo Shell Material Austenitic Stainless Steels 18 Cr 8 Ni 11.42 11.15 11.76 10.78 13. (°F) Carbon Steel Carbon .58 16.52 13.86 14.86 14.80 12.55 8.69 18.11 10.49 10.88 10.25 1000 1025 1050 1075 1100 1125 1150 1175 1200 1225 1250 1275 1300 1325 1350 1375 1400 1425 1450 1475 1500 Reprinted by N.Kampanya Page 14 of 40 Process Industry Practices .75 10.79 11.38 11.42 10.56 10.58 14.41 10.80 16.20 9.30 11.53 10.46 9.04 10.22 14.16 16.09 14.09 11.76 8.10 15.02 13.33 10.99 15.18 8.05 7. The tube material is 14-gage steel.Approximate Exchanger Weights 20 19 45 0P ou 30 nd 0 Cl as 18 17 16 15 14 Approximate Weight (tons) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 15 18 20 22 24 26 28 30 32 34 s Weight of water to fill shell and tubes 36 38 40 42 44 46 48 Exchanger Diameter (inches) These curves give the approximate weight of standard heat exchangers.00 168 0. The tubes are 3/4 inch on a 90° layout.10 192 1.Kampanya Process Industry Practices 15 0 Page 15 of 40 .TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide Figure A .85 96 0.95 144 0. all in tons. multiply by the following factors: Length in inches: Heat exchanger factor: 240 1.80 Reprinted by N.90 120 0. The curves are for a 192-inch type ET exchanger with two passes in the tubes. For the weights of heat exchangers with other tube lengths. 70 Reprinted by N. For the weight of bundle with other lengths. The tubes are two pass on a square pitch. all in tons. The baffle spacings range from 8 inches on the 15-inch exchanger to 16 inches on the 48-inch exchanger.Kampanya Page 16 of 40 15 0 Po un dC las s 7 Process Industry Practices .90 0.80 0. The tubes are 3/4 inch.00 0.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 Figure B .20 1. and 192 inches long. 14 gage. multiply by the following factors: Length in inches: 240 192 168 144 120 Heat exchanger factor: 1.Approximate Tube Bundle Weights 10 9 8 Approximate Weight (tons) 6 60 0 5 4 3 2 1 0 15 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Exchanger Diameter (inches) These curves give the approximate weight of standard tube bundles. 325 0.24 Ratio e1/a 0.36 0.08 0.06 0.38 0.0 0.28 0.30 0.05 3 2 1 0 e2/b = 0.16 0.14 0.175 0.26 0.20 0.40 a b 0.20 0.04 0.38 0.32 0.02 3 2 1 0 0.10 0.34 0.375 e2/b = 0.02 0.36 0.275 0.22 0.Kampanya Process Industry Practices Page 17 of 40 .12 0.34 0.14 0.30 0.22 0.26 0.40 0.00 0.25 0.32 0.10 0.06 0.40 0.35 0.04 0.Soil Pressure for Biaxially Loaded Footings 12 11 10 9 8 7 6 0.30 0.18 0.18 0.20 0.15 0.24 0.00 12 11 10 9 8 7 6 5 4 K coefficient Reprinted by N.28 0.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide Figure C .10 0.12 0.225 0.08 0.16 SBmax = K (P/ab) Location of SBmax e2 e1 Load P 5 4 0. #8 each face # 4 @ 10 inches each way # 6 @ 10 inches each way SECTION "A .Heat Exchanger Foundation 11 ft -0 inches 8 ft -0 inches 1ft -4 inches 1ft -4 inches 1ft -4 inches 5 ft -6 inches 3 ft -6 inches PIERS C A (Sliding end) A (Fixed end) 2 . Grade 36 anchor bolts per pier P = 4 inches (fixed end w/1 nut) P = 5 1/4 inches (sliding end w/2 nuts) PIER PIER PLAN Dimensions typical both piers Steel slide plate 3 ft -1 inch by 11 inches by 3/8 inch Top of grout elevation (fixed end) Top of steel slide plate (sliding end) c 1 ft -6 inches 6 ft -6 inches # 4 ties @ 11 inches Grade 5 .Kampanya Page 18 of 40 c Process Industry Practices .1 1/4 inch diameter ASTM F1554.A" Reprinted by N.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 Example 1 . 0 kips 60% at Channel/Sliding End 40. empty and operating dead loads).5 ft) = (3.1) = 67. Grade 36 (galvanized) per pier Bolt spacing = 2 ft .9 kips 37. Increase exchanger weight by 10% of the larger exchanger to account for these attached items (refer to this Practice.5 ft)/2 + (1.25 ft) = 6. continued) DESIGN DATA Exchanger Data: 23 ft -6 inches Empty weight = 32 kips each Operating weight = 44 kips each Bundle weight = 19 kips each Channel weight = 3.000 psi Reinforcing: fy = 60.2 kips Operating dead load (Do) = 44 kips + (44 kips)(1.24 ft-k Empty MTe (shell end) = (32 kips)(0.8 inch c/c Saddle: 3 ft . Section 4.5 kips each Basic diameter = 42 inches. design temperature = 550°F Exchanger material: carbon steel Bolts: 2 .1)(0.6 channel end)(3. 40% at Shell/Fixed End Empty dead load (De) = 32 kips + (32 kips)(1. 40% at shell end Design Criteria: 5 ft -6 inches Shell end Channel end 2 ft -9 inches 8 ft -0 inches 42 inches Diameter Slide plate 4 ft -0 inches 11ft -0 inches ELEVATION Concrete: f'c = 4.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide (Example 1.5 ft) = 3.25 ft Empty MTe (channel end) = (32 kips)(0.5 ft Max. vertical loads.0 inch by 9 inches Load distribution: 60% at channel end.Kampanya Process Industry Practices Page 19 of 40 .2.1)(0.4 shell end)(3.25 ft) = 4.5 ksf (at 4-ft depth) Wind load: ASCE/SEI 7-05 Earthquake load: ASCE/SEI 7-05 DETERMINE LOADS Empty and Operating Loads Exchanger weight supplied by outside manufacturers does not include the weight of attached pipes and insulation. or 3.000 psi Soil unit weight: γ = 100 pcf Allowable net soil bearing: SBnet = 5.1) = 92.16 ft-k Reprinted by N.3 kips 55.1-1/4-inch diameter ASTM F1554.4 kips 26.4 kips Transverse Moment from Pipe Eccentricity Eccentricity = (basic diameter)/2 + (1. 1.58 ft-k Operating MTo (shell end) = (44 kips)(0. • Use VBp = 19.175 W Bundle Pull VBp = 1.16 kips Operating (Per Exchanger) 5.80 kips Operating (Per Exchanger) 7. μ = 0.0 (19 k) = 19.72 ft-k Wind Loads Wind load calculations are beyond the scope of this Practice.250 W For calculations based on allowable stress design (service loads). use the bundle weight.10 kips Pier 0.42 kips 8. Note that the following are strength design loads: Empty (Per Exchanger) Transverse Longitudinal 5. Exchanger wind load is applied at the center of each exchanger. Section 4.1)(0. the strength design loads shown in the preceding table should be converted to service loads by multiplying by 0.) Note that a reduction in the empty load of the exchanger owing to the removal of the exchanger head (channel) to pull the bundle is not included in this foundation calculation because the reduction in the empty load is not considered to have a significant effect on the design. Compute sliding force (assume that a steel slide plate is used): Coefficient of friction.8).25 ft) = 8.108 W 0. Empty (Per Exchanger) Transverse Longitudinal 3. in accordance with PIP STC01015.79 kips 6. Therefore.25 ft) = 5.28 kips (per exchanger) Longitudinal wind: Hw = 0.4 shell end)(3.45 kips 12.0 kips The minimum is the lesser of 2 kips or exchanger weight (PIP STC01015.47 kips Pier 0. Table 5.154 W 0. Exchanger earthquake loads are applied at the center of each exchanger. Thermal Force 1.Kampanya Page 20 of 40 Process Industry Practices .40 Operating load. Transverse wind: Hw = 1.3) Reprinted by N.0 (bundle weight) = 1.25 kips (per exchanger) Transverse or longitudinal wind on each pier: Hw = 0.7.6 channel end)(3.22 kips 8.6.1)(0. (this Practice.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 Operating MTo (channel end) = (44 kips)(0. Section 4.0 kips (applied at centerline of top exchanger.039 ksf Earthquake Loads Earthquake load calculations are beyond the scope of this Practice. Load Combination 3) Pn = φ 0. say 11 inches Length = (saddle length) + 1 inch = (36 inches) + (1 inch) = 3 ft .1 kips (downward load caused by overturning) Pu = 1.1 inch) + (4 inches) OK Pier Size Reprinted by N.4 kips at channel end) = 22. Section 10. Compute force required to deflect pier: Assume pier is 42 inches long by 16 inches wide by 78 inches high. Equation 1) (ACI 318-05. Table 6.1) Thermal expansion coefficient for carbon steel at 550°F: ε = 0.1 inch by 11 inches by 3/8 inches.17) • Use a steel slide plate that is 3 ft . Ec = 57.0 (12.1 inch Check bearing stress (operating and longitudinal earthquake): PEo = (12.2 kips 2.605 ksi (this Practice.6 kips (PIP STC01015. Table 1) Thermal growth between saddles.000 psi = 3. Δ = (ε)(L) = (0. DESIGN ELEMENTS Size Steel Slide Plate Width = (saddle width) + 2(Δ) + 1 inch = (9 inches) + 2 (0.Kampanya Process Industry Practices Page 21 of 40 .40)(55.2 (Po) + 1. use steel slide plate.85)(4 ksi)(11 inches)(37 inches) = 899 kips > Pu (ACI 318-05.5.6 inches ← controls (steel slide plate length) + (4 inches) = (3 ft . Pier length (c/c bolts) + (2)(5-inch minimum anchor bolt edge distance) = (2 ft . Equation 2) • Because Ff < T and because a lower friction factor will not help the distribution of earthquake and bundle pull loads. Moment of inertia.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide Ff = μ (Po) = (0. Section 8.85 f'c A1 = (0.000 f' c = 57.8 kips (this Practice.0 (PEo) = 1.000 4.65)(0.452 inches) + (1 inch) = 10.8 inches) + 2 (5 inches) = 3 ft .1 kips) = 78.10 kips)(2. I = b(h)3 / 12 = (42 inches)(16 inches)3 / 12 = 14.605 ksi)(14.0411 inch/ft (this Practice.452 inch)(3.336 inches4 Modulus of elasticity.336 inches4) / 2 (78 inches)3 = 73.4 kips) + 1.2 (55.90 inches.75 ft + 8.452 inches T = 3 Δ E I / 2 H3 = 3 (0.25 ft) / (11 ft between piers) = 12.0411 inch/ft)(11 ft) = 0. VuBp = 1.(22.15 kcf)(1.40 (13. VuFX = 1.3.08 kips Shear and moment at bottom of pier. Paragraph 4. PuBp = (30.8ft-k Empty and bundle pull at fixed end: Bundle pull force.) Anchor Bolt Design Pier Design Reprinted by N.25)(4.Kampanya Page 22 of 40 Process Industry Practices . Grade 36 anchor bolts per pier. Operating and longitudinal earthquake at fixed end: Apply 70% of exchanger earthquake loads at fixed end Horizontal load at fixed end.14 kips = 18.54 kips Use load combinations and strength design load factors from PIP STC01015.0 ft .5 ft = 6.2.08 kips MuFX = (16.3 kips) .4 kips (PIP STC01015.10 kips)(2 exchangers) + (0.5 ft thick): Pier height = 8. Load Combination 10). PuSL = (0.5 kips Horizontal load at sliding end. ASTM F1554.3.8 inches (based on assumed pier height) (2)(5-inch minimum anchor bolt edge distance) = 2 (5 inches) = 10 inches (steel slide plate width) + (4 inches) = (11 inches) + (4 inches) = 15 inches ← controls.5 ft) = 4. Refer to PIP STE05121 for procedures.94 kips)(6.7)(12.10)(78 inches) = 7. Table 6.5 ft/2) = 113.5 inches Pier width 10 inches 10% of pier height = (0.54 kips)] = 16.5 kips) = 5.0 [(0.9)(40.4 inches by 3 ft .PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 = 3 ft . Table 6.94 kips + 1. Table 6. At base of pier (assume footing to be 1.40 kips < 1/2 bundle pull force (VuBp) (PIP STC01015. but use 16 inches for forming in 2-inch increments • Use a pier size of 1 ft .8 kips) = 13.33 ft)(3.9D for load factor. Anchor bolt design is beyond the scope of this Practice.94 kips + 1.1.6(19. PIP STC01015.5 ft Pier weight = (0.0 kips) = 30.6 inches.14 kips)(6. Load Combination 9 or 10) Vertical load at top of pier due to bundle pull on top exchanger.8 kips Net vertical load on sliding pier pushing top bundle in (use 0.5 ft) / (11 ft between piers) = 22.14 kips = 18. VuFX = 16. Table 6.75 ft + 5.5 ft)(6. Load Combination 3) (this Practice. • Use two 1-1/4-inch diameter. VuSL = μ (PuSL) = 0.5 ft) + (1.4 kips)(2. VuFX = (VuBp) .5: Av = 0. Section 11.0 kips MuFX = (25.5 ft) = 162.75)(2) 4.0 ft-k ← controls Check diagonal tension shear: d = (16-inch pier) – (2-inch clear) – (0.20 in )(2)(60.2 kips) = 31.5-inch ties) – (say 1. Design for moment: F = b d2 / 12.592 Ku = Mu / F = (202.8 kips > Vu = 31.5)(51.0 inches)2 / 12.0 inches φ Vc = φ 2 f' c bw d (ACI 318-05.440 psi.7.3.75 = 12. however.08 kips 0.08 kips ← controls MuFX = (31.08 kips Shear and moment at bottom of pier. spacing requirement should be checked for #4 ties to meet minimum shear reinforcement requirements of ACI 318-05.68 inches2 The following equation is provided for illustration only.5ft) = 202.4 kips) .5 φ Vc = (0.000 psi (42 inches)(13.0 kips Shear and moment at bottom of pier.75) 4.0-inch bar) / 2 = 13.0 inches) = 3.00674)(42 inches)(13.5.3 of this Practice is #4 ties at 12-inch spacing.08 kips Minimum tie requirements from Section 4.5 φ Vc. it should not control unless f 'c > 4.000 psi) / (0.00674 As = ρ b d = (0.592) = 341.8 kips) = 25.(VuSL) = (30.4(22.08 kips Horizontal load at fixed end.75 f' c bw s / fy but not less than 50 bw s / fy f' c bw = (0.2 → ρ = 0.0 kips)(6.000 = 0.000 = 51.000 psi (42 inches) 2 sreq’d = Av fy / 0.9 kips < Vu = 31.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide Horizontal load at fixed end.000 = (42 inches)(13.40 kips) = 25.0 inches but not more than Av fy / 50 bw = (0.4 inches ← controls • Use #4 ties at 11-inch spacing.(5.0 inches) / 1.000 psi) / (50)(42 inches) = 11.5 ft-k Operating and thermal at fixed end: Thermal force.08 kips)(6.Kampanya Process Industry Practices Page 23 of 40 .0 ft-k) / (0. Reprinted by N. VuFX = VuThermal = 31. Equation 11-3) OK = (0.20 in2)(2)(60. VuFX = 31. VuThermal = 1. because Vu > 0. VuFX = 25. 0)(1.84 k) = 24.4 for (Po + pier weight) at bottom of pier: Avf = [Vu/(μφ) .07 .000 psi) / 4. Equation 3) As (total on each face) = As (moment) + Avf/2 = 3.90 k) + (9.02)(1.68 + 0.7 inches Minimum thickness = (12.28 kips Soil-bearing and stability ratio checks: Use load combinations for allowable stress design (service loads) from PIP STC01015.95 in2) = 12.0)(1.90 kips Soil = (0. Section 10.000 psi) = 1. Section 12.0 k + 4.5 ft) = 9. Section 12.2 inches • • Use 18-inch footing thickness.5) (this Practice.0 inch) = 28.75-inch rebar) + (3 inches clear) = 17.02Ψeλfy / f ' c )(db)(0.5 40 f'c (c + K tr / db ) 40 4.15 kcf)(3.6)(0.3 (ld) = 1.0)(60.5) db = (28.58.84 kips Total = (4.000 psi ( 2.95 inches2).5) = [(0.15.54 k)] / 60 ksi = [69.0 ft deep)(0.5 inches) = 37.18 inches2 • Use five #8 bars each face (As provided = 3.000 psi (42 inches)(13.50 ft)(1.5 ft thick.3) ld = (28.1) (this Practice.5 ft)(1.0)(1.9 ksf gross Try an 8-ft by 5.000 psi) = 1.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 As min = 3 f ' c bw d / fy = 3 4.5 ksf net) + (4.3 (28.16] / 60 = 0.000 psi ](1 inch)(0.33 ft)] (4 ft .0) = 28.1) (ACI 318-05.08 k)/(0.5)(1.000 psi)(1.10 kcf soil) = 5.(3.Kampanya Page 24 of 40 Process Industry Practices .50 ft)(1.1 inches • • Footing Size (ACI 318-05. Determine #8 splice length: ld / db = 3 f y (Ψt)(Ψe)(Ψs)(λ ) = 3(60.7)(3. SBallow = (5.15 kcf)(8 ft)(5.77 in2/3. Determine minimum footing thickness to develop standard hook for #8 pier reinforcing: ldh = (0.54 k) + (9.0 inches) / (60.54 kips Footing = (0.1.0)(1. Section 4.3.1.73 inches2 (ACI 318-05.5-ft footing.6 inches < 8 ft -0 inch for #8 bar.5 ft) .1) Do not use a splice because the pier height is 6 ft . Equation 10-3) As min = 200 bw d / fy = 200 (42 inches)(13. 1.33 ft)(8 ft . Weights: Pier = (0.7.18/2 = 3. Table 5 Reprinted by N.5 ft) = 9.5.10 kcf) [(8 ft)(5.82 inches2 Find total As requirement including shear friction.2.77 inches2 ← controls (ACI 318-05.5 inches Class B splice = 1.5 ft) = 4.7)(Asrequired/Asprovided) (ACI 318-05. Section 12.7 inches) + (2 layers)(0.4)(37.Pupier] / fy = [(31.0 inches) / (60.75) . Avf at fixed end with LF = 1.(1. 47 k) = 88.0 ft) + (0.279 Read Figure C.Kampanya Process Industry Practices Page 25 of 40 . e1 = ML / Pmax = (177.5 ft/2 + 1.15 kips (PIP STC01015.9 (Ps + Po) .47 kips applied at the center of each exchanger Vertical load at top of piers from longitudinal operating earthquake load on exchangers (owing to overturning moment). Load Combination 3) Pmin = 0.9 ksf Check operating and longitudinal earthquake and eccentric (channel/sliding end): Longitudinal operating earthquake load on exchangers.4 k) + (8.6 ft-kips MTo (from pipe eccentricity) = 8. e1 = ML / Pmax = (44.28 k) + (55.58 ft-k) / (88.68 k) = 2.5 ft) = 0.24 kips (PIP STC01015.68 kips (PIP STC01015.43 ft-k) / (88. ML = (0.23 ft) / (8 ft) = 0.175)(4.6 ft-k) / (79.75 ft + 8.68 k)/(8 ft)(5.54 k pier wt)(6. Pmax = Ps + Po = (24.15 k) = 0.79 ksf < SBallow = 5. VThermal = 22.4 k) = 79.47 kips)(2.47 kips Axial loads at bottom of footing.504 ft e2 = MTo / Pmax = (8.47 k) = 63.097 ft Reprinted by N.5 ft)] = 5.7 PEo = (24.(8.58 ft-k) / (79. Table 5.7 PEo = (0. Table 5. 0.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide Check operating and thermal and eccentric (channel/sliding end): Thermal force at top of pier.7 PEo = (8. this Practice: K = 3.58 ft-kips Soil-bearing check using maximum axial load.47 k)(2 exchangers)(8.7 VLEo = 8. Table 5.5 ft) = 44.4 k) . Load Combination 1) Moments at bottom of footing.43 ft-kips MTo (from pipe eccentricity) = 8. ML = (22.020 SBmax = K (Pmax/ab) = (3.108 ft) / (5.25 ft) / (11.20 OK e2 / b = (0.28 k + 55.2 kips Maximum axial load at bottom of footing. Load Combination 5a) Moments at bottom of footing.20)[(79.23 ft e2 = MTo / Pmax = (8. Pmax = Ps + Po + 0.58 ft-kips Check soil bearing using maximum axial load.68 k) = 0. 0.108 ft e1 / a = (2.2 k)(8 ft) = 177.0 ft) = ±8.9)(24.15 k) = 0.0.28 k) + (55.3 at sliding end)(8. 31 ft-k) = 3.75 k)/(8 ft)(5. Table 5.5 ft/2 + 1.7 PEo = (24.68 kips (PIP STC01015.9 (Ps + Po) .41 ksf < SBallow = 5. e1 = ML / Pmax = (98.0 k) + (8.0.Kampanya Page 26 of 40 Process Industry Practices .28 k + 55.063 Read Figure C. Table 5.5 ft-k RML (resisting moment) = 0.7 at fixed end)(8. this Practice: K = 1. OTML (overturning moment) = [ML + (0.9)(24.25 ft) / (11.176 Read Figure C. Pmax = Ps + Po + 0.6 ft-k Reprinted by N.082 ft e1 / a = (1.018 OK SBmax = K (Pmax/ab) = (1. Load Combination 5a) Moments at bottom of footing.5 ft) = 0.75 kips (PIP STC01015.9 ksf Stability ratio check using minimum axial load.9)(24.47 k) = 69.504 ft) / (8 ft) = 0. OTML (overturning moment) = [ML + (0.47 k) = 46.47 k)(2 exchangers)(8. ML = (0.50 e2 / b = (0.28 k + 37.5 ft)] = 3.175)(4.47 kips)(2.41 ft e2 = MTo / Pmax = (5.7 PEo = (0.7PEo)(a/2)] = [(98.8 ft-k Stability ratio = RML / OTML = (286.4 k)(8 ft)/2 = 286.7 VLEo = 8. Load Combination 3) Pmin = 0.64 ft-k) + (8.097 ft) / (5.43 ft-k) + (8.31 ft-k RML (resisting moment) = 0.9(Ps + Po)(a/2) = (0.(8.5 ft)] = 3.47 kips Axial loads at bottom of footing. 0.75 k) = 1.41 ft) / (8 ft) = 0.015 SBmax = K (Pmax/ab) = (2.15 k)/(8 ft)(5.9(Ps + Po)(a/2) = (0.47 kips applied at the center of each exchanger Vertical load at top of piers from longitudinal operating earthquake load on exchangers (owing to overturning moment).0 Check operating and longitudinal earthquake and eccentric (shell/fixed end): Longitudinal operating earthquake load on exchangers.72 ft-k) / (69.0 k)(8 ft)/2 = 220.64 ft-kips MTo (from pipe eccentricity) = 5.0 k) .15 OK e2 / b = (0.47 k)(8 ft)/2] = 132.75 ft + 8.9)(24.0 ft) = ±8. this Practice: K = 2.9 ksf Stability ratio check using minimum axial load.28 k) + (37.72 ft-kips Soil-bearing check using maximum axial load.15)[(69.00 ksf < SBallow = 5.47 k)(8 ft)/2] = 78.28 k + 37.5 ft) = 98.50)[(88.75 k) = 0.0 ft) + (0. 0.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 e1 / a = (0.8 ft-k) / (78.66 > 1.082 ft) / (5.54 k pier wt)(6.7PEo)(a/2)] = [(44.5 ft) = 0.64 ft-k) / (69.7 PEo = (8. 16 k) = 51. OTML (overturning moment) = [ML + (0.0 Check empty and longitudinal earthquake and eccentric (channel/sliding end) loads: Longitudinal empty earthquake load on exchangers.16 kips Minimum axial load at bottom of footing.54 k pier wt)(6. Pmin = 0.Kampanya Process Industry Practices Page 27 of 40 .28 k + 40.77 ft-kips Stability ratio check using minimum axial load.3 k)(8 ft)/2 = 232.(6.0 Check empty and longitudinal earthquake and eccentric (shell/fixed end): Longitudinal operating earthquake load on exchangers.98 ft-k RML (resisting moment) = 0.5 ft/2 + 1.25 ft) / (11.16 k)(2 exchangers)(8.9 k) .7 PEe = (0.90 kips (PIP STC01015.0 ft) = ±6. Pmin = 0.5 ft/2 + 1.6 ft-k) / (132.28 k + 40.98 ft-k) = 4.0 ft) + (0.0.7 PEe = (0.7 VLEe = 6.7 at fixed end)(6.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide Stability ratio = RML / OTML = (220.7 VLEe = 6.0 ft) + (0.5 ft-k Stability ratio = RML / OTML = (232. Table 5.25 ft) / (11.96 kips (PIP STC01015.34 ft-k) + (6.16 k)(2 exchangers)(8.75 ft + 8.16 kips)(2.16 kips)(2.16 kips applied at the center of each exchanger Vertical load at top of piers from longitudinal empty earthquake load on exchangers (owing to overturning moment).34 ft-kips Stability ratio check using minimum axial load.16 kips applied at the center of each exchanger OK Vertical load at top of piers from longitudinal empty earthquake load on exchangers (owing to overturning moment).9)(24.(6.0 ft) = ±6.54 k pier wt)(6.9(Ps + Pe)(a/2) = (0. 0.0.5 ft-k) / (57.01 > 1.28 k + 26.16 k) = 39.75 ft + 8.16 k)(8 ft)/2] = 57. ML = (0. OTML (overturning moment) = [ML + (0. 0.175)(4.16 kips Minimum axial load at bottom of footing.7PEe)(a/2)] = [(72.16 k)(8 ft)/2] Reprinted by N.9 (Ps + Pe) .5 ft-k) = 1.7 PEe = (6.5 ft) = 33.9)(24.9)(24.5 ft) = 72.66 > 1. Table 5.7PEe)(a/2)] = [(33.77 ft-k) + (6. Load Combination 5b) Longitudinal moment at bottom of footing. ML = (0. 0.175)(4. Load Combination 5b) Longitudinal moment at bottom of footing.3 k) .3 at sliding end)(6. 0.7 PEe = (6.9 (Ps + Pe) . 7 VTEo = 5. Load Combination 3) Pmin = 0. 0.1.20 ft > b/6 = (5.5 ft)/6 = 0.43 ft-kips OK OK (this Practice.9 ksf gross Stability ratio check using minimum axial load. Table 5.4 k) = 71.0 Check operating and transverse earthquake and eccentric (channel/sliding end): Transverse operating earthquake load on exchangers. Table 5.9)(24.7 VTEo = 5.71 kips (PIP STC01015.47 ft-kips Soil-bearing check using maximum axial load.22 kips) [(2.71 kips)(5.75 ft + 8.54 k pier wt)(6.22 kips) [(2. Table 5. Load Combination 5a) Transverse moment at bottom of footing.2 ft-k / 95.75 ft + 8.28 k + 55.2 ft-k Stability ratio = RMT / OTMT = 197.75 ft + 8.0 Check operating and transverse earthquake and eccentric (shell/fixed end): Transverse operating earthquake load on exchangers.0 ft) + (5.4 shell end) + (0. Load Combination 3) Pmin = 0.28 k) + (37.0 ft)] (0.0 ft)] (0. MT = (5.5 ft) + (8. Pmax = Ps + Po = (24.5 ft / 2) = 197.5 ft + 2. Table 5.6 channel end) + (0.15 kips (PIP STC01015.47 ft-k) / (79.41 ft-k) = 1.9)(24. Pmax = Ps + Po = (24.22 kips applied at the center of each exchanger Axial loads at bottom of footing.0 ft) + (5. 0.68 k) / [3 (8 ft) (5.20 ft)] = 4.54 k pier wt)(6.9 k)(8 ft)/2 = 184.2 ft-k) / (97.9)(24.e)] = 2 (79.5 ft) + (5.108)(4. MT = (5.108)(4.92 SBmax = 2 Pmax / [3 a (b/2 .28 kips (PIP STC01015. RMT = (Pmin) (b/2) = (71.22 kips applied at the center of each exchanger Axial loads at bottom of footing.68 k) = 1.28 k + 37.4 k) = 79.89 > 1.47 ft-k = 2.28 k + 26. Load Combination 5a) Transverse moment at bottom of footing.72 ft-k pipe eccentricity) = 64.5 ft /2 .75 ft + 8.0 k) = 55.28 k) + (55.9 (Ps + Po) = (0.2 ft-k Stability ratio = RML / OTML = (184. Equation 5) Reprinted by N.58 ft-k pipe eccentricity) = 95.5 ft/2 + 1.5 ft + 2.5 ft/2 + 1.0 k) = 61.9 (Ps + Po) = (0.41 ft-k RML (resisting moment) = 0. e = MT / Pmax = (95.68 kips (PIP STC01015.07 > 1.9(Ps + Pe)(a/2) = (0.28 ksf < SBallow = 5.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 = 97.Kampanya Page 28 of 40 Process Industry Practices . 28 k + 40.0 ft)] (0.9 ksf gross Stability ratio check using minimum axial load.24 ft-k pipe eccentricity) = 69.79 kips) [(2.28 > 1.28 k + 26.5 ft / 2) = 126.5 ft) + (4. Pmin = 0. RMT = (Pmin) (b/2) = (55. Pmin = 0.12 kips)(5. Equation 5) Reprinted by N.92 SBmax = 2 Pmax / [3 a (b/2 .5 ft/2 + 1.79 kips applied at the center of each exchanger Minimum axial load at bottom of footing.6 channel end) + (0. RMT = (Pmin) (b/2) = (46.35 > 1.7 ft-k Stability ratio = RMT / OTMT = 151.97 ft-k = 2.9 k) = 46.7 VTEe = 3. 0.5 ft) + (6.00 ksf < SBallow = 5.79 kips) [(2.5 ft / 2) = 159.5 ft)/6 = 0.4 shell end) + (0.8 ft-k Stability ratio = RMT / OTMT = 159.5 ft + 2.e)] = 2 (61.67 > 1.54 k pier wt)(6.75 ft + 8. Load Combination 5b) Transverse moment at bottom of footing.42 ft-kips Stability ratio check using minimum axial load.28 k) / [3 (8 ft) (5.75 ft + 8.5 ft + 2.06 kips)(5.0 ft) + (5. MT = (3. Table 5.9 (Ps + Pe) = (0.54 k pier wt)(6.0 OK OK OK OK (this Practice.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide Soil-bearing check using maximum axial load.75 ft + 8. 0.79 kips applied at the center of each exchanger Minimum axial load at bottom of footing.9 (Ps + Pe) = (0.7 ft-k / 47.7 ft-k / 64.5 ft/2 + 1. Table 5.43 ft-k) / (61.9)(24. Load Combination 5b) Transverse moment at bottom of footing.42 ft-k = 2.0 Check empty and transverse earthquake and eccentric (shell/fixed end): Transverse empty earthquake load on exchangers.7 ft-k Stability ratio = RMT / OTMT = 126.108)(4.15 kips)(5.9)(24. e = MT / Pmax = (64.06 kips (PIP STC01015.0 ft)] (0. RMT = (Pmin) (b/2) = (58.Kampanya Process Industry Practices Page 29 of 40 .43 ft-k = 2.0 Check empty and transverse earthquake and eccentric (channel/sliding end): Transverse empty earthquake load on exchangers.3 k) = 58.108)(4.12 kips (PIP STC01015.5 ft /2 .8 ft-k / 69.0 ft) + (5.05 ft > b/6 = (5.5 ft / 2) = 151.28 k) = 1. MT = (3.97 ft-kips Stability ratio check using minimum axial load.7 VTEe = 3.75 ft + 8.05 ft)] = 3.16 ft-k pipe eccentricity) = 47.1. 015 SBmax = K (Pmax/ab) = (1.65 k) = 36.0 kips/2 piers = 9.28 k) + (54.5 ft) / (11 ft) = 14.25 kips Vertical load on sliding end at top of pier.0 kips/2 piers = 9.5 kips)(8.08 ft e1 / a = (0.0 kips)(2. this Practice: K = 1.08 ft) / (5.25 kips) = 12.24 ft-kips Soil-bearing check using maximum axial load.4)(54.96 ft) / (8 ft) = 0.55 kips) = 21. Table 5.83 kips (PIP STC01015. because the two pedestals and footings are equal in size and thus even in stiffness.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 Check empty and bundle pull and eccentric (channel/sliding end.0 ft) = (9.9 kips) .(14.5 ft) / (11 ft) = 14.55 k) = 78.5 ft) = 0.PBp = (26.55 kips Horizontal load at sliding end.24 ft-kips) / (78. VSL = μ (PSL) = (0. pulling top bundle out): Vertical load from bundle pull on top exchanger. PFX = Pe . PBp = (19.75 ft + 5.80 OK e2 / b = (0. e1 = ML / Pmax = (76.0 ft-kips) / (78.93 kips (PIP STC01015.3 kips) + (14. Load Combination 8) Moments at bottom of footing. pulling top bundle out): Vertical load from bundle pull on top exchanger. Load Combination 8) Moments at bottom of footing.9 ksf Check empty and bundle pull and eccentric (shell/fixed end. Pmin = Ps + PFX = (24.5 kips Maximum axial load at bottom of footing.0 kips)(2. the actual horizontal load will be the same on both pedestals. VSL = VFX = 19.80) [(78.5 ft)] = 3.83 kips) = 0.Kampanya Page 30 of 40 Process Industry Practices . Table 5.83 kips) = 0. Therefore. ML = (VSL)(8.83 k) / (8 ft)(5. Reprinted by N.82 kips Note that the horizontal load on the sliding end computed on the basis of friction is greater than half of the total bundle pull (19.96 ft e2 = MTe / Pmax = (6.120 Read Figure C.0 ft) = 76.23 ksf < SBallow = 5.75 ft + 5.25 kips) = 54. PSL = Pe + PBp = (40.5 kips Minimum axial load at bottom of footing. PBp = (19.25 kips Vertical load on fixed end at top of pier.65 kips Horizontal load at fixed end.28 k) + (12.0 ft-kips MTe (from pipe eccentricity) = 6. VFX = VSL = 19. Pmax = Ps + PSL = (24.0 kips). 94 > 1.(2. Table 6.eu1) = (2)(111.5 ft)[(8 ft)/2 .4 (22.4 (VThermal) = 1.0 ft-kips MTe (from pipe eccentricity) = 4. d = (18-inch footing) . Load Combination 1.75-inch rebar) = 13.0 ft) = 76.33 ft eu2 = MuTo / Pu = (12.eu1) = 3 [(8 ft)/2 .28 k + 55.23 ft)] = 5.3.5-ft by 1.4 (24.64 ksf)(5.6 k) / (3)(5. Table 6.108 ft Because transverse eccentricity is very small. Operating and thermal and eccentric (channel/sliding end): Load factors are from PIP STC01015. Bearing length (longitudinal direction) = 3 (a/2 .01 ft-k) / (111.6 kips Moments at bottom of footing.23 ft)] = 7.23 ft > a/6 = (8 ft)/6 = 1.33 ft) / (5. SBumax = 2 (Pu) / (3b)(a/2 .31 ft .08 kips Axial load at bottom of footing.87 inch = 1. it can be ignored in calculations of factored soil bearing for design of footing reinforcing.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide ML = (VFX)(8. Pu = 1.(3 inch clear) .85 ksf Factored soil bearing at distance “d” from face of pier (for checking shear). eu1 = MuL / Pu = (248.64 ksf Calculate bearing length according to Equation 6. MuL = (VuThermal)(8 ft) = (31.16 ft) / (5.5 kips)(8.93 kips)(8. Use load combinations and strength design load factors from PIP STC01015. Thermal force at top of pier.Kampanya Process Industry Practices Page 31 of 40 .6 ft-k) / (111.16 ft-kips Stability ratio check using minimum axial load.3.4 (Ps + Po) = 1. SBuface of pier = (7.6 k) = 0.31 ft) = 2.31 ft) = 4.01 ft-kips Maximum factored soil bearing.64 ksf)(5. this Practice.52 ksf OK Footing Design Reprinted by N.6 k) = 2.50-ft footing.33 ft + 1.31 ft .2 k) = 31.4 (MTo) = 12. VuThermal = 1.31 ft Factored soil bearing at face of pier (for checking moment).4 k) = 111.1. RML = Pmin (a/2) = (36.5 (0.08 k)(8 ft) = 248.5 • Use 8-ft by 5.16 ft SBud from face of pier = (7.0 ft-k = 1.6 ft-kips MuTo (from pipe eccentricity) = 1.0 ft) = (9.0 ft / 2) = 148 ft-k Stability ratio = RML / OTML = 148 ft-k / 76.(2. 16 ft 7.10 k) = 85.52 ksf 2.91 ft-k) / (85.91 ft-kips MuTo (from pipe eccentricity) = 1. Reprinted by N.64 ksf 4.25 ft) / (11.080 ft Because transverse eccentricity is very small.0 ft) = ±12.86 ft-kips Maximum factored soil bearing. Longitudinal operating earthquake load on exchangers.2 (24. Table 6.00 ft Operating and longitudinal earthquake and eccentric (shell/fixed end): Load factors are from PIP STC01015.10 kips Maximum axial load at bottom of footing.2 (MTo) = 1.54 k pier wt)(6.0 (PEo) = 1. VLEo = 12.65 ft > a/6 = (8 ft)/6 = 1.64 kips Moments at bottom of footing.10 kips)(2. PEo = (12.72 ft-kips) = 6.85 ksf 5.7 at fixed end)(12.5 ft/2 + 1. MuL = (0.Kampanya Page 32 of 40 Process Industry Practices . it can be ignored in calculations of factored soil bearing for design of footing reinforcing.28 k + 37.64 k) = 1.75 ft + 8. Load Combination 3.31 ft 8.33 ft 1.0 ft) + (0.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 3.2 (Ps + Po) + 1.5 ft) = 140.250)(4.2 (5.86 ft-k) / (85. Pu = 1.0 k) + 1.64 k) = 0. eu1 = MuL / Pu = (140.10 k)(2 exchangers)(8.33 ft eu2 = MuTo / Pu = (6.10 kips applied at the center of each exchanger Vertical load at top of piers from longitudinal operating earthquake load on exchangers (owing to overturning moment).0 (12. 65 ft)] = 4.3. PBp = (19.3.49 ft-kips Maximum and minimum factored soil bearing.42 ksf 3.(1.3 kips) = 1.(1. d = (18-inch footing) .75 ft + 5.05 ft 8.2 kips)(8.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide SBumax = 2 (Pu) / (3b)(a/2 . VuSL = VuFX = 1.5 ft) / (11 ft) = 14.6 (PBp) = 1.eu1) = (2)(85. MuL = (VuSL)(8.75-inch rebar) = 13.42 ksf)(7.(3 inch clear) .6 ft-kips) / (100.16 ft 4.33 ft 1.33 ft Reprinted by N.0 ft) = (15.05 ft) = 2.Kampanya Process Industry Practices Page 33 of 40 .3 k) + 1.25 kips Horizontal load at sliding end.0 kips/2 piers) = 15. Table 6.2 kips Maximum axial load at bottom of footing. eu1 = MuL / Pu = (121.28 k + 40.3 kips Moments at bottom of footing.05 ft Factored soil bearing at face of pier (for checking moment).1.42 ksf)(7.64 k) / (3)(5. SBuface of pier = (4.25 k) = 100.0 kips)(2.0 ft) = 121.6 (14.2 (MTe) = 1. pulling top bundle out): Load factors are from PIP STC01015.6 (19.2 (24. this Practice.5 (0.05 ft .87 inch = 1. Pu = 1.16 ft SBud from face of pier = (4.21 ft ≤ a/6 = (8 ft)/6 = 1.33 ft) / (7.06 ksf 2. Bearing length (longitudinal direction) = 3 (a/2 – eu1) = 3 [(8 ft)/2 .33 ft + 1.05 ft) = 3.65 ft)] = 7.6 ft-kips MuTe (from pipe eccentricity) = 1.2 (6. Load Combination 9 Vertical load from bundle pull on top exchanger.05 ft .33 ksf 7.24 ft-kips) = 7.00 ft Empty and bundle pull and eccentric (channel/sliding end.16 ft) / (7.42 ksf Calculate bearing length according to Equation 6.2 (Ps + Pe) + 1.33 ksf Factored soil bearing at distance “d” from face of pier (for checking shear).5 ft)[(8 ft)/2 .06 ksf 3. 0. it can be ignored in calculations of factored soil bearing for design of footing reinforcing. d = (18-inch footing) .23 ksf 3.16 ft) + (7.63 ksf) + (4.4.64 ksf .4) [(0. Factored soil and concrete weight.(3-inch clear) .33 ft)2(1/3) Reprinted by N.85 ksf .(6)(1. SBu = (Pu/A)[1 ± (6)(eu1/a)] SBumax = [(100.1.15 kcf)(1.3 kips) = 0.33 ft)2(1/2) + (7.35 ksf 3. wu = (1. SBuface of pier = (0.3 k) / (8 ft)(5.49 ft-kips) / (100.0.5-ft soil)] = 0.16 ft SBud from face of pier = (2.5 (0.16 ft)/2 = 8.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 eu2 = MuTe / Pu = (7.39 kips = 11.16 ft 4.21 ft)/(8 ft)] = 0.63 ksf 0.67 ksf)(3.87 inch = 1.35 ksf .3 k) / (8 ft)(5.35 kips + 3.67 ksf Factored shear at a distance “d” from face of pier.21 ksf 8.52 ksf .5 ft)] [1 + (6)(1.33 ft)/(8 ft) = 2.075 ft Because transverse eccentricity is very small.0.1.85 ksf)(3.21 ft)/(8 ft)] = 4. Vu = (4.10 kcf)(2.23 ksf 2.74 kips (per ft width) Factored moment at face of pier.21 ksf) + (4.33 ft 1.67 ksf)(3.5-ft footing) + (0.33 ft . Mu = (2.33 ft .00 ft By comparison. operating and thermal and eccentric (channel/sliding end) will govern the design.21 ksf Factored soil bearing at face of pier (for checking moment).52 ksf)(3.63 ksf Factored soil bearing at distance “d” from face of pier (for checking shear).21 ksf)(8 ft .75-inch rebar) = 13.0.1.64 ksf .21 ksf)(1.35 ksf .3.5 ft)] [1 .35 ksf SBumin = [(100.Kampanya Page 34 of 40 Process Industry Practices .16 ft)/(8 ft) = 3.2. 3 ft OK Vc = 4 f' c bod = 4 4.15 kcf)(3.0030 As = ρ b d = (0.3 ft)(12 inches/ft)(13. Equation 11-33.4 (Ps + Po) = 1.4 [(0.63) 4.91 ksf Vu = Pu .192 Ku = Mu / F = (29.33 ft + 1.79 ft-k (per ft width) Check diagonal tension shear (at a distance “d” from face of pier): φVc = φ 2 f' c bw d (ACI 318-05.50 ft)(1.7 kips β = (3. Equation 11-34) (ACI 318-05.0018)(gross concrete area) = (0.000 psi (14.79 ft-k) / (0. Equation 11-35) ACI 318-05.87 inches)2 / 12.5 ft + 1.192) = 155. Section 7.5 kips > Vu = 61.4 kips)] = 83.16 ft) = 61.Kampanya Process Industry Practices Page 35 of 40 .09 ft-k + 17.87 inches)/1.87 inches)/1.5 ft + d )(1.3 ft)(12 inches/ft)(13.(1.39 inches2/ft (ACI 318-05.33 ft + d) = 83.91 ksf)(3.63 αs = 40 Vc = (2 + 4/β) f' c bod = (2 + 4/2. Equation 11-3) = (0.75(530 kips) = 397. Equation 11-33) bo = 2(3.16 ft)(1.16 ft)/(14.0030)(12 inches)(13. governs.50 inches2/ft ← controls As min (for temperature reinforcing) = (0.0018)(12 inches)(18 inches) = 0.3 ft)(12 inches/ft)(13.000 = (12 inches)(13.5 ft) + (55. operating weight at channel end will govern. Vc = 530 kips.12 (at distance “d/2” from face of pier): By inspection.3 ft) + 2] 4.9 kips SBu = Pu / (ab) = (83.9 kips) / (8 ft)(5.000 = 15.(SBu)(3.33 ft)(6. Pu = 1.33 ft) = 2.7 kips Design for moment: F = b d2 / 12.2 → ρ = 0.16 ft) = 14.000 psi (14.5 ft) = 1.87 inches)/1.16 ft) + 2(1. Section 11.12. Vn = φVc = 0.5 ft + 1.87 inches) = 0.000 = 530 kips Vc = (αsd/bo + 2) f' c bod = [(40)(1.9 kips .000 psi (14.000 = 790 kips (ACI 318-05.000 = 0.000 = 602 kips (ACI 318-05.70 ft-k = 29.79 kips (per ft width) > Vu Check for two-way action (punching shear) according to ACI 318-05.000 psi (12 inches)(13.2) OK Reprinted by N.33 ft + 1.75)(2) 4.5 ft)/(1.87 inches) / 1.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide = 12. 0013)(12 inches)(15.72 ft-k (per ft width) Design for moment: F = b (dtop)2 / 12.5-ft footing) + (0.27 ft Vu = (0.1.4 excludes foundations of uniform thickness from the minimum reinforcing requirements of Section 10.67 ksf)(3. dtop = (18-inch footing) .53 inch2/ft).15 kcf)(1.1. Section 10. does not apply because Section 10.1. Conservatively calculate moment for top steel considering the weight of soil and concrete with a 1.5. Factored soil and concrete weight.5.72 ft-k) / (0.000 = 0.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 Note that ACI 318-05. therefore.5.27 ft) = 1. Mu = (0. Section 10.33 ft)2(1/2) = 3.1.10 kcf)(2.1.233) = 16.5.24 inch2/ft).24 inches2/ft ← controls Note that ACI 318-05.0013 As = ρ b dtop = (0. Reprinted by N.000 = (12 inches)(15. Top steel: Because the bottom of the foundation is not in full bearing for some loading combinations and because the footing is designed for earthquake loads.5.25 inch = 1.50-inch rebar) = 15.38 kips (per ft width) Factored moment at face of pier.0 → ρ = 0.233 Ku = Mu / F = (3.33 ft .4 excludes foundations of uniform thickness from the minimum reinforcing requirements of Section 10. the top of the foundation mat needs to be reinforced.5.1.4 load factor and assuming no soil bearing under the portion of the footing extending from the edge of the pier.4) [(0. • Use #6 at 10 inch each way (As = 0.(2-inch clear) .Kampanya Page 36 of 40 Process Industry Practices . • Use #4 at 10 inches each way (As = 0.67 ksf)(3. wu = (1.67 ksf Factored shear at a distance “dtop” from face of pier.25 inches)2 / 12. ductility is required.5(0.25 inches) = 0.5-ft soil)] = 0. does not apply because Section 10. TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide Example 2 . Grade # 4 ties @ 12 inches 13 # 5 bars each face with matching dowels 1 ft -3 inches # 6 @ 12 inches each way Section "A .Kampanya Process Industry Practices c Bearing plate 11 ft -9 inches by 9 inches by 3/8 inch Low-friction manufactured slide assembly: (7 components with 1 upper element and 1 lower element per component) Upper elements = 11 inches by 3 1/2 inches Lower elements = 8 inches by 2 1/2 inches PIER Page 37 of 40 .A" Reprinted by N.1 1/4 inch diameter ASTM F1554. Grade 36 anchor bolts per pier P = 4 inches (fixed end w/1 nut) P = 5 1/4 inches (sliding end w/2 nuts) PIER c PLAN Dimensions typical both piers Top of grout elevation (fixed end) Top of low-friction manufactured slide assembly (sliding end) 6 ft -9 inches 2 ft -8 inches dowel proj.Horizontal Vessel Foundation 22 ft -0 inches 7 ft -0 inches 1ft -2 inches 12 ft -6 inches 12 ft -2 inches 5 ft -6 inches C 5 ft -6 inches PIERS A (sliding end) A (fixed end) 2 . and Test Loads Include an additional 10% of the applicable weight (empty.8 ft-k Wind Loads: Wind load calculations are beyond the scope of this Practice.10)(335 kips) = 368.5 per pier)(7. Grade 36 (galvanized) per pier Bolt spacing: 11 ft-0 inch Saddle: 11 ft-8 inches by 10 inches Design Criteria: 8 ft -0 inches 6 ft -6 inches 4 ft -0 inches 22 ft -0 inches Concrete: f 'c = 4. De = (1.1)(0.5 ft) = 147. “Vertical Loads”): Total empty load. Reprinted by N.5 ft Empty transverse moment per pier.5 kips Total test load. DETERMINE LOADS Empty.5 ft) = (12 ft)/2 + (1. Dt = (1.8 ft-k Operating transverse moment per pier.8 ksf (at 4-ft depth) Wind loads: ASCE/SEI 7-05. MTo = (335 kips)(0. Vessel wind is applied at the center of the vessel. ASTM F1554.000 psi Reinforcing: fy = 60.5 per pier)(7. MTe = (98 kips)(0. Operating. continued) DESIGN DATA Vessel Data: 37 ft -0 inches Empty weight = 98 kips Operating weight = 335 kips Test weight = 394 kips Basic diameter = 12 ft Maximum design temperature = 500°F Vessel material: carbon steel Bolts: two 1-1/4-inch diameter. Earthquake loads: ASCE/SEI 7-05 Use a 20% increase in soil allowable pressure for test load combinations.8 kips Total operating load.5 ft) = 125.2. Do = (1.5 ft) = 7.Kampanya Page 38 of 40 Process Industry Practices .5 ft) = 36.1)(0.6 ft-k Test transverse moment per pier. Section 4.4 kips Transverse Moment from Pipe Eccentricity Eccentricity = (basic diameter)/2 + (1. MTt = (394 kips)(0. operating. or test) to account for piping supported on the horizontal vessel (refer to this Practice.5 per pier)(7.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 (Example 2.10)(394 kips) = 433.000 psi Soil unit weight: γ = 100 pcf Allowable net soil-bearing: SBnet = 3.10)(98 kips) = 107.1)(0. Total length of lower elements provided = 7(2.5 inches)] = 1. with the lower element = 8 inches by 2.385 inches4) / 2 (81 inches)3 = 270.796 inches) .7 k) / [(7)(8 inches)(2.85 kips Transverse or longitudinal wind on each pier: Hw = 0. I = b (h)3 /12 = (146 inches)(14 inches)3 /12 = 33.605 ksi (ACI 318-05.0362 inches/ft Modulus of elasticity.1) Thermal expansion coefficient for carbon steel at 500°F: ε = 0.055)(184. Section 8.5 inches Maximum bearing pressure on elements = (216.4 kips) / (2 piers) = 216. Ec = 57.3k) = 10.796 inches T = 3 Δ E I / 2 H3 = 3 (0.796 inches)(3. this Practice) 4.385 inches4 (Equation 1. Compute sliding force (assume that a low-friction manufactured slide plate assembly is used): μ = 0.3 kips Ff = μ (Po) = (0.0362 inches/ft)(22 ft) = 0.076 ksf Thermal Force: 1.000 (this Practice.14 kips Reprinted by N.548 psi Operating bearing pressure on elements = (184.5 kips) / (2 piers) = 184.055 Revised operating frictional force = Ff = (0.Kampanya Process Industry Practices Page 39 of 40 .(2)(0.43 kips 2.44 kips Longitudinal wind: Hw = 2.2 (Δ) .4 kips (this Practice.3 kips According to manufacturer’s recommendations.1 inch ≈ 8 inches Maximum load on sliding end (from test weight): Pt = (433. Δ = (ε)(L) = (0. use a low-friction manufactured slide plate assembly.10 (maximum based on manufacturer’s literature) Operating load.10)(184.3 k) / [(7)(8 inches)(2.7 kips Operating load on sliding end: Po = (368. Table 1) Thermal growth between saddles.5 inches. and to reduce high-friction forces.1 inch = (11 inches) .5 kips) / (2 piers) = 184.000 psi = 3. • DESIGN ELEMENTS Size Low-Friction Manufactured Slide Plate Elements Upper element width = (saddle width) + 1 inch = (10 inches) + 1 inch = 11 inches Lower element width = upper element width . seven slide plate components are required for each assembly.5 inches)] = 1.5. Compute force required to deflect pier: Assume pier is 12 ft -2 inches long by 14 inches wide by 81 inches high: Moment of inertia.605 ksi)(33.5 inches) = 17.316 psi From manufacturer’s literature for 1.TECHNICAL CORRECTION July 2007 PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide Transverse wind: Hw = 13. Equation 2) Because Ff < T.3 kips) = 18.5 inches and the upper element = 11 inches by 3.000 f' c = 57. Po = (368.316 psi bearing: μ = 0. • OK (ACI 318-05. Pier Design.9 inches Check bearing stress (test load case): Pu = 1.1 inch ← controls. Pier length: (c/c bolts) + (2)(5-inch minimum anchor bolt edge distance) = (11 ft .4 kips / 2 piers) = 303.804 kips.8 inches) + (1 inch) = 11 ft . pier design.PIP STE03360 Heat Exchanger and Horizontal Vessel Foundation Design Guide TECHNICAL CORRECTION July 2007 Size Steel Bearing Plate Steel bearing plate dimensions: Width = (lower slide plate element width) + (1 inch) = (8 inches) + (1 inch) = 9 inches Length = (saddle length) + (1 inch) = (11 ft .2 inches by 12 ft .2 inches for forming in 2-inch increments Pier width: 10 inches 10% of pier height = (0. Example 1 should be followed for these portions of this example.Kampanya Page 40 of 40 Process Industry Practices .10)(81 inches) = 8.2 inches. Section 10.4 Pt = 1.9 inches by 9 inches by 3/8 inches.65)(0.1 inches (based on assumed pier height) (2)(5-inch minimum anchor bolt edge distance) = 2 (5 inches) = 10 inches (bearing plate width) + (4 inches) = (10 inches) + (4 inches) = 14 inches ← controls • Pier Size Use a pier size of 1 ft .10 inches (bearing plate length) + (4 inches) = (11 ft . Anchor bolt design.85)(4 ksi)(9 inches)(141 inches) = 2. and footing design are very similar to Example 1. but use 12 ft .0 inches) + 2 (5 inches) = 11 ft .17) Use a bearing plate 11 ft .9 inches) + (4 inches) = 12 ft . Anchor Bolt Design.85 f'c A1 = (0.4 (433.4 kips Pn = φ 0. and Footing Design Reprinted by N.