PIP STC01015 Structural Design Criteria

TECHNICAL CORRECTIONFebruary 2006 Process Industry Practices Structural PIP STC01015 Structural Design Criteria 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 by the responsible Function 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 This Practice will be revised, reaffirmed, or withdrawn.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 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. PIP will not consider requests for interpretations (inquiries) for this Practice. PRINTING HISTORY December 1998 Issued February 2002 Technical Revision April 2002 Editorial Revision Not printed with State funds August 2004 February 2006 Complete Revision Technical Correction TECHNICAL CORRECTION February 2006 Process Industry Practices Structural PIP STC01015 Structural Design Criteria Table of Contents 1. Introduction................................. 2 1.1 Purpose ............................................. 2 1.2 Scope................................................. 2 2. References .................................. 2 2.1 Process Industry Practices (PIP)....... 2 2.2 Industry Codes and Standards.......... 2 2.3 Government Regulations................... 4 3. Definitions ................................... 5 4. Requirements.............................. 5 4.1 4.2 4.3 4.4 Design Loads..................................... 5 Load Combinations.......................... 14 Structural Design ............................. 23 Existing Structures........................... 30 Process Industry Practices Page 1 of 30 2 Scope This Practice describes the minimum requirements for the structural design of process industry facilities at onshore U. except as otherwise noted.1 Purpose This Practice provides structural engineering design criteria for the process industries. and PIP CVC01018.S.2 Industry Codes and Standards • American Association of State Highway and Transportation Officials (AASHTO) – AASHTO Standard Specifications for Highway Bridges • American Concrete Institute (ACI) – ACI 318/318R . 2.Anchor Bolt Design Guide – PIP STE03360 .Weighing Systems Guidelines – PIP REIE686/API 686 .Plant Site Data Sheet – PIP CVC01018 . References Applicable parts of the following Practices.Driven Piles Specification 2. 1. PIP ARC01016.Architectural and Building Utilities Design Criteria – PIP ARC01016 .Civil Design Criteria – PIP CVC01017 . Introduction 1.Project Data Sheet – PIP PCCWE001 . 2. industry codes and standards.Blast Resistant Building Design Criteria – PIP STE05121 .Heat Exchanger and Horizontal Vessel Foundation Design Guide – PIP STS02360 . and references shall be considered an integral part of this Practice.Building Code Requirements for Structural Concrete and Commentary Page 2 of 30 Process Industry Practices .1 Process Industry Practices (PIP) – PIP ARC01015 . PIP CVC01015.Recommended Practices for Machinery Installation and Installation Design – PIP STC01018 .PIP STC01015 Structural Design Criteria TECHNICAL CORRECTION February 2006 1. PIP CVC01017.Building Data Sheets – PIP CVC01015 . sites. This Practice is intended to be used in conjunction with PIP ARC01015. Short titles will be used herein where appropriate.Weighing Systems Criteria – PIP PCEWE001 . as applicable. The edition in effect on the date of contract award shall be used. Standard Specification for Carbon Structural Steel – ASTM A82/A82M . for Concrete – ASTM A193/A193M .TECHNICAL CORRECTION February 2006 PIP STC01015 Structural Design Criteria – ACI 350R .Welded Steel Tanks for Oil Storage • American Society of Civil Engineers (ASCE) – SEI/ASCE 7-02 .Standard Specification for Steel Welded Wire Reinforcement.Commentary on the Specification for the Design for Cold-Formed Steel Structural Members – AISI SG 913. Part II .Commentary on the Load and Resistance Factor Design Specification for Cold-Formed Steel Structural Members • American Petroleum Institute (API) – API Standard 650 .Building Code Requirements for Masonry Structures • American Institute of Steel Construction (AISC) – AISC Manual of Steel Construction . Part II .Specification for the Design for Cold-Formed Steel Structural Members – AISI SG 673.Allowable Stress Design (ASD) – AISC Manual of Steel Construction . for Concrete Reinforcement – ASTM A185/A185M . Part I . Plain.Design Loads on Structures During Construction – ASCE Guidelines for Seismic Evaluation and Design of Petrochemical Facilities – ASCE Guidelines for Wind Loads and Anchor Bolt Design for Petrochemical Facilities – ASCE Design of Blast Resistant Buildings in Petrochemical Facilities • American Society of Mechanical Engineers (ASME) – ASME A17.Minimum Design Loads for Buildings and Other Structures – SEI/ASCE 37-02 . Part I .Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High-Temperature Service Process Industry Practices Page 3 of 30 .Load and Resistance Factor Design (LRFD) – Specification for Structural Joints Using ASTM A325 or A490 Bolts – ANSI/AISC 341-02 .Standard Specification for Steel Wire.Load and Resistance Factor Design Specification for Cold-Formed Steel Structural Members – AISI SG 913.Seismic Provisions for Structural Steel Buildings • American Iron and Steel Institute (AISI) – AISI SG 673.1 .Safety Code for Elevators and Escalators • ASTM International (ASTM) – ASTM A36/A36M . Plain.Environmental Engineering Concrete Structures – ACI 530/ASCE 5 . 1M .Specifications for Top Running Bridge and Gantry Type Multiple Girder Overhead Electric Traveling Cranes – CMAA No. Load Tables and Weight Tables for Steel Joists and Joist Girders 2.Precast and Prestressed Concrete • Steel Joist Institute (SJI) – SJI Standard Specifications. Heat Treated 830 MPa Minimum Tensile Strength [Metric] – ASTM A354 .Standard Specification for Anchor Bolts.Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement – ASTM A706/A706M .3 Government Regulations Federal Standards and Instructions of the Occupational Safety and Health Administration (OSHA).Standard Specification for Quenched and Tempered Alloy Steel Bolts.AASHTO No. 36. 60.: M 164 – ASTM A325M . 120/105 ksi Minimum Tensile Strength . Steel. Page 4 of 30 Process Industry Practices .Standard Specification for Structural Bolts.Structural Welding Code .Specifications for Top Running and Under Running Single Girder Overhead Electric Traveling Cranes Utilizing Under Running Trolley Hoist • Precast/Prestressed Concrete Institute (PCI) – PCI MNL 120 .Standard Specification for Structural Bolts.: M 253 – ASTM A615/A615M .Standard Specification for Structural Bolts. Heat Treated.Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement – ASTM A992/A992M .AASHTO No.1/D1. Steel.Design Handbook . 70 . Studs.Standard Specification for Carbon Steel Bolts and Studs.000 psi Tensile Strength – ASTM A325 . and Other Externally Threaded Fasteners – ASTM 490 . and 105-ksi Yield Strength • American Welding Society (AWS) – AWS D1. 74 .Design Values for Wood Construction • Crane Manufacturers Association of America (CMAA) – CMAA No.Steel • American Forest and Paper Association – National Design Specification for Wood Construction (NDS) – NDS Supplement . including any additional requirements by state or local agencies that have jurisdiction in the state where the project is to be constructed.PIP STC01015 Structural Design Criteria TECHNICAL CORRECTION February 2006 – ASTM A307 . shall apply. Steel. 55. Heat Treated. Alloy Steel.Standard Specification for Structural Steel Shapes – ASTM F1554 .150 ksi Minimum Tensile Strength . 4 For existing facilities.3 For this Practice.1 New facilities.2. rain.). particularly on horizontal and vertical vessels and exchangers.2. and Dt. and other structures.2 Dead Loads (D) 4. and the contents of these items shall be considered as dead loads. 4.1. Do. 4.5 Eccentric loads (piping. De.1.1. foundation.2 Weights of fixed process equipment and machinery. snow. actual loads may be used in lieu of the minimum specified loads. earth pressure.1. Process Industry Practices Page 5 of 30 . upset conditions. 4.1. buoyancy.1. other loads shall be considered as appropriate. ice.1. but are not limited to. see PIP STE03360. 4. this section and the loads defined in PIP CVC01017 and CVC01018.1. buildings. Requirements 4. 4.1.1. piping. hydrostatic. Definitions engineer of record: The owner’s authorized representative with overall authority and responsibility for the structural design owner: The party who owns the facility wherein structure will be used 4. dynamic. 4. Occupational Safety and Health Administration (OSHA) – OSHA 29 CFR 1910 .1. structure.1. valves. electrical cable trays.3 Future loads shall be considered if specified by the owner.1. and erection. For additional information regarding eccentric loads on horizontal vessels and exchangers. Department of Labor.1. and all permanently attached appurtenances.TECHNICAL CORRECTION February 2006 PIP STC01015 Structural Design Criteria • U. local building codes. where Ds = Structure dead load is the weight of materials forming the structure (not the empty weight of process equipment.Safety and Health Regulations for Construction 3. Df. etc.1 Design Loads 4.S. including floor slabs and foundations.1 General 4.1. platforms. shall be considered. dead loads are designated by the following nomenclature: Ds.2 In addition to the loads in this section. vehicles.2.1 Dead loads are the actual weight of materials forming the building. shall be designed to resist the minimum loads defined in SEI/ASCE 7. 4.Occupational Safety and Health Standards – OSHA 29 CFR 1926 . These loads shall include. Cleaning load shall be used for test dead load if the cleaning fluid is heavier than the test medium. 4. fireproofing. lighting.). Equipment and pipes that may be simultaneously tested shall be included. piping. piping. a minimum specific gravity of 1. Page 6 of 30 Process Industry Practices . ladders. vessels.2. vessels. 4. tanks. soil above the foundation resisting uplift. tanks. Df = Erection dead load is the fabricated weight of process equipment or vessels (as further defined in Section 4.g.1. piping. Operating dead load (Do) for process equipment and vessels is the empty dead load plus the maximum weight of contents (including packing/catalyst) during normal operation.1.2.2. sprinkler and deluge systems.1.1.. HVAC.2. turbines. internals. piping.4 Process Equipment and Vessel Dead Loads 1.4 through 4.PIP STC01015 Structural Design Criteria TECHNICAL CORRECTION February 2006 vessels. Erection dead load (Df) for process equipment and vessels is normally the fabricated weight of the equipment or vessel and is generally taken from the certified equipment or vessel drawing.2. 3. tanks. including all attachments. insulation.1.2. etc. foundation. trays. vessels. The test medium shall be as specified in the contract documents or as specified by the owner. Do = Operating dead load is the empty weight of process equipment.4 through 4. nor cable trays).. instrumentation. Test dead load (Dt) for process equipment and vessels is the empty dead load plus the weight of test medium contained in the system. 2. Empty dead load also includes weight of machinery (e. and all permanently attached appurtenances (e. and insulation. etc.1. Dt = Test dead load is the empty weight of process equipment. platforms. De = Empty dead load is the empty weight of process equipment.2.g. and cable trays plus the maximum weight of contents (fluid load) during normal operation (as further defined in Sections 4. Unless otherwise specified. and packaged units). pumps.6). and cable trays (as further defined in Sections 4. tanks.4).1. fireproofing. agitators.0 shall be used for the test medium. compressors.7). and/or piping plus the weight of the test medium contained in the system (as further defined in Section 4. Empty dead load (De) for process equipment and vessels is the empty weight of the equipment or vessels.4). at 15-inch (381-mm) spacing.2. The test medium shall be as specified in the contract documents or as specified by the owner. product. full of water. and insulation shall be used in lieu of the 40 psf (1. Schedule 40 pipes. 60% of the estimated piping operating loads shall be used if combined with wind or earthquake unless the actual conditions require a different percentage.. b. product.9 kPa) for a double level of cable trays.e.1.TECHNICAL CORRECTION February 2006 PIP STC01015 Structural Design Criteria 4. For any pipe larger than 12-inch (304-mm) nominal diameter. Empty dead load (De): For checking uplift and components controlled by minimum loading.9 kPa) for piping.9 kPa). the actual configuration) should be considered as the empty dead load.2. b.0 shall be used for the test medium. 3. c.1. Test dead load (Dt) is the empty weight of the pipe plus the weight of test medium contained in a set of simultaneously tested piping systems. 2. valves. Operating dead load (Do): A uniformly distributed load of 40 psf (1.6 Pipe Rack Cable Tray Loads Dead loads for cable trays on pipe racks shall be estimated as follows. Engineering judgement shall be exercised in defining the dead load for uplift conditions. Comment: These values estimate the full (maximum) level of cables in the trays. and insulation Comment: This is equivalent to 8-inch (203-mm) diameter. a concentrated load. a minimum specific gravity of 1. 4. Dead loads for piping on pipe racks shall be estimated as follows. unless actual load information is available and requires otherwise: a. including the weight of piping. Empty dead load (De): For checking uplift and components controlled by minimum loading. unless actual load information is available and requires otherwise: a. Process Industry Practices Page 7 of 30 . fittings.5 Pipe Rack Piping Loads 1. a reduced level of cable tray load (i.0 kPa) for a single level of cable trays and 40 psf (1. Unless otherwise specified. Operating dead load (Do): A uniformly distributed dead load of 20 psf (1. Pipe racks and their foundations shall be designed to support loads associated with full utilization of the available rack space and any specified future expansion. This load shall be uniformly distributed over the pipe’s associated area. 1 Live loads are gravity loads produced by the use and occupancy of the building or structure. applicable codes and standards..3.3.g. Unless otherwise specified. wheel loads. stored material. in addition to the fluid load from the test medium. unless otherwise specified.3.1.7 Ground-Supported Storage Tank Loads Dead loads for ground-supported storage tanks are shown in Table 9 with the same nomenclature as other dead loads in this Practice for consistency.1.2 Areas specified for maintenance (e. in addition to the fluid load from the stored product.3 Live Loads (L) 4. The fluid load acts through the bottom of the tank and does not act vertically through the wall of the tank. Therefore. the corroded metal weight (if a corrosion allowance is specified) should be considered as the empty dead load. etc. The individual load components making up the dead loads may have to be separated for actual use in design. tools. The fluid load acts through the bottom of the tank and does not act vertically through the wall of the tank. miscellaneous equipment. a minimum specific gravity of 1. and. vertically applied through the wall of the tank. The test medium shall be as specified in the contract documents or as specified by the owner. in Table 1: Page 8 of 30 Process Industry Practices . 4.1. heat exchanger tube bundle servicing) shall be designed to support the live loads. Therefore. parts of dismantled equipment. Empty dead load (De): For checking uplift and components controlled by minimum loading.3 Minimum live loads shall be in accordance with SEI/ASCE 7.1. the metal dead load and the fluid load must be used separately in design. 4.2. These include the weight of all movable loads. the metal dead load and the fluid load must be used separately in design. 4. movable partitions. c. vertically applied through the wall of the tank.PIP STC01015 Structural Design Criteria TECHNICAL CORRECTION February 2006 4. such as personnel.1. b. Test dead load (Dt): Test dead load for a ground-supported storage tank is made up of the metal load from the tank shell and roof. Operating dead load (Do): Operating dead load for a groundsupported storage tank is made up of the metal load from the tank shell and roof.0 shall be used for the test medium. discussed as follows: a. 4.0 kN/m2)* 25 psf (1.3.9 The loadings on handrails and guardrails for process equipment structures shall be in accordance with OSHA 1910. concentrated loads equal to or greater than 1. 4. and pipe racks in ASCE Guidelines for Wind Loads and Anchor Bolt Design for Petrochemical Facilities.5 kN) may be assumed to be uniformly distributed over an area of 2.1.3.8 For manufacturing floor areas not used for storage.3.1. 4.5 ft (750 mm) by 2.5 kN) NA 100 psf (4.5 kN) 1.6 Stair treads shall be designed according to OSHA regulations or building code as applicable.3. pressure vessels.000 lb (4.0 kN/m2) live load includes small equipment.1. the live load reduction specified by SEI/ASCE 7 for lower live loads may be used.0 kN) 3.TECHNICAL CORRECTION February 2006 PIP STC01015 Structural Design Criteria TABLE 1. 4.1. wind loads shall be computed and applied in accordance with SEI/ASCE 7 and the recommended guidelines for open frame structures.3.1.8 kN/m ) 75 psf (3. 4. I/O.4 Uniform and concentrated live loads listed in Table 1 shall not be applied simultaneously. MINIMUM LIVE LOADS Uniform** Stairs and Exitways Operating.000 lb (13. 4.8 kN/m2) 2 Concentrated** 1. Access Platforms.000 lb (4.4. HVAC Room Floors Manufacturing Floors and Storage Areas: Light Heavy Ground-Supported Storage Tank Roof 125 psf (6. 4.3.5 According to SEI/ASCE 7.4 Wind Loads (W) 4.5 kN) 1.2 kN/m2) 2. **The loads provided in this table are to be used unless noted otherwise on the owner’s data sheet.0 kN/m2) 250 psf (12.10 The loadings on handrails and guardrails for buildings and structures under the jurisdiction of a building code shall be in accordance with the building code.5 kN) *This 250 psf (12. Process Industry Practices Page 9 of 30 .1.1.3. 4.7 Live load reductions shall be in accordance with SEI/ASCE 7.1 Unless otherwise specified.000 lb (4.1. and Walkways Control.1.5 ft (750 mm) and shall be located to produce the maximum load effects in the structural members.6 kN/m2) 100 psf (4.000 lb (9.000 lb (4. Section 6.2.1. Section 1.5 Earthquake Loads (E) 4. 4.1 Except for API Standard 650 ground-supported storage tanks. Comment: Buildings and building-like structures.3 ASCE Guidelines for Seismic Evaluation and Design of Petrochemical Facilities may also be used as a general reference for earthquake design.1. 4. Category II may be used if the owner can demonstrate that release of the hazardous material does not pose a threat to the public.A).5.2 Site specific design parameters shall conform to PIP CVC01017.1.S.6 Partial wind load (WP) shall be based on the requirements of SEI/ASCE 37-02.5.1.75 x 90 mph [145 kph] according to SEI/ASCE 37 for test or erection periods of less than 6 weeks). Comment: The earthquake loads in SEI/ASCE 7 are limit state earthquake loads.3. SEI/ASCE 7 Category III is the most likely classification because of the presence of hazardous materials.5.3 The owner shall be consulted for the determination of the classification category. In some cases. and this should be taken into account if using allowable stress design methods or applying load factors from other codes.6). Comment: For process industry facilities. 4. for the specified test or erection duration. for specific details.1.5 ft (450 mm) shall be assumed when calculating the wind load on ladder cages.4. see SEI/ASCE 37-02.PIP STC01015 Structural Design Criteria TECHNICAL CORRECTION February 2006 4. earthquake loads shall be computed and applied in accordance with SEI/ASCE 7.1. Page 10 of 30 Process Industry Practices . 4.2 and Table 1-1. it may be appropriate to select Category IV. The design wind speed shall be 68 mph (109 kph) (which is 0.5.2 Site specific design parameters shall be in accordance with PIP CVC01017.4. See SEI/ASCE 7-02.2. unless otherwise specified. 4.4.4.1.1.4.1. 4.1. 4. In some cases.1.5 A solid width of 1. designed for earthquakes according to SEI/ASCE 7. are typically classified as Category III.1. Section 6.7 For test or erection periods of 6 weeks or more or if the test or erection is in a hurricane-prone area and is planned during the peak hurricane season (from August 1 to October 31 in the U.4 The full design wind load shall be used when calculating wind drift (see Section 4. it may be appropriate to select Category IV. Earthquake loads for API Standard 650 storage tanks are allowable stress design loads. 4.4. 1. 4.1. 4.6 Impact Loads 4. pipe racks.4 Earthquake loading shall be determined using SEI/ASCE 7-02.14.6.14.6 For the load combinations in Section 4.1 and Table 9. Section 9.1. 4.3 Lifting lugs or pad eyes and internal members (included both end connections) framing into the joint where the lifting lug or pad eye is located shall be designed for 100% impact.5.4 All other structural members transmitting lifting forces shall be designed for 15% impact.6. in some cases.6.TECHNICAL CORRECTION February 2006 PIP STC01015 Structural Design Criteria 4.1. 4.1. Comment: Nonbuilding structures include but are not limited to elevated tanks or vessels. Af. 4. the following designations are used: Eo = Earthquake load considering the unfactored operating dead load and the applicable portion of the unfactored structure dead load Ee = Earthquake load considering the unfactored empty dead load and the applicable portion of the unfactored structure dead load 4. giving an importance factor “I” of 1.5. 4. for nonbuilding structures in petrochemical process units. stacks.6. horizontal vessels. Comment: In general.5. it may be appropriate to select seismic use group I or III. however. and Ff. thermal loads are designated by the following nomenclature: Tp.2. and cooling towers.1.1 For this Practice.14. Section 9.7 Thermal Loads 4.5.6.1.1.25.1. select seismic use group II.1.2 Impact loads for davits shall be the same as those for monorail cranes (powered).1 Impact loads shall be in accordance with SEI/ASCE 7.1.1. or heat exchangers caused by the thermal expansion of the pipe attached to the vessel Process Industry Practices Page 11 of 30 . where Tp = Forces on vertical vessels.2.1.5 The importance factor “I” for nonbuilding structures shall be determined from SEI/ASCE 7-02.5.5 Allowable stresses shall not be increased when combining impact with dead load.14. 4. T.1.7. if SEI/ASCE 7 is used for the earthquake design of nonbuilding structures as defined in SEI/ASCE 7-02.1. Table 9. 7 For pipe racks supporting multiple pipes.1. columns. heat exchangers. braced anchor frames. Under certain Page 12 of 30 Process Industry Practices . in response to thermal expansion 4.1. 4.1.6 According to Manufacturer’s Instructions 4.7. 4. an estimated friction load equal to 5% of the total piping weight shall be accumulated and carried into pipe rack struts. anchor and guide loads (excluding their friction component) shall be combined with wind or earthquake loads. COEFFICIENTS OF FRICTION Steel to Steel Steel to Concrete Proprietary Sliding Surfaces or Coatings (e.4 0.6 Friction loads shall be considered temporary and shall not be combined with wind or earthquake loads. “Teflon”) 0.7. Thermal load shall have the same load factor as dead load. To account for the significant increase in temperatures of steel exposed to sunlight. 35oF (20oC) shall be added to the maximum ambient temperature.1.7. 4. Comment: Under normal loading conditions with multiple pipes.. 4.7.3 Thermal loads shall be included with operating loads in the appropriate load combinations.2 All support structures and elements thereof shall be designed to accommodate the loads or effects produced by thermal expansion and contraction of equipment and piping. 10% of the total piping weight shall be used as an estimated horizontal friction load applied only to local supporting beams.5 Friction loads caused by thermal expansion shall be determined using the appropriate static coefficient of friction. torsional effects on the local beam need not be considered because the pipes supported by the beam limit the rotation of the beam to the extent that the torsional stresses are minimal. Coefficients of friction shall be in accordance with Table 2: TABLE 2.4 Thermal loads and displacements shall be calculated on the basis of the difference between ambient or equipment design temperature and installed temperature. However.7.PIP STC01015 Structural Design Criteria TECHNICAL CORRECTION February 2006 T= Self-straining thermal forces caused by the restrained expansion of horizontal vessels.7. and foundations.g.1.1. and structural members in pipe racks or in structures Af = Pipe anchor and guide forces Ff = Pipe rack friction forces caused by the sliding of pipes or friction forces caused by the sliding of horizontal vessels or heat exchangers on their supports. However. 000 lb (9. only the top flange shall be considered effective for horizontal bending unless the pipe anchor engages both flanges of the beam.1.2 Bundle pull load shall be applied at the center of the bundle. 4. trenches.8.1.9.8 Bundle Pull Load (Bp) 4.1. the bundle pull design load need not exceed the total weight of the exchanger.9 Internal pressure and surge shall be considered for pipe anchor and guide loads.3 The portion of the bundle pull load at the sliding end support shall equal the friction force or half the total bundle pull load.8 Pipe anchor and guide loads shall have the same load factor as dead loads. 4.1. engineering judgement shall be applied to determine whether a higher friction load and/or torsional effects should be used.8.1. 4. 4. Such assurance would typically require the addition of a sign posted on the exchanger to indicate bundle removal by an extractor only.0 times the weight of the removable tube bundle but not less than 2.1.1 Buildings. braced anchor frames.2 Maintenance or construction crane loads shall also be considered where applicable.9. The remainder of the bundle pull load shall be resisted at the anchor end support. 4.8.7. the structure or foundation need not be designed for the bundle pull force. struts. and underground installations accessible to truck loading shall be designed to withstand HS20 load as defined by AASHTO Standard Specifications for Highway Bridges. Comment: If it can be assured that the bundles will be removed strictly by the use of a bundle extractor attaching directly to the exchanger (such that the bundle pull force is not transferred to the structure or foundation).1.11 For local beam design.1. Process Industry Practices Page 13 of 30 .TECHNICAL CORRECTION February 2006 PIP STC01015 Structural Design Criteria circumstances.1.1. 4.0 kN). 4.9 Traffic Loads 4. 4.7.000 lb (9. If the total weight of the exchanger is less than 2.10 Beams.1.1 Structures and foundations supporting heat exchangers subject to bundle pulling shall be designed for a horizontal load equal to 1. 4.7. columns.0 kN). and foundations shall be designed to resist actual pipe anchor and guide loads.9. whichever is less.1.7.3 Truck or crane loads shall have the same load factor as live load. 4. 10. 4.1. Any other applicable design codes and standards d.1 Blast load is the load on a structure caused by overpressure resulting from the ignition and explosion of flammable material or by overpressure resulting from a vessel burst.12.11 Pressure Loads (Ground-Supported Tanks Only) For this Practice. pressure loads for ground-supported tanks are designated by the following nomenclature: Pi.12.1.2.1. 4.3 Blast load shall be computed and applied in accordance with PIP STC01018 and the ASCE Design of Blast Resistant Buildings in Petrochemical Facilities.6 for specific types of structures in both allowable stress design (ASD) and strength design format.1.2 Load Combinations 4. 4.2.2 through 4.1.10 Blast Load 4.2. Appropriate load combinations from SEI/ASCE 7 except as otherwise specified in this Practice b.2. equipment.2 Typical Load Combinations (for Structures and Foundations) 4. a.1. vessels.2 Site specific design parameters shall be in accordance with PIP CVC01017. and foundations shall be designed for the following: a. snow loads shall be computed and applied in accordance with SEI/ASCE 7. where Pi = design internal pressure Pe = external pressure Pt = test internal pressure 4.10.12 Snow Loads (S) 4. Pe.1 Unless otherwise specified. Any other probable and realistic combination of loads 4. tanks.1 General Buildings.2.10.2. and Pt.PIP STC01015 Structural Design Criteria TECHNICAL CORRECTION February 2006 4. Local building codes c. 4.1.1 General Load combinations are provided in Sections 4.2 Control houses or other buildings housing personnel and control equipment near processing plants may need to be designed for blast resistance. 4.2.2.1. structures. Allowable Stress Design Page 14 of 30 Process Industry Practices . Part III (Allowable Stress Design Alternative).2 through 4. Steel structures in Seismic Design Category D or higher shall use factored load combinations as specified in ANSI/AISC 341-02.0 is used to account for the effect of vertical seismic forces.2.6 is used.2. except for foundations for ground-supported storage tanks.2.6 dead load factor used in the ASD load combinations of SEI/ASCE 7-02.2.6 shall be considered and used as applicable.2 through 4. b. are generally not required to consider the effect of vertical seismic uplift forces if a dead load factor of 0. Strength Design 1. Comment: The dead load factor used for the seismic uplift ASD load combinations is generally taken as 0. Section 2. The noncomprehensive list of typical factored load combinations for each type of structure provided in Sections 4.2. 4. 3.9. 2. Engineering judgment shall be used in establishing all appropriate load combinations. 4.9 instead of 1. because the dead loads of nonbuilding structures are known to a higher degree of accuracy than are the corresponding dead loads of buildings. This factor is greater than the 0. Engineering judgment shall be used in establishing all appropriate load combinations.2. The following load combinations are appropriate for use with the strength design provisions of either AISC LRFD (third edition or later) or ACI 318 (2002 edition or later).2. The use of a one-third stress increase for load combinations including wind or earthquake loads shall not be allowed for designs using the AISC ASD.2. A dead load factor of 1. Process Industry Practices Page 15 of 30 . The noncomprehensive list of typical load combinations for each type of structure provided in Sections 4.0 is used for the wind uplift ASD load combinations because of the higher accuracy of dead loads of nonbuilding structures. A dead load factor of 0. 3.TECHNICAL CORRECTION February 2006 PIP STC01015 Structural Design Criteria 1.2. 2. The use of this reduction is necessary because foundations sized using ASD loads.2 General Plant Structures Load combinations for buildings and open frame structures shall be in accordance with SEI/ASCE 7-02.6 shall be considered and used as applicable. Section 2.2. 10.00 4b 0.7 Eoa) Ds + De + W Description Operating Weight + Live Load Operating Weight + Wind or Earthquake Empty Weight + Wind (Wind Uplift Case) Operating Weight + Earthquake (Earthquake Uplift Case) Empty Weight + Earthquake (Earthquake Uplift Case) Erection Weight + Partial Windb (Wind Uplift Case) Test Weight + Partial Wind 4a 0.3 Vertical Vessels TABLE 3. The pipe stress engineer shall be consulted for any thermal loads that are to be considered. Section 9. Page 16 of 30 Process Industry Practices .00 1.2.9 (Ds + Do) + 0. Section 9. the critical earthquake provisions and implied load combination of SEI/ASCE 7-02.7 Eea 1.ALLOWABLE STRESS DESIGN (SERVICE LOADS) Load Comb. c.5.3.00 6 Ds + Dt + Wp 1. No. b.20 Notes: a.7 Eoa 1.PIP STC01015 Structural Design Criteria TECHNICAL CORRECTION February 2006 4. if deemed advisable. 1 2 3 Allowable Stress Multiplier 1.7. Erection weight + partial wind is required only if the erection weight of the vessel is significantly less than the empty weight of the vessel. shall be followed.9 (Ds + De) + 0. Thrust forces caused by thermal expansion of piping shall be included in the calculations for operating load combinations. LOADING COMBINATIONS . For skirt-supported vertical vessels and skirt-supported elevated tanks classified as SUG III in accordance with SEI/ASCE 7-02.00 5 Ds + Df + Wp 1.14.00 1.2.00 Load Combination Ds + Do + L Ds + Do + (W or 0. Thrust forces caused by thermal expansion of piping shall be included in the calculations for operating load combinations.0 Eea 0. The same load factor as used for dead load shall be used.0 Eoa) 0.9 (Ds + Do) + 1.7.5. c.0 Eoa 0. Section 9.6 Wp Description Operating Weight Operating Weight + Live Load Operating Weight + Wind or Earthquake Empty Weight + Wind (Wind Uplift Case) Operating Weight + Earthquake (Earthquake Uplift Case) Empty Weight + Earthquake (Earthquake Uplift Case) Erection Weight + Partial Windb (Wind Uplift Case) Test Weight Test Weight + Partial Wind Notes: a. the critical earthquake provisions and implied load combination of SEI/ASCE 7-02.10.14.6 L 1. For skirt-supported vertical vessels and skirt-supported elevated tanks classified as SUG III in accordance with SEI/ASCE 7-02.2 (Ds + Dt) + 1. LOADING COMBINATIONS AND LOAD FACTORS – STRENGTH DESIGN Load Comb.TECHNICAL CORRECTION February 2006 PIP STC01015 Structural Design Criteria TABLE 4. The pipe stress engineer shall be consulted for any thermal loads that are to be considered.3.6 W or 1. No.9 (Ds + De) + 1. b.9 (Ds + Df) + 1. Section 9. Erection weight + partial wind is required only if the erection weight of the vessel is significantly less than the empty weight of the vessel. if deemed advisable.4 (Ds + Dt) 1.2 (Ds + Do) + (1. shall be followed. Process Industry Practices Page 17 of 30 . 1 2 3 4 5a 5b 6 7 8 Load Combination 1.6 W 0.4 (Ds + Do) 1.9 (Ds + De) + 1.6 Wp 1.2 (Ds + Do) + 1. Page 18 of 30 Process Industry Practices . d. Heat exchanger empty dead load will be reduced during bundle pull because of the removal of the exchanger head.00 5b 1. Erection weight + partial wind is required only if the erection weight of the vessel or exchanger is significantly less than the empty weight of the vessel or exchanger.00 Description Operating Weight + Thermal Expansion or Friction Force Operating Weight + Live Load + Thermal Expansion or Friction Force Operating Weight + Wind or Earthquake Empty Weight + Wind (Wind Uplift Case) Operating Weight + Earthquake (Earthquake Uplift Case) Empty Weight + Earthquake (Earthquake Uplift Case) Erection Weight + Partial Windc (Wind Uplift Case) Test Weight + Partial Wind (For Horizontal Vessels Only) Empty Weight + Bundle Pull (For Heat Exchangers Only) 2 1. 1 Load Combination Ds + Do + (T or Ff)b Ds + Do + L + (T or Ff)b Allowable Stress Multiplier 1. The design thermal force for horizontal vessels and heat exchangers shall be the lesser of T or Ff.9 (Ds + De) + 0.00 Notes: a. but shall not necessarily be applied simultaneously.2.7 Eo) Ds + De + W 1. Wind and earthquake forces shall be applied in both transverse and longitudinal directions.00 5a 0.PIP STC01015 Structural Design Criteria TECHNICAL CORRECTION February 2006 4.7 Ee Ds + Df + Wp 1.00 4 1.00 3 Ds + Do + (W or 0. c. No.00 6 1.2. e.ALLOWABLE STRESS DESIGN (SERVICE LOADS) Load Comb.4 Horizontal Vessels and Heat Exchangers TABLE 5.00 7 Ds + Dt + Wp 1. Sustained thermal loads not relieved by sliding caused by vessel or exchanger expansion shall be considered in operating load combinations with wind or earthquake.7 Eo 0.20 8 Ds + De + Bp d 1. b. LOADING COMBINATIONS .9 (Ds + Do) + 0. 9 (Ds + Df) + 1.6 W or 1.2 (T or Ff)b 1.0 Eo) 0.6 W 3 4 5a 0.6 L + 1.2 (Ds + Do) + (1. Wind and earthquake forces shall be applied in both transverse and longitudinal directions. Process Industry Practices Page 19 of 30 .2 (Ds + Dt) + 1.6 Wp 1. The pipe stress engineer shall be consulted for any thermal loads that are to be considered.9 (Ds + Do) + 1.6 Wp 7 1. c. No.6 Bp 9 10 Notes: a. TABLE 6.2 (Ds + Do) + 1. Thrust forces caused by thermal expansion of piping shall be included in the calculations for operating load combinations if deemed advisable.9 (Ds + Ded) + 1.6 Bp 0. 1 Load Combination 1. Heat exchanger empty dead load will be reduced during bundle pull because of the removal of the exchanger head.9 (Ds + De) + 1.4 (Ds + Dt) 8 1.2 (Ds + Ded) + 1.4 (T or Ff) b Description Operating Weight + Thermal Expansion or Friction Force Operating Weight + Live Load + Thermal Expansion or Friction Force Operating Weight + Wind or Earthquake Empty Weight + Wind (Wind Uplift Case) Operating Weight + Earthquake (Earthquake Uplift Case) Empty Weight + Earthquake (Earthquake Uplift Case) Erection Weight + Partial Windc (Wind Uplift Case) Test Weight (For Horizontal Vessels Only) Test Weight + Partial Wind (For Horizontal Vessels Only) Empty Weight + Bundle Pull (For Heat Exchangers Only) Empty Weight + Bundle Pull (For Heat Exchangers Only) (Bundle Pull Uplift Case) 2 1.0 Eo 5b 0. d.4 (Ds + Do) + 1.9 (Ds + De) + 1. The design thermal force for horizontal vessels and heat exchangers shall be the lesser of T or Ff. but shall not necessarily be applied simultaneously. b. Erection weight + partial wind is required only if the erection weight of the vessel or exchanger is significantly less than the empty weight of the vessel or exchanger.0 Ee 6 0.TECHNICAL CORRECTION February 2006 PIP STC01015 Structural Design Criteria f. LOADING COMBINATIONS AND LOAD FACTORS – STRENGTH DESIGN Load Comb. 00 3 4a 1. The same load factor as used for dead load shall be used.00 5 Ds + Dt + Wp 1. but shall not necessarily be applied simultaneously. LOADING COMBINATIONS . No.9 (Ds) + 0. c.20 Notes: a.00 Load Combination Ds + Do + Ff + T + Af Description Operating Weight + Friction Force + Thermal Expansion + Anchor Force Operating Weight + Anchor + Wind or Earthquake Empty Weight + Wind (Wind Uplift Case) Operating Weight + Earthquake (Earthquake Uplift Case) Empty Weight + Earthquake (Earthquake Uplift Case) Test Weight + Partial Winde 2 Ds + Do + Af + (W or 0.00 4b 0.00 1.5 Pipe Rack and Pipe Bridge Design TABLE 7.2.6Do is used as a close approximation of the empty pipe condition De. The pipe stress engineer shall be consulted for any thermal loads that are to be considered. f. b.6 (Do) + Af + 0. if deemed advisable. Considerations of wind forces are normally not necessary in the longitudinal direction because friction and anchor loads will normally govern. 0.2. 1 Allowable Stress Multiplier 1.9 (Ds + Dec) + 0. Test weight + partial wind normally is required only for local member design because test is not typically performed on all pipes simultaneously.ALLOWABLE STRESS DESIGN (SERVICE LOADS) Load Comb. Thrust forces caused by thermal expansion of piping shall be included in the calculations for operating load combinations. Page 20 of 30 Process Industry Practices . Full Ds + Do value shall be used for the calculation of Eo in load combination 4a.7 Ee 1. e.PIP STC01015 Structural Design Criteria TECHNICAL CORRECTION February 2006 e. Earthquake forces shall be applied in both transverse and longitudinal directions.7 Eo) Ds + Dec + W 0. d.7 Eod 1. Sustained thermal loads not relieved by sliding from vessel or exchanger expansion shall be considered in operating load combinations with wind or earthquake. 4. 6 Ground-Supported Storage Tank Load Combinations Load combinations for ground-supported storage tanks shall be taken from API Standard 650. but shall not necessarily be applied simultaneously. Load combinations from API Standard 650 and modified for use with SEI/ASCE 7 loads and PIP nomenclature are shown in Table 9.2. No.0 Ee 1.4 (Ds + Dt) 1.9 (Ds + Do) + 1.6 W or 1. b. Earthquake forces shall be applied in both transverse and longitudinal directions.6 Wp Notes: a.9 (Ds + Dec) + 1. 0. 1 Load Combination 1. Considerations of wind forces are normally not necessary in the longitudinal direction because friction and anchor loads will normally govern.0 Eo 3 4a 4b 5 6 0.2.6Do is used as a close approximation of the empty pipe condition De.TECHNICAL CORRECTION February 2006 PIP STC01015 Structural Design Criteria TABLE 8. d. 4. Process Industry Practices Page 21 of 30 .2 (Af) + 1.4 (Ds + Do + Ff + T + Af) Description Operating Weight + Friction Force + Thermal Expansion + Anchor Operating Weight + Anchor + Wind or Earthquake Empty Weight + Wind (Wind Uplift Case) Operating Weight + Earthquake (Earthquake Uplift Case) Empty Weight + Earthquake (Earthquake Uplift Case) Test Weight Test Weight + Partial Windd 2 1. LOADING COMBINATIONS AND LOAD FACTORS STRENGTH DESIGN Load Comb.6 W 0. c.0 Eo) 0.2 (Ds + Do + Af) + (1. Test weight + partial wind normally is required only for local member design because test is not typically performed on all pipes simultaneously.2 (Ds + Dt) + 1.9 (Ds + Dec) + 1. b. 4. shall be similar to the load combinations for vertical vessels. For internal pressures sufficient to lift the tank shell according to the rules of API Standard 650. tank.7 Load Combinations for Static Machinery.2. and 7 of Table 9. LOADING COMBINATIONS .2. Skid and Modular Equipment.. anchor bolts.4 Peb 6 Ds + (De or Do) + 0.7. the owner shall consider specifying a higher factor on design pressure in load combinations 3. and foundation shall be designed to the additional requirements of API Standard 650 Appendix F.1 S + Eoc Notes: a.7 ASD seismic load factor. skid and modular equipment. etc.2.4 Pib 8 Ds + Do + 0.2. 4. Filters. and Other Equipment Load combinations for static machinery.4 (L or S) + Pe 7 Ds + Do + 0. No.ALLOWABLE STRESS DESIGN (SERVICE LOADS) Load Comb.4.3.4 Peb 5 Ds + Do + (L or S) + 0. Earthquake loads for API Standard 650 tanks taken from SEI/ASCE 7 “bridging equations” or from API Standard 650 already include the 0. filters. 1 2 3 Load Combination Ds + Do + Pi Ds + Dt + Pt Ds + (De or Do) + W + 0. 4. c.3 Test Combinations 4.1 Engineering judgment shall be used in establishing the appropriate application of test load combinations to adequately address actual Page 22 of 30 Process Industry Practices . If the ratio of operating pressure to design pressure exceeds 0.4 Pib Description Operating Weight + Internal Pressurea Test Weight + Test Pressure Empty or Operating Weight + Wind + Internal Pressurea Empty or Operating Weight + Wind + External Pressure Operating Weight + Live or Snow + External Pressure Empty or Operating Weight + Live or Snow + External Pressure Operating Weight + Snow + Earthquake + Internal Pressurea (Earthquake Uplift Case) Operating Weight + Snow + Earthquake 4 Ds + (De or Do) + W + 0.1 S + Eoc + 0. 5.PIP STC01015 Structural Design Criteria TECHNICAL CORRECTION February 2006 TABLE 9. design shall be in accordance with AISI specifications. Columns. 4.2. and/or piping systems supported on common structures.1 Steel 4. designs made to the AISC LRFD specifications should be considered for economy. b.1 Steel design shall be in accordance with AISC ASD or AISC LRFD specifications.4 Additional loading shall be included with test if specified in the contract documents. Comment: Common requirements that affect steel design areas follow (this is not an all inclusive list): a. 4. tanks.2. 4.3 Full wind and earthquake loads are typically not combined with test loads unless an unusually long test duration is planned (i.. Comment: Supplement number 1 to the AISC ASD specification deleted the one-third stress increase for use with load combinations including wind or earthquake loads. a 20% allowable stress increase shall be permitted for any test load combination.2 For cold-formed shapes.3. Because of the deletion of the one-third stress increase.3.1.1. 4. Posts (which weigh less than 300 lb [136 kg]) are distinguished from columns and are excluded from the fouranchor bolt requirement. no load factor reduction shall be permitted for any test load combination.2.3. 4.3.e.5 For allowable stress design.2. Subpart R. 4.2 Consideration shall be given to the sequence and combination of testing for various equipment.3.6 For ultimate strength/limit states design.TECHNICAL CORRECTION February 2006 PIP STC01015 Structural Design Criteria test conditions in accordance with project and code requirements while avoiding overly conservative design.4 Steel design.3.3. pipe racks. 4. including steel joists and metal decking. 4.3. and their foundations shall be designed to resist a minimum eccentric gravity load of 300 lb (136 kg) located 18 inches (450 mm) from the extreme outer Process Industry Practices Page 23 of 30 . column base plates. shall be designed in accordance with OSHA 29 CFR 1926. All column base plates shall be designed with a minimum of four anchor bolts.3 Steel joists shall be designed in accordance with SJI standards. or foundations.2. vessels. 4.1.3.1. if a significant probability exists that the “partial wind velocity” will be exceeded or an earthquake event may occur).3.3 Structural Design 4. to provide structural stability during erection and to protect employees from the hazards associated with steel erection activities. The openings in the metal deck shall not be cut until the hole is needed. 4.1.3. The fabricator may also supply a seat or equivalent device with a means of positive attachment to support the first beam while the second beam is being erected.PIP STC01015 Structural Design Criteria TECHNICAL CORRECTION February 2006 face of the column in each direction at the top of the column shaft.1.5 All welded structural connections shall use weld filler material conforming to AWS D1. c. unless otherwise required. not supporting equipment. and bars shall be in accordance with ASTM A36/A36M. d.3.7 All other structural shapes. field-bolted connections. plates. Shear stud connectors that will project vertically from or horizontally across the top flange of the member shall not be attached to the top flanges of beams. Double connections through column webs or at beams that frame over the tops of columns shall be designed so that at least one installed bolt remains in place to support the first beam while the second beam is being erected. Column splices shall be designed to meet the same loadresisting characteristics as those of the columns.3.12 or if slip-critical connections are required by the AISC Specification for Structural Joints Using ASTM A325 or A490 Bolts.3. 4. or beam attachments until after the metal decking or other walking/working surface has been installed.3. 4.200 mm) above the finished floor (unless constructability does not allow) to allow the installation of perimeter safety cables. Provision shall be made for the attachment of safety cables.1. including WT shapes. may be considered braced by decking (concrete or floor plate) if positively connected thereto. e. Structural members of framed metal deck openings shall be turned down to allow continuous decking. all bolts 3/4 inches (19 mm) and larger (except anchor bolts) shall be type-N (bearing-type with threads included in the shear plane) high-strength ASTM A325 bolts. and have an electrode strength of 58 ksi (400 MPa) minimum yield strength and 70 ksi (480 MPa) tensile strength. 4. unless otherwise specified. 4.6 Structural steel wide-flange shapes.8 Preference in design shall be given to shop-welded.1. 4. Section 3.1/D1.1. 4. Perimeter columns shall extend 48 inches (1.3.3.3.3.10 Grating shall not be considered as lateral bracing for support beams.1. joists. except where not allowed by design constraints or constructability.11 Except as specified in Section 4.1M. f.1). unless otherwise specified.3 (including Table 3. shall be in accordance with ASTM A992/A992M.1.1.1. 4.9 Compression flanges of floor beams.12 Bolt size shall be as follows: Page 24 of 30 Process Industry Practices . 4.5 Crane Supports 4.1 Concrete design shall be in accordance with ACI 318/318R. and girts .5 Welded wire fabric shall conform to ASTM A185/A185M. purlins.7 Precast and prestressed concrete shall be in accordance with the PCI Design Handbook.2 Concrete 4.2.3. The actual yield strength based on mill tests does not exceed the specified yield strength by more than 18. 4. 4.2.3/4 inch (19 mm) minimum b.2.000 psi (124 MPa). 4. 4.000 psi (20.13 Minimum thickness of bracing gusset plates shall be 3/8 inch (10 mm).3. 4. all reinforcing steel shall be in accordance with ASTM A615/A615M Grade 60 deformed.3.3.3.4 ASTM A615/A615M Grade 60 plain wire conforming to ASTM A82/A82M may be used for spiral reinforcement.3.6 Reinforcement designed to resist earthquake-induced flexural and axial forces in frame members and in wall boundary elements shall be in accordance with ASTM A706/A706M. Retests shall not exceed this value by more than an additional 3.2.3. ASTM A615/A615M Grade 60 reinforcement is acceptable for these members under the following conditions: a.1 Vertical deflection of support runway girders shall not exceed the following limits given in Table 10 if loaded with the maximum wheel load(s).7 MPa). without impact (where L = the span length).3. 4.3 Masonry Masonry design shall be in accordance with ACI 530/ASCE 5.1.3. 4. 4.5.3.3.5/8 inch.2 Concrete design for liquid-containing structures shall also be designed in accordance with ACI 350R.3.2.2. (16 mm) ASTM A307 4.3 Unless otherwise specified. ladders. Railings. 4.25. b. The ratio of the actual ultimate tensile strength to the actual tensile yield strength is not less than 1.4 Elevator Supports Elevator support design shall be in accordance with ASME A17.TECHNICAL CORRECTION February 2006 PIP STC01015 Structural Design Criteria a. Process Industry Practices Page 25 of 30 . Structural members .1.2.3. ) n = 4. 32.5. Page 26 of 30 Process Industry Practices . B.3. the allowable wind story drift limits for occupied buildings shall not exceed H/200 (where H = story height).5.5 for helical springs.15 ft (0.6 Allowable Drift Limits 4. The lateral force shall be distributed to each runway girder with consideration for the lateral stiffness of the runway girders and the structure supporting the runway girders.3. excluding the lifted load. ft/sec (m/sec) Acceleration of gravity. and C Cranes Monorails L/600 L/800 L/1000 L/450 L/450 4. without impact. kips (kN) 50% of bridge weight + 90% of trolley weight.PIP STC01015 Structural Design Criteria TECHNICAL CORRECTION February 2006 TABLE 10. 4.3.05 m) Bumper efficiency factor (0.1 Allowable wind drift limits for pipe racks shall not exceed H/100 (where H = pipe rack height).5.8 m/sec2) Length of travel (ft) of spring or plunger required to stop crane.2 Vertical deflection of jib crane support beams shall not exceed L/225 (where L = the maximum distance from the support column to load location along the length of the jib beam) if loaded with the maximum lifted plus hoist load(s).6. 4.6.3.2 Except as indicated in the following subsections. if not specified.2 ft/sec2 (9. MAXIMUM ALLOWABLE GIRDER DEFLECTIONS Top-Running CMAA Class A.3. 4. and C Cranes Top-Running CMAA Class D Cranes Top-Running CMAA Class E and F Cranes Under-Running CMAA Class A. B. kips (kN) Rated crane speed.3. typically 0.4 Crane stops shall be designed in accordance with the crane manufacturer’s requirements or. for the following load: F = W V2/(2gTn) where: F W V g T = = = = = Design force on crane stop.3 Lateral deflection of support runway girders for cranes with lateral moving trolleys shall not exceed L/400 (where L = the span length) if loaded with a total crane lateral force not less than 20% of the sum of the weights of the lifted load (without impact) and the crane trolley. from crane manufacturer. Consult crane manufacturer for hydraulic plunger. TECHNICAL CORRECTION February 2006 PIP STC01015 Structural Design Criteria 4. The minimum overturning “stability ratio” and the minimum factor of safety against sliding for earthquake service loads shall be 1.0.3. Comment: This requirement is consistent with SEI/ASCE 7 provisions.6 “dead load factor” in the load combinations.3. 4.7.5 Allowable wind drift limits for buildings with bridge cranes that will not be in service during hurricanes shall not exceed H/140 or 2 inches (50 mm).3.4 Allowable wind drift limits for a building with a bridge crane that is required to be in service even during hurricanes shall not exceed H/400 or 2 inches (50 mm). 4.3.4 for definition of H). if the dead load factor is 0.6 in accordance with SEI/ASCE 7-02. 4.5 (see Section 4. Section 2. 4. in which the “factor of safety” is built into the 0.7.5 (see Section 4. Section 2. whichever is less (see Section 4. the minimum overturning “stability ratio” shall be 1.6.4 for the minimum sliding factor of safety for earthquake loads).3.3 Allowable wind drift limits for pre-engineered metal buildings shall not exceed H/80 (where H = building height). 4.6 in accordance with SEI/ASCE 7-02.7.1 Foundation design shall be based on the results of a geotechnical engineering investigation. if the dead load factor is 0.7.3.4 Overturning and sliding caused by earthquake loads shall be checked in accordance with SEI/ASCE 7-02.3.3.3.6.6.3.3 The minimum factor of safety against sliding for service loads other than earthquake shall be 1.7 Foundations 4.4 for the minimum overturning “stability ratio” for earthquake loads). 4.6. Section 9. the minimum overturning “stability ratio” for the anchorage and Process Industry Practices Page 27 of 30 .0.6 Allowable wind drift limits for process structures and personnel access platforms shall not exceed H/200 (where H = structure height at elevation of drift consideration).6. whichever is less (where H = the height from the base of the crane support structure to the top of the runway girder).3.7 Allowable seismic drift limits shall be in accordance with SEI/ASCE 7. 4. 4. In addition.7.3.2 The minimum overturning “stability ratio” for service loads other than earthquake shall be 1.6.0. For foundation design of buildings and open frame structures. For foundation design of buildings and open frame structures. the minimum factor of safety against sliding shall be 1. Comment: This requirement is consistent with SEI/ASCE 7 provisions. in which the “factor of safety” is built into the 0.7.3.6 “dead load factor” in the load combinations. 6.3.11 Foundations for ground-supported storage tanks that have sufficient internal pressure to lift the shell shall be designed for the requirements of API Standard 650 Appendix F.7.3 Support structures or foundations for centrifugal machinery greater than 500 horsepower shall be designed for the expected dynamic forces using dynamic analysis procedures.3.15 inch (3.3. settlementsensitive equipment or piping systems.8.” shall not be used. Page 28 of 30 Process Industry Practices .8.6. 4. and 7 of this Practice.14.7 Long-term and differential settlement shall be considered if designing foundations supporting interconnected.2 if using actual unfactored service loads.5.3.7.3. the maximum velocity of movement during steady-state normal operation shall be limited to 0.1 Machinery foundations shall be designed in accordance with PIP REIE686. Section 9.12 inch (3.8 Because OSHA requires shoring or the equivalent for excavations 5 ft (1.3. the top of grout (bottom of base plate) of pedestals and ringwalls shall be 1 ft (300 mm) above the high point of finished grade.7. Section 9. 4.5. 4.0 mm) per second for centrifugal machines and to 0.7. equipment manufacturer’s recommendations.5. 4. 4. 4. Section 9. Section 9. the reduction in the foundation overturning moment permitted in SEI/ASCE 7-02.3. 4.3.” For foundations designed using seismic load combination from Tables 3.PIP STC01015 Structural Design Criteria TECHNICAL CORRECTION February 2006 foundations of skirt-supported vertical vessels and skirt-supported elevated tanks classified as SUG III in accordance with SEI/ASCE 7-02.3.3. 4.8 Supports for Vibrating Machinery 4. “Overturning. and published design procedures and criteria for dynamic analysis. Chapter 4.5 For earthquake loads calculated by the “Equivalent Lateral Force Procedure” in SEI/ASCE 7.7. 4. Section 9. E. additional stability checks shall be done in accordance with SEI/ASCE 7-02.7. 5.9 Unless otherwise specified.6 The minimum factor of safety against buoyancy shall be 1.7.5. “Overturning.3.7. Section 9.5. if used to size foundations.10.525 mm) deep or greater and because it is costly to shore excavations.7.8. minimizing the depth of spread footings shall be considered in the design.8 mm) per second for reciprocating machines.2 for the critical earthquake loads specified in SEI/ASCE 7-02.3. 4.2 If equipment manufacturer’s vibration criteria are not available. shall be 1.10 Except for foundations supporting ground-supported storage tanks. uplift load combinations containing earthquake loads do not need to include the vertical components of the seismic load effect.5. 3.3.3.3.8.1 Anchor bolts shall be headed type or threaded rods with compatible nuts using ASTM A36/A36M. unless specified otherwise by the manufacturer.11.9.12 Design of Driven Piles 4. in the absence of a detailed dynamic analysis.3 Reinforcing steel shall allow a minimum of 3 inches (75 mm) of concrete cover on piers without casing and 4 inches (100 mm) of concrete cover on piers in which the casing will be withdrawn.3.TECHNICAL CORRECTION February 2006 PIP STC01015 Structural Design Criteria 4.3. 4.3.3 Anchor bolt design shall be in accordance with PIP STE05121. 4.80 to 1.7 The maximum eccentricity between the center of gravity of the combined weight of the foundation and machinery and the bearing surface shall be 5% in each direction. the pile types specified in PIP STS02360 shall be used.3.1 Minimum vertical reinforcement shall be 0.8.8.2 All ASTM A36/A36M.9.5 For reciprocating machinery less than 200 horsepower.11.20 times the exciting frequency. the foundation weight shall be designed to be at least three times the total machinery weight. F1554 Grade 55. 4. the foundation weight shall be designed to be at least five times the total machinery weight. 4.1 Unless otherwise specified or approved. 4.6 The allowable soil-bearing or allowable pile capacity for foundations for equipment designed for dynamic loads shall be a maximum of half of the normal allowable for static loads. 4. F1554 Grade 36.12.3.3.3. A193/A193M Grade B7. 4.10 Wood Wood design shall be in accordance with the American Forest and Paper Association National Design Specification for Wood Construction and with the NDS Supplement . 4.3. in the absence of a detailed dynamic analysis.4 For centrifugal machinery less than 500 horsepower. 4.3.9 Anchor Bolts 4. 4.3. unless specified otherwise by the equipment manufacturer. Process Industry Practices Page 29 of 30 . A307.11 Design of Drilled Shafts 4.9.2 The minimum clear spacing of vertical bars shall not be less than three times the maximum coarse aggregate size nor less than three times the bar diameter. or A354 Grade BD material.8.3.50% of the pier gross area or as required to resist axial loads and bending moments.11. F1554 Grade 105. 4. 4.Design Values for Wood Construction. and F1554 Grade 36 anchor bolts shall be hot dip galvanized. A307.3.8 Structures and foundations that support vibrating equipment shall have a natural frequency that is outside the range of 0. A354 Grade BC.8. If the increased forces on the element or connection are greater than 5%.3 Unless otherwise specified. transportation. 4.4.4 The top of piles shall penetrate a minimum of 4 inches (100 mm) into the pile cap.3. no further analysis is required.3.3.1 If additions or alterations to an existing structure do not increase the force in any structural element or connection by more than 5%. 4.4. structural designs shall be performed in accordance with the following: 4. the exposure condition shall be evaluated to establish the corrosion allowances for steel piles. The strength of any structural element or connection shall not be decreased to less than that required by the applicable design code or standard for new construction for the structure in question.13 Vessel Load Cell Supports Supports for vessel load cells shall be designed in accordance with PIP PCCWE001 and PIP PCEWE001.12. and installation stresses. 4.3 Page 30 of 30 Process Industry Practices . 4.4.3.2 4.4 Existing Structures If the owner and the engineer of record agree that the integrity of the existing structure is 100% of the original capacity based on the design code in effect at the time of original design. 4.12.12.2 In addition to in-place conditions.PIP STC01015 Structural Design Criteria TECHNICAL CORRECTION February 2006 4. the element or connection shall be analyzed to show that it is in compliance with the applicable design code for new construction. piles shall be designed to resist handling.