1、_N A S A_- i_ BI!zCONTRACTORREPORTCASE Fi LENASA CR-1457MANUAL FOR STRUCTURALSTABILITY ANALYSIS OFI PLATES AND SHELLSSANDWICHI by R. T. Sulli,is, G. IFC Smith, a,id E. E. Spieri _Prepared b),E7 :_ GENERAL DYNAMICS CORPORATION_:San Diego, Calif._r Manned Spacecraf Ce,zterE NATIONAL AERONAUTICS AND SP
2、ACE ADMINISTRATION WASHINGTON, D. C. DECEMBER-1969E_Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-k_k|_ “. _ - =. - !|!Ei!Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-NASA CR-1457MANUAL FOR STRUC
3、TURAL STABILITY ANALYSISOF SANDWICH PLATES AND SHELLSBy R. T. Sullins, G. W. Smith, and E. E. SpierDistribution of this report is provided in the interest ofinformation exchange. Responsibility for the contentsresides in the author or organization that prepared it.Prepared under Contract No. NAS 9-8
4、244 byGENERAL DYNAMICS CORPORATIONSan Diego, Calif.for Manned Spacecraft CenterNATIONAL AERONAUTICS AND SPACE ADMINISTRATIONFor sale by the Clearinghouse for Federal Scientific and Technical InformationSpringfield, Virginia 22151 - Price $3.00Provided by IHSNot for ResaleNo reproduction or networkin
5、g permitted without license from IHS-,-,-Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-ACEI/ ttONEYCOMB-_III Iil tli I _ /“ / _o_ _q-ll II tIL-_ / / /4_ / /_D 1Rp_lIBCB_N);/CORE i DEPTH ! / _ _t l-RIBBONDIRECTIONHONEYCOMB SANDWICH CONSTRUCTIONiiiPr
6、ovided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-ABSTRACTThe basic objective ofthis study was to develop and compile a manual whichwould include practical
7、and up-to-date methods for analyzing the structuralstabilityof sandwich plates and sheIs for typical loading conditions whichmight be encountered inaerospace applications. The methods proposed foruse would include known analyticalapproaches as modified for correlationwith applicable testdata.The dat
8、a presented here covers recommended design equations and curvesfor a wide range of structural configurations and loading conditions, includ-ing combined loads. In a number of cases, actual test data points are in-cluded on the design curves to substantiate the recommendations made. Forthose items wh
9、ere little or no test data exists the basic analytical approachis presented along with the notation that this represented the best available“data and should be used with some caution and judgment until substantiatedby test.The following subjects are among those covered in the manual:Local Instabilit
10、yGeneral Instability of Flat PanelsGeneral Instability of Circular CylindersGeneral Instability of Truncated Circular ConesGeneral Instability of Dome-Shaped ShellsInstability of Sandwich Shell SegmentsEffects of Cutouts on the General Instability of Sandwich ShellsInelastic Behavior of Sandwich Pla
11、tes and ShellsProvided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-Section4TABLE OF CONTENTSINTRODUCTION .i. 1 GE 2:ERA_“ .I. 2 FAILURE MODES .LOCAL INSTABIL
12、ITY .2.1 INTRACELLULAR BUCKLING (Face Dimpling)2. i. 1 Sandwich with Honeycomb Core .2.1.2 Sandwich with Corrugated Core .2.2 FACE WRINKLING .2.2.1 Sandwich with Solid or Foam Core (AntisymmetricWrinkling) 2.2.2 Sandwich with Honeycomb Core (SymmetricWrinkling) 2.3 SHEAR CRIMPING .2.3.1 Basic Princi
13、ples .2.3.2 Design Equations .GENERAL INSTABILITY OF FLAT PANELS .3.1 RECTANGULAR PLATES 3.1 1 General 3.1 2 ITniaxial Edgewise Compression 3.1 3 Edgewise Shear 3.1 4 Edgewise Bending Moment 3.1 5 Other Single Loading Conditions 3.1 6 Combined Loading Conditions .3.2 CIRCULAR PLATES 3.2.1 Available
14、Single Loading Conditions .3.2.2 Available Combined Loading Conditions 3.3 PLATES WITH CUTOUTS 3.3.1 Framed Cutouts 3.3.2 Unframed Cutouts .GENERAL INSTABILITY OF CIRCULAR CYLINDERS 4.1 GENERAL 4.2 AXIAL COMPRESSION .4.2.1 Basic Principles .4.2.2 Design Equations and Curves .PageI-ii-i1-42-12-12-12-
15、82-212-212-282-372-372 -403-13-13-13-53-253-373-463-473-733-733-733-743-743-754-14-14-54-54-17viiProvided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-TABLE OF CONTENTS, Contd.Section Page4.34.3.14.3.24.44.4.14.4.24.54.5.14.5.24.64.6.14.6.24.74.7.14,7.24.7
16、.34.7.44.7.5PURE BENDING Basic Principles .Design Equations and Curves .EXTERNAL LATERAL PRESSURE .Basic Principles .Design Equations and Curves .TORSION Basic Principles .Design Equations and Curves .TRANSVERSE SHEAR Basic Principles .Design Equations and Curves .COMBINED LOADING CONDITIONS .Genera
17、l Axial Compression Plus Bending Axial Compression Plus External Lateral Pressure.Axial Compression Plus Torsion Other Loading Combinations GENERAL INSTABILITY OF TRUNCATED CIRCULARCONES 5.1 AXIAL COMPRESSION .5.1.1 Basic Principles .5.1.2 Design Equations and Curves .5.2 PURE BENDING 5.2.1 Basic Pr
18、inciples .5.2.2 Design Equations and Curves .5.3 EXTERNAL LATERAL PRESSURE .5.3.1 Basic Principles .5,3.2 Design Equations and Curves .5.4 TORSION 5.4.1 Basic Principles .5.4.2 Design Equations and Curves .5.5 TRANSVERSE SHEAR 5.5.1 Basic Principles .5.5.2 Design Equations and Curves .5.6 COMBINED L
19、OADING CONDITIONS .5.6.1 General 5.6.2 Axial Compression Plus Bending 4-254-254-294-324-324-424-474-474-544-624-624-644-654-654-674-714-894-955-15-15-15-45-65-65-75-95-95-125-145-145-165-185-185-205-215-215-23viiiProvided by IHSNot for ResaleNo reproduction or networking permitted without license fr
20、om IHS-,-,-SectionTABLE OF CONTENTS, Contd.5.6.3 Uniform External Hydrostatic Pressure 5.6.4 Axial Compression Plus Torsion 5.6.5 Other Loading Combinations GENERAL INSTABILITY OF DOME-SHAPED SHELLS 6.1 GENERAL 6.2 EXTERNAL PRESSURE .6.2.1 Basic Principles .6.2.2 Design Equations and Curves .6.3 OTH
21、ER LOADING CONDITIONS INSTABILITY OF SANDWICH SHELL SEGMENTS .7.1 CYLINDRICAL CURVED PANELS 7. i. 1 Axial Compression .7.1.2 Other Loading Conditions .7.2 OTHER PANEL CONFIGURATIONS .EFFECTS OF CUTOUTS ON THE GENERAL INSTABILITYOF SANDWICH SHELLS INELASTIC BEHAVIOR OF SANDWICH PLATES ANDSHE L LS9.19
22、.1.19.1.29.29.2.19.2.2SINGLE LOADING CONDITIONS Basic Principles .Design Equations .COMBINED LOADING CONDITIONS .Basic Principles .Suggested Method .Page5-275-345-396-16-16-36-36-126-157-17-17-17-117-118-19-19-19-19-39-i09-109-13ixProvided by IHSNot for ResaleNo reproduction or networking permitted
23、without license from IHS-,-,-Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-Figure1.1-11.2-11.2-21.2-32.1-12.1-42.1-52.1-62.1-72.1-82.1-92.1-102.1-112.1-122.2-3LIST OF FIGURESTypical Sandwich Construction Localized Instability Modes .Ultimate Failur
24、es Precipitated by Face Wrinkling .Non-Localized Instability Modes .Critical Stresses for Intracellular Buckling UnderUnia.xi al Compression .Definition of Dimensions Chart for Determination of Core Cell Size Such ThatIntracellular Buckling Will Not Occur .Corrugation Configurations .Buckling Modes
25、.Local Buckling Coefficient for Single-Truss-CoreSandwich .Local Buckling Coefficient for Single-Truss-CoreSandwich .Local Buckling Coefficient for Single-Truss-CoreSandwich Local Buckling Coefficient for Double-Truss-CoreSandwich .Local Buckling Coefficient for Double-Truss-CoreSandwich .Local Buck
26、ling Coefficient for Double-Truss-CoreSandwich .Local Buckling Coefficient for Truss-CoreSan Isotropic Facings;Transverse Shear Properties of Core Isotropie or Ortho-tropic; Vp = 0 .Buckling Coefficients Cp for Circular Sandwich CylindersSubjected to External Lateral Pressure; Isotropic Facings;Tran
27、sverse Shear Properties of Core Isotropic or Ortho-tropic; Vp = 0.05 Buckling Coefficients Cp for Circular Sandwich CylindersSubjected to External Lateral Pressure; Isotropic Facings;Transverse Shear Properties of Core Isotropic or Ortho-tropic; Vp = 0.10 .Circular Sandwich Cylinder Subjected to Tor
28、sion Page4-134-15_-194-204-244-284-304-324-364-444-454-464-47xviProvided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-Figure4.5-24.5-34.5-44.5-54.5-64.5-74.5-84.7-34.7-44.7-54.7-64.7-74.7-84.7-9LIST OF FIGURES, Contd.Typical Log-Log Plot of the Buckling Co
29、efficient K s forCircular Sandwich Cylinders Subjected to Torsion .Buckling Coefficients for Circular Sandwich CylindersSubjected to Torsion .Buckling Coefficients for Circular Sandwich CylindersSubjected to Torsion .Buckling Coefficients for Circular Sandwich CylindersSubjected to Torsion .Buckling
30、 Coefficients for Circular Sandwich CylindersSubjected to Torsion .Buckling Coefficients for Circular Sandwich CylindersSubjected to Torsion .Buckling Coefficients for Circular Sandwich CylindersSubjected to Torsion .Sample Interaction Curve Design Interaction Curve for Circular Sandwich CylindersSu
31、bjected to Axial Compression Plus Bending .Design Interaction Curve for Circular Sandwich CylindersSubjected to Axial Compression Plus Bending .Circular Sandwich Cylinder Subjected to Axial CompressionPlus External Lateral Pressure Typical Interaction Curves for Circular Sandwich CylindersSubjected
32、to Axial Compression Plus External LateralPressure .Interaction Curves for Circular Sandwich Cylinders Subjectedto Axial Compression Plus External Lateral Pressure Interaction Curves for Circular Sandwich Cylinders Subjectedto Axial Compression Plus External Lateral Pressure Interaction Curve for Ci
33、rcular Sandwich Cylinders Subjectedto Axial Compression Plus External Lateral Pressure Interaction Curves for Circular Sandwich Cylinders Subjectedto Axial Compression Plus External Lateral Pressure xviiPage4-504-564-574-584-594-604-614-664-684-704-714-744-794-804-814-82Provided by IHSNot for Resale
34、No reproduction or networking permitted without license from IHS-,-,-Figure4.7-104.7-114.7-124.7-134.7-144.7-154.7-164.7-174.7-185.1-15.1-25.2-15.3-15.3-25.4-15.5-15.6-15.6-2LIST OF FIGURES, Contd.Interaction Curves for Circular Sandwich Cylinders Subjectedto Axial Compresmon Plus External Lateral P
35、ressure Interaction Curves for Circular Sandwich Cylinders Subjectedto Axial Compress:on Plus External Lateral Pressure Interaction Curves for Circular Sandwich Cylinders Subjectedto Axial Con:press:on Plus External Lateral Pressure Interaction Curves for Circular Sandwich Cylinders Subjectedto Axia
36、l Con:press:on Plus External Lateral Pressure Interaction Curves for Circular Sandwich Cylinders Subjectedto Axial Compresmon Plus External Lateral Pressure Interaction C_rves for Circular Sandwich Cylinders Subjectedto Axial Compresswn Plus External Lateral Pressure Circular Sandwich Cylinder Subje
37、cted to Axial CompressionPlus Torsion Conditional Interaction Curve for Circular Sandwich CylindersSubjected to Axial Compression Plus Torsion .Conservative Interaction Curve for Circular Sandwich CylindersSubjected to Axial Compression Plus Torsion .Empirical Knock-Down Factors .Truncated Sandwich
38、Cone Subjected to Axial Compression.Truncated Sandwich Cone Subjected to Pure Bending .Truncated Cone Subjected to Uniform External LateralPressure , . o . , . . . , . . . o . .Truncated Sandwich Cone Truncated Sandwich Cone Subjected to Torsion Truncated Cone Subjected to Transverse Shear Sample In
39、teraction Curve Design Interaction Curve for Truncated Sandwich ConesSubjected to Axial Compression Plus Bending .Page4-834-844-854-864-874-884-894-934-945-25-45-75-95-125-175-185-215-26XVIIIProvided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-Figure5.6-3
40、5.6-65.6-75.6-86.1-16.2-16.2-26.2-36.2-47.1-37.1-4LIST OF FIGURES, Contd.Truncated Cone Subjected to Uniform External HydrostaticPressure .Truncated Sandwich Cone Truncated Cone Subjected to Axial Compression PlusTorsion .Conditional Interaction Curve for Truncated SandwichCones Subjected to Axial C
41、ompression Plus Torsion .Conservative Interaction Curve for Truncated SandwichCones Subjected to Axial Compression Plus Torsion .Truncated Cone Subjected to Axial Compression PlusBending Plus Torsion .Structural Dome Shapes Sanchvich Dome Subjected to External Pressure Schematic Representation of Re
42、lationship Between Kc and V c.Knock-Down Factor 7d for Sandwich Domes Subjected toUniform External Pressure .Buckling Coefficient for Sandwich Domes Subjected toExternal Pressure .Cylindrical Panel and Associated Flat-Plate ConfigurationSchematic Logarithmic Plot of Schapitz Criterion for Non-Sandwi
43、ch Cylindrical Skin Panels .Schematic Logarithmic Plot of Test Data for CylindricalIsotropic (Non-Sandwich) Skin Panels Under AxialCompression Graphical Representation of Equations (7.1-5) through(7,1-8) P age5-275-315-345-385-395-406-16-36-76-96-137-27-37-67-10xixProvided by IHSNot for ResaleNo rep
44、roduction or networking permitted without license from IHS-,-,-Table2-1314-15-16-17-19-19-29-3LISTOFTABLESSummaryof DesignEquationsfor LocalInstability Modesof Failure .Summaryof DesignEquationsfor GeneralInstability ofFlat SandwichPanels .Summaryof DesignEquationsfor Instability of CircularCylinder
45、s .Summaryof DesignEquationsfor Instability of TruncatedCircular Cones.Summaryof DesignEquationsfor Instability of Dome-ShapedShellsSummaryof DesignEquationsfor Instability of Cylindrical,CurvedPanels .RecommendedPlasticity ReductionFactorsfor LocalInstability Modes RecommendedPlasticity ReductionFa
46、ctorsfor the GeneralInstability of Flat SanchvichPlates.ReeommendedPlasticity ReductionFactorsfor the GeneralInstability of Circular SandwichCylinders, TruncatedCircular SandwichCones,andAxisymmetricSandwichDomesPage2-423-764-985-426-167-129-79-89-9XXProvided by IHSNot for ResaleNo reproduction or n
47、etworking permitted without license from IHS-,-,-LIST OF SYMBOLSa RaPbb RbfbPC LCOCPDDqdECEfESE tPanel length, inches. Major semi-axis of an ellipse, inches.Axial length of a cylindrical panel, inches.Length of the fiat panel shown in Figure 7. I-i, inches.Panel width, inches. Minor semi-axis of an
48、ellipse, inches.Circumferential width of a cylindrical panel, inches.Pitch of corrugated core, inches.Width of the flat panel shown in Figure 7. i-i, inches.Length parameter defined by Equation (4.7-25), dimensionless.Parameter defined by Equations (4.2-21) and (6.2-19), dimensionless.Buckling coefficient for sandwich cylinders subjected to externallateral pressure,
