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AD-A166 032 DNA-TR-84-54
INVESTIGATION OF ENVIRONMENT AND RESPONSEPHENOMENA FOR BURIED TARGET STRUCTURES INCRATER MARGINS
Y. Marvin ItoRussell H. EnglandKenneth N. KreyenhagenCalifornia Re~irch and Technology, Inc.20943 Devnshire StreetChatsworth, CA 91311-2376
1 May 1981 90_
Technical Report
CONTRACT No. DNA 001-80-C-0168
disrbutio Is unlimitd. i
THIS WORK WAS SPONSORED BY THE DEFENSE NUCLEAR AGENCYUNDER RDT&E RMSS CODE 8344080464 Y99QAXSC21038 H2590D.
Prepared for L CDirector APRI 01986DEFENSE NUCLEAR AGENCYWashington, DC 20305-1000 E
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UNCLASSIFIEDSECURITY CLASSiFICAtION OF THIS PAGE t-A/ 32
REPORT DOCUMENTATION PAGEto. REPORT SECURITY CLASSIFICATION lb. RESTRICTIVE MARICINGS
UNCLASSIFIED_______________________le. SEURTY CLASSFICTIO4 AUTH4ORITYV 3. OISTRIIUTIONIAVoULABITY OF REPORT
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4 PINIORMING ORGANIZATION REPORT NUMER(S) S. MONITORING ORGANIZATION REPCRT NUMERtS)
CRT'34O0F DNA-TR-84-54Ge. NAM OF PlERFORMING ORGANIZATION Wb OFFICE SYMBOL Ia. NAME Of MONTORING ORGANIZATION
California Research 1DirectorII Technology, Inc. J_______ Defense Nuclear Agency
GL ADDRESS (COf ty, g UPI% &W Cdo) It ADDRESS (011y Stat.. and ZIP Cod.l)
20943 Devonshire StreetWahntDC23510Chatsworth, CA 91311-2376Wahntn DC23510
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ot, tri S tI-c &6c' j~ P4 6271SF o9QAXS I C DH00O711. TITLE (bxd Spcwnty Ocisaoj 675 947
INVESTIGATION OF ENVIRONM7-' SPN PHENOMENAFOBUIDTRESRCUESNCRATER- MARGINS NSNEFOBUIDTRESRUUESN
12. PERSONAL. AUTHOR(S NIto, Y. Marv in; Englani, Russell H.; K 'enagenii Kenneth N.'Technijcal Report I to 800219, To 810415S 810501 iN
It. SUPPLEMENTARY NOTATIONThis work V&SsSponsored by the Defense Nuclear Ag yunder RDT&E RMSSCode 8344080464 Y99qAXSC21038 H25900.____________________________
17. OSAI CDES114. SUBJECT TERMS (Coridnue on~i nhclmsarend identj" by bRjck numfb.,)
FIEL 4RU Cratering a combined Effec (CARE) Buried Structures13 1 1 Finite-Elament Models Numerical Simuilation
11. AftTRACT (0 wwu an, ,wvm if n141Mly and identify loc 6160wmbo) osraiv reePeak overpressure on the surface is widely used as the kill is erion in targeting
studies. There are sitI'd.ions.-however, in which this may be overly~cnevtv reemiseadng illcrturion. gi -pnftictlr,to kill structures which are hardened to
withsfand the effects of several thousand psiloverpressure, may require sucn small missdistances for avT 4 blast-only kill that the structure will be within or very near thccrater. q1*-w&-octlnsDrther effects - notably direct ground shock and craterinqactiongb* m I vrhlig) factors in the structure kill. -
In order to contribute to a more complete understanding of the response of our4edstructures near craters, an exploratory investigation was performed involving thefollowing approach:
1. Review experimental data for model structures exposed to the near-crater (over)20. OISTR1BU7,ION I AVAIL.ABILITY Of ABSTRACT 1. A8STR_^CT SECURITY CLASSIFICATION
[3UCLASSIFEO0iJNLIMtTfD IM SAME AS RPT. C DTIC USERS UNCLASSIFIED22P. NAME OF ;.ESPC.NSt9LE INDIVIDUAL. 22b. TEL.EP14ONE (,Achtc Area Cod*) 22c. OFFICE SYMBOL
Betty L. Fox 1(202) 325-7042 1DNA/STTID0 FORM 1473.,e4 MAR 53 APR 0dtion may be used until exthausted. -SEICURITY CLASSIFICATIO2N OF6 11.5PAGE
All other edition arw ObWe. UNCLASSIFED
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SURITYC SIFICATION OF THIS PAGE
20. Abstract (continued)
environnt in high-explosive (HE) tests.
2. Define free-field dynamic crater environment, starting with an HEevent (MIDDLE GUST III), using results of a recently completednumerical simulation.
3. Develcp siplifled methodology for determining structure-mediainteractions in the grossly-deforming nee crater environment.
4. Evaluate response and vulnerability of representative buriedstructures exposed to near-crater environment.
Ar Based on the results of this exploratory investigation, the followingW. ) conclusions are drawn:(t W'ere2
/ Using simulated MIDDLE GUST III dynamic environment, r sponse of repre-sentatvestructures at various ranges near the crate 6eeanalzed,44_gs imp-f~h r eI~ s..- For example, the MX-B vertical shelter (trd- 7)
is predicted to be destroyed in the crater margin due to decoupled effectsof peak ground shock pressure (crushing), dynamic ground shock gradient(plas,;c hinge), and late-time differential displacement (plastic hinge). (2)
Distinct layering in the MIDDLE GUST III geology (probably typical.of manytarget sites) substantially affect; structure vulnerability to dynamic
7' ground shock gradient and late-time differential displacement from craterinqflow. (.k)
I Environment near nuclear craters will be more severe than near HE craters,7 due to effects of 5-10 times higher peak overpressure at crater radius.
Thus, HE sources alone wil not simulate the combined environment effectsnear nuclear craters. ( )
If test sites whlch are chosen have no strong reflective interface at arelatively shallow depth, the neir-crater environment for model structureswill probably not be as severe as for full-scale structures near nuclearcraters in typical layered geologies.
Accssion For
NTIS GPA&IDTIC TABU~nannouzncedJustification
ByDistribution/.
Availability CodesAvail awd/or
Dist Special
UNCLASSIFIEDSECURITY CLASSIFICATION OF THIS PAGE
I
SUMhMARY
The technologies of cratering, ground motions and non-linear
structural response have been brought together to develop and
apply a simplified methodology for analyzing the response of
structures in the grossly-deforming crater-margin environment.
The effort has resulted in initial steps towards identifying and
quantifying major kill mechanisms in this combined effects
environment.
DEFINITION OF NEAR-CRATER ENVIRONMENT
Numerical cratering solutions provide the only current meansfor complete description of the dynamic environment near craters.
They provide stress and displacement histories of the near-
crater environment which can be used to evaluate the vulner-
ability of structures.
EXperimental data primarily consist of permanent dis-
placements from sarid columns. HE data has been reviewed and
correlated with scaled slant range in different tests and media.
Data scatter is very large, about a factor of four in weak soils.
The detailed definition of the free-field crater environ-
ment from a recently completed numerical calculation of the
MIDDLE GUST III HE event has been used in the current investi-
gation. The peak compressive stress contours for MIDDLE GUST III
show an impoitant characteristic of this layered geology, namely
the rapid attenuation which occurs in the more dissipative
shallow soil layers above the rock layers. Thus, shallow-buried
m-----1
I,
structures may be rubjected to a less severe direct-induced
stress environment than deeper structures in the rock layers.
Also, a sharp displacement gradient occurs at the soil/rock
interface.
VULNERABILITY OF STRUCTURES NEAR CRATERS
Simplified soil/structure interaction methods have been
developed to evaluate the response of structures in the
near-crater environment. These techniques are used to examine
the separate effects of peak ground shock, dynamic ground shock
gradient and cratering flow displacement.
Failure due to Peak Ground Shock:
A finite-element soil/structure analysis was used to
evaluate the relationship between free-field stress andsoil/structure interface stress. Given this relationship, static
collapse analysis was used to determine structural vulnerability
due to ground shock.
In the MIDDLE GUST III near-surface wet geology, the peak
interface stress was found to be essentially the same as the peak
free-field stress. Thus, the predicted collapse contours fortypical structural cross-sections are determined using the peak
ground shock pressure.
Failure due to Dynamic Ground Shock Gradient:
The early-time bending response of structures is excited by
the temporal and spatial gradient of the ground shock along the
structure length. A finite-element analysis of soil/structure
2
A,
interaction showed that structures are initially accelerated with
the free-field ground shock motion. Thus, the free-field ground
shock motion was used to define the early-time dynamic loading on
the structure.
Ftnite-element beam (2-D plane stress) models were used to
evaluate the early-time bending response of vertical shelters and
silos placed in the simulated MIDDLE GUST III dynamic ground
shock gradient. The maximum predicted range for destruction of
these vertical structures are in the crater margin.
Failure due to Cratering Flow Displacement:
The late-time bending response of structures was evaluated
using a quasi-static finite-element beam analysis procedure with
non-linear soil springs to account for the soil/structure
interaction loads which occur during ciatering flow.
The response of shelters and silos was considered for the
MIDDLE GUST III geology (wet clay over weathered shale), using
the calculated free-field crater flow displacement. These
results show a substantial drop in peak bending stiess near the
crater edge and the significant effect of the clay/shale
interface.
CONCLUSIONS
Based on the results of this exploratory program the
. , following conclusions are drawn:
e Using simulated MIDDLE GUST III dynamic environment,response of representative structures (MX-B shelter andSTP silo) at various ranges has been analyzed using
3
structural engineering models. These structures arepredicted to be destroyed out to the following maxiraumranges due to the dasmad effects of:
EInvirnnmnt (Failure) N zB
peak ground shock pressure 55 ft 50 ft(crushing)
dynamic ground shock gradient 58 ft 50 ft(plastic hinge)
late-time differential displacement 55 ft <30 ft(plastic hinge)
These ranges are all in the crater margin where thecrater radius is at 55 ft.
* Distinct layering in the MIDDE GUST III geology(probably typical of many target sites) substantiallyaffects structure vulnerability to dynamic ground shockgradient and late-time differential displacement fromcrater ing flow.
4 e Environment near nuclear craters will be more severe thanN. near HE craters, due to effects of 5-10 times higher peak
overpressure at crater radius. Thus, HE sources alone(hemisphere of TNT or capped cylinder of ANFO) will notsimulate the combined environment effects near nuclearcraters.
e If test sites which are chosen have no strong reflectiveinterface at a relatively shallow depth, the near-craterenvironment for model structures will probably not be assevere as for full-scale structures near nuclear cratersin typical layered geologies.
* For structures testing, it would be desirable to selectsites with representative scaled layering, and to fieldstructure models both entirely within layers, andextending between layers.
4
PREFACE
This final report describes (primarily in briefing format)
an exploratory investigation of environment and response.
phenomena for buried target structures in crater margins. The
investigation was performed for the Defense Nuclear Agency 'DNA)
under Contract DNA001-80-C-0168. The DNA technical monitors were
Dr. Kent L. Goering and Maj. Myron E. Furbee.
The authors have received valuable assistance from many
discussions with D. L. Orphal, S. ichuster, M. H. Wagner and
Prof. R. B. Nelson. In addition, Y. Muki and F. W. Ross-Perry
provided assistance in the performance of the numerical
calculations.
5
? ,
WI
/ ,, -
' r~
CONVERSION FACTORS
To Convert From To Metric (SI) Units ultiply By
degree (angle) radian (rad) 1.745 x 2 -2
foot meter (a) 3.048 x Z -1
inch metor (a) 2.540 x -2
pound-force (lbf avoirdupois) newton (y) 4.448
kip (1000 lbf) newton (N) 4.448 x Z -3
2pound-force/inch (psi) kilo pascal (kPa) 6.894
kip/inch2 (kesi) kilo pca sl (kPa) 6.994 in 1 -3
ton (t) megajoule (4j) 4.183 x E +3
kiloton (kt) negajoule (NJ) 4.193
A more complete listing of conversions may be found in "Metric PracticeGuide E 380-74", American Society for Testing Materials.
I-iI
TABLE OF CONTENTS
USUMAY........ ............... 1
PREFACE ..................... 5
CONVERSION FACTORS ................ 6
1 NRDUTO ...................... 13
1. 1 BACKGROUND ................ 131.2 OBJECTIVES ................. 141.3 APPROACH....................................... 14
2 OVERPRESSU~RE AT CRATER RADIUS .................. ~ 15
3 EXPERIMENTS WITH STRUCTURES NEAR CRATERS ........... 25
4 DFFINITION OP NEAR-CRATER FREE-FIELDZNVIRO~ON '.......................................... 41
4.1 EXPERIMENTAL NEAR-CRATER DATA................. 424.2 NUMERI CAL CALCULAT IONS OF NUCLEAR CRATERS 464.3 NUMERICAL CALCULATION OF MIDDLE GUST III
HE CRATER...................................... 48
5 RESPONSE AND VULNERABILITY OF STRUCTURESNEAR CRATERS........................................ 61
5.1 FAILURE DUE TO PEAK GROUND SHOCK ............... 635.2 FAILURE DUE TOD DYNAMIC GROUND SHOCK
GRADIENT....................................... 775.3 FAILURE DUE TO CRATERING FLOW
D ISPLACE3Nr................................... 91
6 CONCLUSIONS AND RECOMMENDAIONS .................... 108.
REFERENCES......................................... 112
7
LIST OF ILLUSTRATIONS
1 Peak Overpressures at Crater Radius in
Different Media .................................. 23
2 Structural Response from the DUGWAY-403 Test.... 27
3 Structural Response from the ESSEX V Test..*...... 29
4 Structural Response from the ESSEX I Phase2Structure Test ................................. 31
5 Structural Response from tha TEAPOT ESS Test .... 33
6 Structural Response from the MIDDLE OUST IIITest .. . . . . . . . . . . . . . . . . . . . 35
7 Structural Response from the DIAL PACK Test. 37
8 Structural Response from the MINERAL ROCK Test.. 39
9 Permanent Displacement from MIDDLE OUST III ..... 43
10 Range of Permanent Displacements in Weak Soilfor Surface Tangent Events... .................. 44
11 Range of Permanent Displacements for VariousGeologic Media for Surface Tangent and AboveSurface Charge Geometries ........................ 45
12 Peak Compressive Stress Contours by 5 msec fromMIDDLE GUST III Numerical Simulation ............. 49
13 Peak Compressive Stress Contours by 10 msec fromMIDDLE OUST III Numerical Simulation ............ s0
1. Peak Compressive Stress Contouri by 14 mec fromMIDDLE GUST III Numerical Solution .............. 51
15 Peak Compressive Strqss Contours from MIDDLEGUST III Numerical Simulation ................... 52
1s Numerical Simulation of Intermediate-TimeCrater Formation of MIDDLE GUST III Event....... 53
17 Displacement Contours at 25 msec from MIDDLEGUST III Numerical Simulation................... 54
8
LI3T OF ILLUSTRATIONS (continued)
i8 Displacement Contours at 50 msec from MIDDLEGUST III Numerical Simulation ................... 55
19 Displacement Contours at 80 meec from MIDDLEOUST III Numerical Simulation ............. i ..... 56
20 Numerical Simulation of Late-Time CraterFormation of MIDDLE GUST III Event .............. 57
21 Displacement Contours at 100 mec from MIDDILEOUST 1ll Numerical Simulation ................... 58
22 Displacement Contours at 150 msec from MIDDLEOUST III Numerical Simulation ................... 59
23 Displacement Contours at 200 meec from MIDDLEGUST III Numerical Simulation .................... 60
24 Failure Due to Peak Ground 3hock ................ 63
25 Evaluation of Structural Loading of Thlin-WalledStructures by Ground'Shock ...................... 65
26 Finite Element Soil/Structure Island Model Usedto Evaluate Interaction with Ground Shock ....... 67
27 Comparison of Free Field Soil Pressure withPressures on Soil/Structure Interface at 55 ftRange in MIDDLE GUST III Environment ............ 69
28 Static Collapse Pressure for Thin-Walled SteelBox and Cylinder Structures ..................... 71
29 Stte% T, l'.apse Pressure for Thin-Walled ConcreteDon .d ,:- 'nder Structures ....................... 73
30 Predi., -.- *lapse Contours for Structural Cross-Sectionb !- AIDDLE GUST III Wet Clay Layer, Basedon Peak Compressive Stress....................... 75
31 Failure Due to Dynamic Ground Shock Gradient .... 77
32 Evaluation of Structural Bending Response Due toGround Stock Gradient ........................... 79
33 Beam Model of Buried Steel Tilt Structure inMIDDLE OUST III Environment..................... 81
9
LIST OF-IWJUSTRATIONS (Continued)
Figure
34 Comparison of Bending Stress Distribution atTims of Peak Amplitudes in~ the Tilt GageStructures at 40-ft. Range in MIDDLE OUST IIIEnvironment............................... 83
?s Calculated Peak Bending Stress in Tilt GageStructures in the MIDDLE OUST I II Environmaentat Various Ranges................ ........... 85
36, Calcul tted Peak Bending Streso due to GroundShock Gradient in Ver'Lical Structures Placedin MIDDT.Z GUST III Environment ............ 87
37 Maximum Predicted Range at which Tilt Gages ariaNX Vertical Shelter Model will be Destroyed duoto Effects of Ground Shock Gradients in MIDDLEGUST III ............................................ 89
38 Failure due to Cratering Flow Displacement .... 91
39 Evaluation of Structural Bending Response due toDifferenatial Free Fie!d Displacements AlongStructure ........................................... 93
40 Plane Strain Finite Element Model used toEvaluate Equivalent Soil Springs ................ 95
41 Nonlinear Soil Spring Force-DisplacementCharacteristics for' Circular Cross-SectionStructures ......................................... 97
42 Horizontal Displacements at 40-ft Range inMIDDLE OUST III at 200 meec ........................ 99
43 Comparison of Calculated Tilt of VerticalStructures with Tilt Gage Mejsuremeints inMIDDLE GUST III ................................... 101
44 Peak Bending Str3ss in Scaled Vertical Structuredue to Differential Frem Fiold HorizontalDisplacements in MIDWLE OUST III Environment... 133
45 Peak Bending Stress due to Differential FreeField Horizontal Displacements along Scaled NX-BVertical Structures in M(IDDLE GUST IIIEnvironment ...................................... 105
46 Peak Bending Stress due to Differential FreeField Displacements along Scaled )5X-5 HorizontalStructure in MIDDLE GUST III Environment ........... 107
10
LIST 0F TABLES
1 Crater Parameters for Near-Surface Nuclear TestRvents ...................... 17
2 Nuclear Contact Burat - Craterine Parametersfor Generic Materials .............. 19
3. HE Surface Tangent - Crater Pxrameters forGenerica Materials ................ 21
4 Suxr.ary of Prior DNA Nuclear CraterCalculations .................. ................... 47
12
SECTION 1
INTRODUCTION
1.1 BACKGROUND
Peak overpressure (APM) on the surface is widely used asthe kill criterion in targeting studle. This is because APmaxis applicable to both HOB and contact bursts, and Lecause it ispredictable with some confidence, and because it is largelyindependent of target media. There are situations, however, inwhich AP.. is overly conservative or even a misleading killcriterion. In particular, to kill structures which are hardenedto withstand the effects of several thousand pat ovrpressuresmay require such small miss distances for an airblast-only killthat the structure will be within or very near the crater. Insuch locations, other effects - notably direct ground shock andcratering action - b6come substantial, if not overwhelmingfactors in the structure kill.
Instinctively, one believes that any practical militarystructure which is close enough to a burst-to be within theactual crater or even in the grossly-deformed region immediatelysurrounding that crater will be convincingly destroyed by thesevere combined effects of direct ground shock, airblast-inducedground shock, and large local gradients in displacements. However,in a recent near-surface burst test [1] have in which modelstructures were buried near the expected edge of craters (i.e., inthe region we will refer to as the "crater margin'), the modelstructures survived even though they were ejected from the crater.
13
I
1.2 OBJECTIVES
The rather surprisirg results of these observations for
model structures near HE craters indicate a need for more
complete understanding of the response of buried structures near
craters. It is the overall objective of this investigation to
contribute to such understanding through:
e Definition of the nature of the dynamic environmentwithin the margins of craters formed by near-surfacebursts over various generic media, and
* Examination of the response and vulnerability of genericstructures in that environment.
1.3 APPROACH
Within this overall objective, the investigation consisted
of the following tasks:
.) Review of experimental data for model structures exposedto the near-crater environment in HE tests-
2) Detailed definition of free-field dynamic craterenvironments, starting with an HE event (MIDDLE GUST11), using results of a recently-completed numericalcalculation on another contract (DNA001-80-C-0265).
3) Development of simplified methodology for definingstructure-media interactions in the grossly-deformingnear-crater environment.
4) Evaluation of response and vulnerability of represen-tative buried structures exposed to near-craterenvironment.
14
SECTION 2
OVERPRESSURE AT CPATER RADIUS
This section gives the peak overpressure at the crater
radius in various media and a comparison of simple-geometry
high-explosive (HE) and nuclear (NE) bursts. It is noted that
the environment near nuclear craters will be more severe than
near HE craters, due to effects of 5-10 times higher peak
overpressure at crater radius. Thus, simple-geometry HE sources
alone do not simulate the combined environment effects near
nuclear craters.
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24
SECTION 3
EXPERIMENTS WITH STRUCTURES NEAR CRATERS
Several high-explosive (HE) tests involving surface or
near-surface explosions have been conducted to obtain data on the
effects of nuclear weapons on various buried structures. Some of
these results have indicated that even the severe environment
within or near the edge of craters may not be sufficient to
produce assured destruction of some hardened targets. In a
recent test rl;, -qinforced concrete thin-walled box-type
structures located near the surface in silty clay did not
collapse, even though they were ejected from the crrter of a
buried charge.
This is perhaps an extreme example, and the military utility
of a target structure which has been tosed about and totally
disoriented is questionable, even though the integrity of theshell may not have been totally violated. On the other hand,
such evidence raises doubts about any easy assumption in target-
ing studies that structures within craters are assuredly
destroyed. In addition, not all such structures necessarily
become part of the ejecta. Those especially which are in thecrater rim or which impinge into the crater (even substantial
distances) may not only survive but may also be only moderately
disoriented.
This section gives a summary of the key tests with
structures near craters. It is noted that most scaled-structure
models were not exposed to the severe deformation which occur
within craters.
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SECTION 4
DEFINITION OF NEAR-CRATER ENVIRONMENT
Numerical cratering solutions provide the only current means
for complete description of the dynamic environment near craters.
They provide stress and displacement histories of the near-crater
environment which can be used to evaluate the vulnerability of
structures.
Experimental data primarily consist of permanent displace-
ments tom sand columns. HE data has been reviewed and corre-
lated with scaled slant range in different tests and media. Data
scatter is very large, about a factor of four in weak soils.
The detailed definition of the fr_ e-field crater environ-
ment from a recently completed numerical calculation of the
NID Z OUST III HE event has been used in the current investiga-
tion. The peak compressive strese ,contours f or MIDLE GUST III
show an impoztant characteristic of this layered geology, namely
the rapid attenuation which occurs in the more dissipative
shallow layers. Shallow-buried structures may therefore be
subjected to a less severe environment than deeper structures in
this geology. Also, a sharp displacement gradient occurs near
the material interface,'.
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Figure 9. Permaentu Displacements from Hiddle Gust Event 3.All DataW~ere Measured in the Soil at or near the Surface.(from Carnes, Rzf. 15)
43
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SECTION 5
RESPONSE AND VULNERABILITY OF STRUCTURES NEAR CRATERS
Simplified soil/structure interaction methods have been
developed to evaluate the response of structures in the near-
crater environment. These techniques are used to examine the
separate effects of peak ground shock, dynamic ground shock
gradiet.t and cratering flow displacement. Current vulnerability
analyses i.'volve the MIDDLE GUST III HE environment as defined by
recently completed numerizal simulation.
Failure due to Peak Ground Shock:
A finite-element soil/structure analysis was used to
evaluate the relationship between free-field stress and
soil/structure interface stress. Given this relationship, static
collapse analysis was used to determine structural vulnerability
due to ground shock.
In the MIDDLE GUST III near-surface wet geology, the peak
interface stress was found to be essentially the same as the peak
free-field stress. Thus, the predicted collapse contours for
typical structural cross-sections are determined using the peak
ground shock pressure.
Failure due to Dynamic Ground Shock Gradient:
The early-time bending reponse of structures is excited by
the temporal and spatial gradient of the ground shock along the
structure length. A finite-element analysis of soil/structure
in teraction showed that structures are initially accelerated with
61
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the free-field ground shock motion. Thus, the free-field ground
shock motion was used to define the early-t!Ae dynamic loading on
the structure.
Finite-element beam (2-D plane stress) models were used to
evaluate the early--time bending response of steel tilt gages,
NIX-B vertical shelters and STP silos placed in the simulated
MIDDLE GUST III dynamic ground shock gradient. The maximum
predicted range for destruction of these vertical structures are
in the crater margin. It should be noted that the numerical
results for the tilt gages are consistent with observed experi-
mental data.
Failure due to Cratering Flow Displacement:
The late-time bending response of structures was evaluated
using a quasi-static finite-element beam analysis procedure with
non-linear soil springs to account for the soil/structure inter-
action loads which occur during cratering flow.
The response of steel tilt gages, MX-B shelters and STP
silos was considered for the MIDDLE GUST III geology (wet clay
over weathered shale), using the calculated free-field crater
flow displacement. These results show a substantial drop in peak
bending stress near the crater edge and the significant effect of
the clay/shale interface.
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CONCLUSIONS AND RECOMHENDATIONS
Based on the results of this exploratory program, the
following conclusions and recommendations are drawn.
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LIST OF REFERENCES
1.- S. A. Kiger, Personal Communication on wEarth Penetrator (EP)Test,' U.S. Army Engineer Waterways Experiment Station,February 1980.
2. B. L. Ristvet, E. L. Tremb&, R. F. Couch, Jr., J. A. Fetzer,E. R. GoteL, D. R. Walter and V. P. Wendland, "Geologic andGeophysical Investigations of the Eniwetok Nuclear Craters,OAFWL-TR-77-242, September 1978.
3. H. L. Brode, 'Nuclear Craters on Bikini and Eniwetok Atolls:A Possible Explanation of the Disparity Between Theory andObservation,* PSR Report 917, September 1979.
4. R. E. Crawford, C. J. Higgins and E. H. Bultmann, OTh. AirForce Manual for Design and Analysis of HardenedStructures," AlW-TR-74-102, October 1974.
S. H. F. Cooper, Jr., 'Estimates of Crater Dimensions forNear-Surface Explosions of Nuclear and High-ExplosiveSources,O RDA-TR-2604-001, September 1976.
6. 'Instrumentation for Underground Explosion Test Program,'Interim Technical Report No. 3, Engineering ResearchAssociates, Inc., November 1951.
7. J. R. Hossley and G. E. Albritton, 'ESSEX-DIAMOND ORERESEARCH PROGRAM; Hardened Structure Response, Project ESSEXV," WES-TR-SL-79-11, November 1979.
8. J. R. Hossley, 'ESSEX-DIAMOND ORE RESEARCH PROGRAM; ESSEX I,Phase 2: Structures Test,' DNA PR 0020, November 1975.
9. G. K. Sinnamon, N. M. Newmark, R. E. Woodring and F. Matsuda,'Behavior of Underground Structures Subjected to an Under-ground Explosion, Operation Teapot,' University of IllinoisReport No. WE-1126, October 1957.
10. 'Proceedings of the Mixed Company/Middle Gust Results Meeting13-15 March 1973; Volume 1, Sessions 1, 2A and 3A,0 DNA31SIP, May 1973.
11. P. D.' Smith and S. C. W. Ng, "Investigation of BuriedStructures in Middle Gust Test Series, Volume I,Uninstrumented Structures,' AFWL-TR-73-57 (Vol. 1), April1974.
112
.0. r ! 7tw
T777 ; 717-&A<.i 'y Q>C
12. t. J. Odello and C. R. Smith, "Silo Configuration EvaluationTest," DASA NA-007, October 1971.
13. L. B. Browder, "Structural Response of Unlined VerticalCylinders in Granite to 100-Ton TNT Detonation,'AFWL-TR-70-74, December 1970.
14. G. D. Jones and F. W. Davies, 'Permanent Displacements inRock: Operation Nine Shaft, Mine Ore Event,* DASA 2276, May1969,
15. B. L. Carnes, 'An Analysis of Permanent DisplacementsResulting from Surface or Near-Surface Explosions," MSThesis, Mississippi State University, August 1974.
16. K. N. Kreyenhagen, 'Some Problems in Past CrateringCalculations,' 04A SPSS Biennial Review Conference, March1979.
17. X. N. Kreyenhagen, "Review of Cratering Calculations,' (inpreparation).
18. G. lalango, J. W. McDonald and J. B. Reid, 'A Two-DimensionalCalculation of the Large Burst Phenomenoloy,' DNA 3397F,August 1974.
19. D. L. Orphal, D. E. Maxwell, J. E. Reaugh and W. F. Borden,'A Computation of Cratering and Ground Notions from a 5 MtNuclear Surface Surit over a Layered Geology (ELK 76),' DNA37111, December 1975.
20. R. Swift, D. L. Orphal and W. F. Borden, 'The Effect ofMaterial Strsngth Degradation Cratering Dynamics (ELK76-DE),- DNA 4014F, May 1976.
21. K. N. Kreyenhagen and R. L. Sjork, 'Analytical Study ofCratering in Alluvium,' DASA 2459, March 1970.
22. P. T. Dzwilewski and G. W. Ullrich, "Numerical Simulations ofCratering and Ground Shocks from High Explosive and NuclearTests,' AFWL-TR-79-2, May 1980.
23. S. A. Kiger, Personal Communication on 'Shallow-BuriedStructures Tests,' U.S. Army Engineer Waterways ExperimentStation, February 1980.
24. S. A. Kiger, 'Static Test of a Hardened Shallow-BuriedStructure,' WES-TR-N-78-7, October 1978.
113
;FT
114
~~DOW,
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115
* . .. ..
