ML19260C068
| ML19260C068 | |
| Person / Time | |
|---|---|
| Issue date: | 11/02/1979 |
| From: | Levin H, Martore J Office of Nuclear Reactor Regulation |
| To: | |
| Shared Package | |
| ML19260C066 | List: |
| References | |
| NUDOCS 7912180312 | |
| Download: ML19260C068 (35) | |
Text
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c RECONNAISSANCE REPORT - IMPERIAL VALLEY EARTHQUAKE - OCTOBER 15, 1979 (Personal observations of Howard A. Levin and Joseph A. Martore)
INTROCUCTION On October 15,1979 at 4:18 pm an earthcuake of Richter Magnitude 6.4 occurred in the Imperial Valley of California. The epicenter of the main shock is believed to be located on the Imperial Fault just south of the California -
Mexico border. Numerous aftershocks were felt the first two days; 15 were magnitude 4.0 or greater and 7 were between magnitude 5.0 and 5.6 The NRC organized a reconnaissance team of five members to survey the damage associated with the earthquake and to collect seismological data.
\\fter arriving at El Centro, Ca. on the morning of October 18, 1979 the team split up to afford better coverage of the area. The following discussion summarizes the observations of Howard. A. Levin and Joseph A. Martore.
The El Centro Steam Plant was of primary interest to the NRC reconnaissance team because of its similarity to many older operating nuclear power plant facilities.
A tour of this facility was made to assess the degree of damage sustained with the objective of utilizing collected data to assist the NRC staff in ongoing seir,mic evaluations of older operating nuclear power plant facilities, The following items were also viewed during our 2-day stay:
- 1) Resider;tial and comercial buildings in El Centro, Imperial, and Brawley
- 2) Imperial County Services Building D
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- 3) New River Bridge
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d a) Union Oil Tank Farm E
- 5) Canal damage
- 6) Fault t*end ard surface ructure, licuf faction, and 3:ii fe ~t.res, g\\
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2-GENERAL DAMAGE CESCRIpTION The earthquake caused moderate damage in the Calexico, Imperial, El Centro and Brawley areas. The damage was generally confined to pockets of areas along the trace of the Imperial Fault.
In these areas there were many observations of buckled and collapsed masonry walls, toppled brick chimneys, cracked pavements and sidewalks, damaged irrigation lines, and ruptured gas and water lines.
Approximately 100 buildings suffered minor to mod. losses. Numerous mobile hemes toppled off their foundations,.and plateglass windows cracked and shattered.
About 40 to 100 people were injured, but none seriously. Preliminary damage losses in Imperial County was estimated to be about 50 million dollars. The following typical damages were observed in the El Centro area:
a) Cracking of walls and columns b) Crushing of columns c) Collapse of roofs and separation of walls from roofs d) Cracking of beams and slabs e) Crackirg, tilting, and collapse of masonry and brick walls and cnimneys f) Cracking, buckling, and settlement of sidewalks and pavements g) Cracking of windows and plate glass n) Failure of oil tanks
- 1) Slumping, settlement, and liquefaction of soil j) Extensive surface faulting.
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. EL CENTRO STEAM PLANT SU""APY A four hour tour of the El Centro Steam Plant was made by the NRC Reconnaissance Team to gain first hand knowledge of the seismic response of the facility for purposes of comparison to olcer operating nuclear power plant facilities such as those under consideration in the NRC Systematic Evaluation Program. Major plant structures and mechanical and electrical equipment were examined to assess the structural integrity and functional operability. Most damaged items and representative undamaged items were viewed. The mechanical and electrical components surveyed included those that potentially have a high degree of seismic fragility as predicted by early SEP evaluations.
The El Centro Steam Plant is located in the northeast section of El Centro approximately 3 miles from the Imperial Fault. The facility incigdes 4 oil fired units that were constructed between 1948 and 1968 with a combined electric outpu of 174 megawatts. Three units are designed using a single cycle and one has a reheat cycle. Circulating water cooling is provided by cooling towers with make-uo from onsite lagoons. Pertinent cata for each unit is summarized in Table 1.
Two units were shutdown for maintenance at the time of the earthquake. The other two units tripped off line during the event due respectively to; (1) excessive turbine thrust bearing deflection and (2) a short in the output transformer (caused by a broken ceramic insulator on the lightening arrestors). The units were back on line in I hour and 5-6 hours respectively.
This period of time was in part requireo to survey the plant and rectify tne 2'::ve ;r:clems; nowever, significant effort was required to repair various brokea l'nes.
These damaged items and others will be discussed in OO o
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. Preliminary indications are that all 4 units were originally designed for a 0.2 g equivalent static loading applied at the center of gravit/ of the item of interest. The magnitude of the lateral loading was determined using the combined live weight and dead weight. The 0.2 coefficient is greater than that which is required by the Uniform Building Code. However, based upon t?e vintage of these plants and the state of design in this period, it would appear that the seismic evaluations made by the architect / engineer should be similar to those ma.de for the older operating nuclear plants.
A digital instrument array adjacent to the plant recorded a peak acceleration of 0.38 9 A seismiscope located on the base slab of the plant peaked out off scale at 0.2 - 0.25 g indicating a greater peak acceleration possibly near the 0.38 g.
In the near future the free field response spectrum will be calculated by the USGS for use in further efforts by the NRC in understanding th: plants seismic response to this earthquake.
STRUCTURAL Each unit is founded independently on a mat foundation. The site soil column is a deep alluvium.
A shake space of approximately 1-2 inches has been provided between the units. The facility structures include (1) braced frames and (2) combined shear walls and braced frames.
No significant structural damage was observed. Minor concrete cracking was generally apparent throughout the plant. More significant cracking in the order of 1-1 " was observed at a junction of a floor diaphragm high in the structure and the turbine building shear wall; however, overall struco.:ral intigrity was maintained.
Interaction between buildings througc the 1-2 6:6 -'i a space probably occur-W.
Concrete crushing at the i
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3 respective building edges.was observed. This was more pronounced at higher elevations where larger deflections would have occurred.
Structural steel was not permanently deformed as a result of the earthquake.
Significant stressing was apparent througn observaticns of cracked paint on structural sections and the gouging of metal near connections. Slotted key-ways were provided in various locations to act as lateral seismic restraints.
One such location of interest is the boiler which is hung in a pendLlum fashion using rods supported by a braced frame. Lateral seismic restraints are mounted on the braced frame which minimize excessive motion of the freely supported boiler. Travel through the restraint gap was evicenced by paint chipping in the area. The overall support system appears to have performed adequately.
pip!?:G The boiler feed piping, high pressure saturated steam piping and in general most high pressure and high temperature piping is seamless and welded and fabricated using A-lC6B material, All lines greater than 6 inches diameter are schedule 120 and lines less than 6 inches diameter are schedule 80 through 160. Other piping varies widely. Threaded and flanged connections are common.
No high temperature or high pressure welded piping failed during the earthquake. However, a threaded coupling on a straight section of a 2 inch diameter cooling water line failed. Additionally welded water treatment lines 3 inches and 4 inches in diameter failed in straight runs apparently due to corr 0sicr assisted weakening of the pipe wall. Circumferential cracks a.32 en:1, caused.y the earcac.tke ve e caserveo; h:never, lea:.c;e r
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_o o Ju o Ju m General observations indicate that the piping systems are hung in a more flexible manner than that which would be required by current NRC criteria.
However, the piping is supported in a similar manner to older ocerating nuclear power plants and it may be inferred that the seismic resconse would be similar. These observations are on the surface encouraging.
Future effort by the NRC will be devoted to establishing estimates of the actual seismic loading experience by the plant piping systems for purposes of comparison to nuclear plants such as those considered in the SEP.
The circulating water lines are buried and are concrete / bell and spikit with 0-rings in ciameters of 36 inches, 40 inches, 48 inches and 60 inches for the respective units. No evidence of failure or excessive leakage was observed.
MECFANICAL EOU'?"ENT It was generally observed that mechanical equipment was supported in a consistant and, adequate manner. Attention was paid in the design to provide latersi load resisting mechanisms. Historically, anchorage specified for thermal-hydraulic reasons has tended to provide adeouate seismic resistance for mechanical equipment.
The only functional failure of a mechanical component occurred due to the fracture of a yoke on a 4 inch diameter air operated valve on a steam line to the evaporator. This observation is consistant with preliminary staff evaluations which have predicted potential r.,roblems associated with high bending and torsional stress in piping and yokes due to the response of the eccentric rass of the operators, k
16M 273
. In a few cases yielding was observed in the steel supports of various horizontal heat exchangers and horizontal tanks. This often was due to weak direction bending on wide flanged structural sections.
In no case did the yielding affect operability. Additionally, it was common to observe lateral sliding of roller heat exchanger supports up to 3-5 inches.
Apparently these deflections were adequately tolerated by the attached piping since no evidence of cracking was observed at the nozzles or other discontinuities in the pioing.
Other components viewed included horizontal pumps, vertical pumps, and column supported vertical tanks. None of these experienced observable pr0blems.
Of particular interest are the vertical deep draft condensate pumps which have 20 feet shafts. The anchorage of these pumps was originally strengthened to adequately take startup hydraulic forces.
The hydraulic provisions mere than ade:ntely provided seismic resistance capacility.
ELECTRICAL EQUIPMENT The base and lateral support details of electrical equipment including the anchorage of smaller pieces of electrical equipment mounted on racks or housed in cabinets appeared to have adequately responded to the earthquake. There was no evidence of permanent deformation or uplift of any anchorages or supports. All electrical equipment functioned properly except the output transformer where a broken insulator on the lightening arrestor caused a short. Large insulators typically have failed during earthquakes; however, these occurrances do not have safety impact for either nuclear or fossil plants.
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. The observed equipment was typical of electrical equipment at the older operating nuclear facilities. Representative examples of the 6110 wing were surveyed:
Motor control centers Switchgear Instrument Panels Control Roa, Panels Transformers Cable Trays Transmitters The cable trays are ladder type, vertically supported by channel struts.
Overall, the cable tray systems are more flexible than that which would be recuired by :urrent criteria; however, they are similarly supported as those observed at older plants. The support integrity was maintained and the cable trays appeared to have met their functional requirements.
It appears that care was taken during fabrication and installation of the cabinets and their supports to assure an adequate anchorage and these details were uniformly specified throughout.
It is not immediately evident whether ths echorages were engineered. However, indiscriminate tack welding or the use of anchors that rely on frictional clamping forces was not observed.
Most of the equipment was anchored using embedded ar.chor bolts. In no cases were pulled out bolts observed.
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-g-SPECIAL STRUCTURES Failureswereovserhedforafewlargerightcircularoilstoragetanks located in the yard. The most significant case involved buckling of a tank roof and a 1 inch by 8 foot slit at the welded junction of the roof and the wall of a 135 foot diameter x 45 foot tank. Oil spilled out of the full tank due to sloshing during the earthquake. It is hypothesized that a vacuum caused the buckling which ultimately ruptured the tank. The tanks are not anchored at the base. They are founded on a bed of 4-5 feet of gravel topped with 6 inches of asphault. The outside support details of these tanks are not similar to those specified at the nuclear plants.
Hcwever, they are internally supported the same using braced frames.
Failures were not observed in the dikes of the circulating water make-up lagoons. The plant stacks were constructed of steel and no anomalous observations.tra made.
FUTURE ACTION Initial efforts will concentrate on obtaining the earthquake records from the digital array near the plant. These will be converted into ground response spectra for their ultimate use in predicting structural response and the floor motion seen by facility equipment. This will require obtaining plant structural and mechanical arrangement drawings for use in generating a simplified model of the principal buildings. Conclusions will be made regarding the structural integrity and functional capability of these older pieces of equipment for use in the SEP and other operating reactor activities. These efforts have been initiated by the Systenatic Evaluation Program Branch and Engineering Branch, Division of Operating Reacter.
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IMPERIAL COUNTY SERVICES BUILDING The Imperial County Services Building in El Centro was visited to observe the extent of damage and obtain an understanding of its response and failure charac-teristics. The six story building was designed in 1971 to the UBC. As the attached Figure 1 indicates the building consists of five spans in the E-W direction and three spans in the N-S direction. The first story consists of rein-forced concrete columns (approximately 2' x 2') at 25 foot centers, v.nich are the upper portions of piles driven into the soft soil between 45-60 feet, and three reinforced concrete shear walls. The upper portion of the building consists of a continuation of the first floor framing plan, stiffened by precast concrete panels, and reinforced concrete spandrel beams and joists.
Preliminary information received from California Division of Mines and Geology indicates a peak free field ground acceleration of 0.25 g, and a maximum acceleration at the roof level of 0.58 g.
The most severe damages occurred to the first story columns, which exhibited crushing and shear failures.
The outside row of columns on the east side of the building (column line A) crushed at ground level, resulting in a settlement of appr0ximately 2 feet on the east side of the building. About 40% of this settlement is believed to have been caused by the aftershocks which occurred during the two days following the initial snock. The colu n reinforcing steel had noticeably buckled out of the plane of the columns, and several 48 rebars and 43 tie bars were observed to have failed brittlely.
(The typical first floor column detail was 8 - =8 rebars with
- 3 ties). The displacement of the east bay caused a hinge to form along the second row of columns (column line B), such that the east bay floor was rotated about this column line.
Interior columns, and columns on the west side of the building, showed numerous diagonal shear cracks.
In addition there was some separation between adjacent wall :anels, and en the N&5 faces of the east bay, between the spandrel beams and the second row of columns. (Column line B).
Level readings taken following the earthquake indicate no significant settlement of the pile foundation, and no indication of liquefaction was observed in the general vicinity of the building.
Upon entering the building, extensive arenitectural and miscellaneous damage was evident. Cesks and file cabinets had been thrown about and overtumed. However, little or no damage to mechanical and plumbing components was evident. Damage to drinking fountains resulted in leaking in small water piping. No damage to electrical boxes was observed.
The importance of observing the resulting damage to the Imperial County ;ervices Building lies in the fact that it was heavily instrumented by the California Division of Mines and Geology. The instrumentation consists of a triaxiai and two uniaxial recorders on the roof and second floor, a uniaxial recorder on the ground floor, and a triaxial recorder in the free-field, approximately '00 feet from the building.
O 16M 277
. Future Action As this building was extensively instrumented, considerable efforts are expected to be made in attempting to determine the response of the building to the ground exci tation.
Initial efforts will be focused on obtaining the earthquake and response records from the free-field and building recorders.
It is anticipated that this building response will be compared te an analytically predicted responte, based on the free-field input motion. No NRC efforts in this area are anticipated at this time, however studies are expected to be forthcoming from the Calif.
Division of Mines & Geology, EERI, and several Calif. academic institutions.
NEW RIVER BRIDGE The New River Bridge at Rts. 78/86, consists of two, two lane reinforced concrete bridges supported by an array of concrete piles. The ends of the bridge are tied into the wing walls which act as retaining walls adjacent to the abutment. The bridge span (i.e. pavement roadway) rests simply on the end foundation abutments.
An examination of the bridge and surrounding soil indicated the following:
- 1) Considerable soil slumping and depression into the river and around the piles was evident. The lower portion of the piles appeared to have moved toward the river due to downslope movement of the soil bank surrounding the piles. At the west end of the bridge there was an indication of pre-earthquake erosion of the fill surrounding the end abutment.
- 2) The bridge exhibited about an 8" skew displacement at each end. This appeared to be due to relative movement of the two banks along the river, since there is no obvious structural reason for the apparent torsional rotation.
- 3) In addition to the transverse movement, longitudinal movement was indicated by a separation of the bridge frcm its end foundation (about 2-3" longitudinally). Some twising about the center of the bridge was evident.
Also, a six inch sertical displacement was evident between tne bridge pavement and the roadway outside the bridge.
- 4) Horizontal cracks (possibly tension and flexural) appeared at the top of the piles where they joined the bridge roadway. These cracks did not completely circumscribe the piles, but were open on one side of the pile, indicating a probable overturning motion.
- 5) There was no indication of diagonal shear cracking thru the piles.
UNION OIL TANK FARM Several right circular oil tanks at a tank farm were observed to have suffered damages. The tank farm is located north of El Centro, approximately 1.5 miles from the fault. The tanks are anchored to concrete foundation mats.
O 160( 278
. The damage to these tanks differed from the oil tank roof buckling observed at the steam plant.
Instead, failure was due to wall buckling at the base of the walls, resulting in one case in a bulge extending half way around the tank.
In other tanks, small slits along the bottom weld seam, small leaks, and breaks in small pipes between the tank outlet and the point of burial in the ground were observed. Several of the tank tie down restraints were bent.
In addition, small cracks, or separations, between the concrete mat foundations and the soil were evident, indicating possible bearing movement. Damage was typically minor, and leaks were eventually sealed.
ALL AMERICAN CANAL AREA IN SOUTH EAST AREA 0F COUNTY An area east of Calexico, along the all American canal, was observed to show considerable strike-slip surface faulting, with a maximum off-set of about 55 cm. The surface fault was visible for many miles (about 30 km), crossing
~ famland, streams, the canal, and Interstate Highway 8.
Extensive pavement cracks, buckling, and settlemer.ts (maximum approximately 6") were evident,
.resulting from the initial shock and subsequent aftershocks.
In addition to the surface faulting, soil slumping and several large (about 5-6 foot diameter) sink holes due to depressions were observed near streams and where' streams went under the road pavement.
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TABLE 1 SUtilARY OF PERTillENT FACILITY DATA EL CENTRO STEAM PLAtlT EL CENTRO, CALIFORillA DATE C0riSTRUCTION ELECTRIC ARCillTECT/ ENGINEER UNIT COMPLETED CAPACITY CONSTRUCTOR TURBINE VENDOR BOILER DATA i
1948 20Mwe Gibbs & 11111 Westinghouse Combustion Engineering 260 000 lb/hr, 700 psi 3
825 F, single cycle 2
1952 30Mwe Gibbs & 11111 Allis-Chambers Babcock & Wilcox 300 000 lb/hr, 850 psi 3
900 F, single cycle 3
1952 44Mwe Gibbs & 11111 Westinghouse Co.nbustion Engineering 1250 psi, 950 F single cycle 4
1968 90Mwe Flour Westinghouse Bradley 1500 psi, 1000 F reheat cycle 0 1000"F I
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FIGURE 1 PLAN OF IMPERIAL COUNTY SERVICES BUILDING INDICATING FIRST FLOOR COLUMN AND SHEAR WALL ARRANGEMENT N
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CATALOG 0F PHOTOGRAPHS IMPERIAL VALLEY EARTHOUAKE CCTOBER 15, 1979 PHOTO NO.
DESCRIPTION 1
Sink hole possibly caused by liquefaction at depth 2
Surface rupture on roadway showing additional displacement after main shock 3
Surface rupture along Imperial fault 4
Land slide possibly contributed to by liquefaction 5
Recently repaired channel showing offset over 20' segment 6
Toppled chimney and canopy 7
Surface rupture along Imperial fault bisecting bails of alfalfa 8
Sink hole possibly caused by liquefaction near bank of earth irrigation channel 9
El Centro Steam Plant 10 Oil storage tanks showing buckled rocf and I" x 8' tear at spring line 11 Turbine hall 12 Repaired coupling on circulating water line from boiler 13 Defomed horizontal heat exchanger support 14 AiroperatedYalveon2"diameterline 15 Seismic restraint on boiler 16 Boiler support framing 17 Separation of floor diaphram and shear wall 18 Shake space between units / crushed concrete 19 6"transYerseslideofrollersupportonhorizontalheat exchanger 20 Concensate purc '20' deep draft)
G 16M 282
. PHOTO NO.
DESCRIPTION 21 Air tank 22 Motor control center 23 ImperialCountySerhicesbuildingshowingdamagedeastwing 24 ICSB column failures - east bay 25 ICSB beam-column cracking ICSB column failure - east bay 2B ICSB separated spandrel beam - east bay 29 ICSB column failure - east bay 30 Toppled bookcases - 5th ficer ICSB 31 New h her Bridge abutment 32 NewRiherBridgecrackedwingwall/8"mainspandisplacement 33 NewRiherBridgeabutmentshowingdisplacementofmainspan 34 NewRiherBridgecolumnshowingpreviousrepairandrew c-acking e
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1 ,, m /> y . he+ .} 'f,' se P T ,e i .~~ w.. p. .3 j s 3- , g.. c n. P P-i fgf y,. .- a.. w. .7 e, n m . s = :. ~ A + w a. gj pum. w _.r .. : a . n_ . A n., .c 4 + w.g.g e..g s a .t. 4 r 4.a... pm.:y w., . c 5-vr s.y x....g. h @ M'a.+I EN,. 2b , J.k.?,4EN. c...[dd .[. 3 k33 .2%A2dStd in C @ M Y4 & i. y 16&T 292 32. 3 ~ OBSERVATIONS OF LEON REITER Introduction On Oct.15,1979 at 4:06 p.m. local time a moderately large earthqua':e occurred in the Imper.al Valley of California and nearby Mexico. As the seismologistmemberofafourmanNRCteamthatarrihedinCalifornia thenightofOct.17Ihahedescribedbelowtheresultsofapproximately 12hoursspentinthefieldonOct.18and19thobserhingprimarilythe geological and seismological aspects of this earthquake. Theseobserhations should be viewed as preliminary in nature. Many detailed studies of thisehentwillundoubtedlybepublishedbaseduponanalysesofthe wealth of data that is still being collected. Main shock and aftershocks - location and size ThemainshockepicenterispresentlybeliehedtobelocatedontheImperial Fault just south of the California-Mexico Border. It has been assigned a Richter Magnitude (M ) of 6.4 and a surface wase magnitude (Ms) cf 5.5 g In the first two days there were many aftershocks,15 were magnitude 4.0 or greater and 7 were between Magnitude 5.0 and 5.6. Most of the aftershocks appear to be located in the Imperial Valley 10 to 30 kilometers north of the mainehent. 16M 293 '. Strono Motion Records This earthquake and its aftershocks will undoubtedly present the scientific and engineering comunity with the most complete and useful set of strong motion recorcs ever obtained from a sequence of earthcuakes. Prior to the earthquakes accelerometers were in place every few miles along the Imperial Fault. A linear array perpendicular to the fault was also in place thru the town of El Centro. An experimental digital array was put into operation one week prior to the main event. In addition to these existing instruments seismocopes and standard seismograph stations were operating at various locations in tne Imperial Valley. After the main event many additional accelerometers and seismometers were emplaced particularly in the zone of aftershocks. Preliminary reports of some peak accelerations include 0.389 from the digital array about 0.79, 0.66, 0.28g and 0.199 from accelerometers 5 km from the fault and 9 at distances of about one km or more from the fault. It cannot be overemphasized that these readings are preliminary and will undoubtedly be changed as analysis procedes and corrections are applied. Fault Ruoture Fault rupture appears to have occurred mainly on the trace of Imperial Fault. This fault, a continution of the San Andreas fault which separates the North American and Pacific Plate, last ruptured along 60 km of its length in an sequence of earthquakes in 1940. In the present event about 30 km of fault rupture have been mapped so far. The largest rupture we observed was approximately 30 cm of right lateral strike slip (horizontal) displacement south of El Centro. The V. S. G. S. has reported 55 cm of horizontal \\ 16M 294 . displacement near this. It is interesting to note that the observed fault rupture dies off rapidly to the south of these observations and there are no reports of ruptura in Mexico where the epicenter is believed to be. W e observed no or only slight displacement on highways paralleling the border. To the north the displacement changed character becoming dip-slip (vertical). We observed a maximum of 15-20 cm of vertical displacement between Imperial and Brawley. Vertical displacement was also observed on the Brawley fault to the North. The block between the Imperial and Brawley faults appears to have dropped down. This is consistent with the general stress regime associated with East West tension, North South c:mpression and Northwest strike-slip movement. Mapping of the fault rupture is going on with additional attention being paid to aftershock area in the north. We observed evidence of post main event movement in the south. We were not able to determine whether this was due to aftershocks or seismic creeo. In addition to fault rupture, soil liquefaction, sandblows and sliding were observed. Particularly impressive was the massive rupturing of road and embankment several hundred meters from the fault trace. D
- D'3'Y Damage Severe damage was observed at the county services building in El Centro Several bridges also were damaged. We observed 3 damaged gas storage tanks in a tank fam 2 to 3 km from the fault north of El Centro. The worst damage resulted in a " bulge" extending half way around the tank. Small leaks resulted which were eventually sealed. There were many tanks on the farm and it might be valuaDie to detemine why some were affected and oth'ers were not. Some cider downtown areas in El Centro also reported damage but none as severe as ths C:un:y Services Building. 52 iniler: were ecc-ted damaged in a :an-ground 2 to 3 km from the fault. A steam power plant 5 km from the fault
\\\\ 160f 295 in El Centro lost power from several of its units due to piping failures. A storage tank near the plant also suffered a fractured top that was apparently related to sloshing. The damage patterns appeared very spotty damaged buildings next to undamaged ones and toppled chimneys next to intact ones. Damage in the northern area near Brawley' appears to be more related to the smaller yet closer aftershocks rather than the larger more distant main event. There was extensive instrumentation in and around the County Services Building and adjacent to the steam plant. The digital strong motion array was within several hundred feet of the plant and a seismoscope was inside the plant itself. In general the damage did not aopear extensive in the area and one could drive thru the valley several days later and sense only minor damage. Comparison with the Relevant Earthquakes The last large earthquake to occur in the Imperial Valley took place on May 18, 1340. This event considered by many to be a complex multiple earthquake had a Richter Magnitude of 6.5 and a Surface Wave Magnitude (M ) s of 7.1. The Imperial Fault ruptured for about 60 kilometers. Damage (Intensity X) was more severe than the 1979 event. The one accelerogram that was recorded during this event reached a peak acceleration of 0.35g at a point about 6 kilometers from the fault. The epicenter was 12 kilometers south of this station and the rupture proceeded both to the north and to the south well into Mexico. The maximum displacement (greater than 5 meters strike-slip) occurred near the Mexico-California border. At this location the 1979 earthquake resulted in litt.le or no surface fault rupture. 16g 296 . It is of interest to note that the 1971 San Fernando Earthquake was of similar magnitude as the 1979 Imperial Valley event (M = 6.4, Ms = 3.6) L yet the damage caused was far greater (two hospitals were destroyed end many lives were lost). In contrast to the strike slip and normal (tensional) faulting found in the 1979 event the San Fernando event was one associated with thrust faulting where one side of the fault overrides the other so as to relieve the buildup of strong compressional stresses. The maximum displacement observed for this event was 2.5 meters. The orientation and nature of faulting was most likely a f actor in the greater damage observed from this similar sized event. Preliminary Conclusions Some preliminary conclusions based upon observations of the results of this earthquake are: 1. The extensive instrumentation of this event and its aftershocks will provide extremely valuable information for seismologists and structural engineers. For seismologists this event and the well recorded Aug. 1979 Gilroy earthquake provide a previously unduplicated set of data which will help to better understand strong ground motion from moderate sized earthquakes. For structural engineers the extensive recordings at the County Services Building and near the Steam plant will also be extremely useful. NRC should maintain active contact with California Division of Mines and Geology and the U. S. Geological Survey so as to obtain the data as soon as possible. I6EH7 297 . 2) The great varability in observed damage is impressive when one considers that all the structures are underlain by very thick layers of sediments. There must be large differences in structural design that account for the variability.
- 3) Single parameter descriptions of earthquake motion are very poor descriptors of the ground motion and its affects. The 1940 event traditionally cansidered to be 0.35g was worse than the 1979 event which seems to have recorded similar peaks nearby and most certainly had higher peaks recorded at other locations. The use of magnitude alone to describe near field effects is also a poor indicator of ground motion. The different nature and crientation of faulting in 1971 San Fernando event undoubtedly affected the ground motion from that Richter Magnitude 6.4 event. Because of the small data set empirical strong motion parameters have traditionally lumped together various faulting situations. Research in both theoretical and empirical studies of ground motion should be encouraged to help differentiate q
among these for engineering use. N
- 4) NRC should follow carefully tne results of the aftershock study particularly N
with respect to ground motion and damage. This area has not previously @9 received sufficient attention in our evaluation of seismic hazard. [LW Q
- 5) T he trip was extremely useful. Aside from the U. S. Geological Survey q
the California Division of Mines and Geolggy and the Earthquake Engineering U Research Institute we met individuals from universities, utilities, ( 9 g' consulting companies and industrial units who began arriving on the scene within hours after the occurrence of the earthquake. Each group, beside locking at tne general ef#ects, was concerned with its own aarticular interest. No one group has exactly the same concern as the other and r.c : u ccvers ali ccncerns. It is to iiRC's interes: to be represented on the scene to identify areas specifically related to its re latory role. 1AB7 798 ~ . 6) As many individuals as possible (seismologists, geologists, geotechnical engineers, structural and mechanical engineers) should be encouraged to participate in future inspection teams on a rotating basis. I found that this trip adds a perspective that cannot be found in journal articles, scientific meetings or hearings.
- 7) In spite of the hasty manner with which the trip was organized, it posed to extremely useful. In the future however it would be prudent to take such trips into account prior to the occurrence of the e arthqu ake. Individuals should be made aware of the possibility of such a trip. Management should allot funds for these trips and travelshould know that they will occur. Passports should be prepared beforehand since the chance of a larger size earthquake occurring is much more likely in other countries. General preparation for these trips should be coordinated with the Earthquake Engineering Research Institute and the U. S. Geological Survey.
Individuals contacts proved very useful. In general the U. S. Geological Survey was very cooperative and helpful to the NRC tean. Note added 10/29/79 We have received additional information on strong motion recordings from this earthquake. The attached output copied from the Strong Motion Information Retreival System indicates several peaks - acceleration approaching 1.0g and at one location one kilometer from the fault a peak acceleration of 1.74g was recorded in the vertical direction. This is the highest peak acceleration recorded anywhere in the world from any earthquake. It should be pointed out that in spite of these hign accelers: ions, damage from this earchouake -as mede*1ta. h e-y y9 e e e DTP 7 9 m, n yl l } l i ...Je . 4. IJ lJ ja s. .J P Q a L JU. .m. .c s: 7 m .* *e s s e 14 . a.a.. V r L s.,' E s v s.t l ' we .44 J I I A c 'J..I L' J e ** a e. U U r* b e e
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