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L QE 175 .U55 j ro,7 5 19BO F 7 @U 55 16 -75 9 BO PrOPOrtY Of (-Cr- Library U S . DEPARTMENT OF COMMERCE NOAA COASTAL SERVICES CENTER 2234 SOUTH HOBSON AVENUE CHARLESTON , SC 29405-2413 Geologic and seismic Studies Related to Construction of the Northern Tier Pipeline in Clallam County, Washington by Douglas M. Johnson and Norman H. Rasmussen June 1980 "The preparation of this report was financially aided through a grant from the Washington State Department of Ecology with funds obtained from the National Oceanic and Atmospheric Administration, and appropriated for Section 308(b) of the Coastal Zone Management Act of 1972." Table of Contents Abstract . . . . . . . . . . . . . . . . . . . . . . . I. Seismicity . . . . . . . . . . . . . . . . . . . . Instroduction . * * : : ' ' * * ' * ' 5 Discussion and C@nclu*siions . . . . Estimated Accelerations . . . . . . . . . . . . . 7 Summary and Recommendations . . . . . . . . . . . 10 II. Water Table . . . . . . . . . . . . . . . . . . . . 12 Introduction . . . . . . . . . . . . . . . . . . . 12 Discussion . . . . . . . . . . . 12 Summary and Recommendations . . : : .* ., *.: : .* .* 14 III. Dungeness River Crossing . . . . . . . . . . . . . 17 Introduction . . . . . . . . . . . . . . . . . . . 17 Discussion/Conclusions . . . . . . . . . . . . . . 17 Recommendations . . . . . . . . . . . . . . . . . 20 IV. Soil Liquefaction-Ediz Hook . . . . . . . . . . . . 21 Introduction . . . . . . . . . . . . . . . . . . . 21 Discussion . . . . . . . . . . . . . . . . . . . . 21 Conclusions . . . . . . . . . . . . . . . . . . . 23 Recommendations . . . . . . . . . . . . . . . . . 23 V. Ediz Hook Pile-liquefaction study . . . . . . . . . 26 Introduction . . . . . . . . . . . . . . . . . . . 26 Discussion . . . . . . . . . . . . . . . . . . . . 26 Conclusions . . . . . . . . . . . . . . . . . . . 26 Recommendations . . . . . . . . . . . . . . . . . 28 VI. Anchor Penetration . . . . . . .. . . . . . . . . . 29 Introduction . . . . . . . . . . . . . . . . . . . 29 Discussion . . . . . . . . . . . . . . . . . . . . 29 Conclusions . . . . . . . . . . . * . . . . . . . 29 Recommendations . . . o . . o . . . . . . . . . 30 VII Port Williams to Partridge Point Submarine Crossing . . . . . o . . . . . . . . . . ... . . 31 Introduction . . . o . o o . . . . . . . . 31 Discussion . . . . . . . . . . . . . . . . . . . . 31 Conclusions . . . o . . o . o . . . . . . . . 32 Recommendations . . . . . o . . . . . . 32 Appendices I-1 Earthquakes Used in Seismic Study . . . . . . . . 37 1-2 Data from Boore (1978) Acceleration, Velocity Displacement . . . . . . . . . . . . . . 42 II-1 U. S. Geological Survey Water Table Printout 46 III-1 Characteristics of River Scour . . . . . . . . . 95 IV-1 Submarine Slumping and the Initiation of Turbidity currents . . . . . . . . . . . . . . . 98 VIII-1 Characteristics of Marine Seismic Sources . . . 131 Abstract This report presents the results of our review and analysis of geologic and geophysical information submitted to Clallam County by the Northern Tier Pipeline Company (NTPC) as part of their proposal for construction of a marine pipeline facility and pipeline which passes through the county. This report addresses in detail the seismicity of the region; estimates maximum probable and possible design earthquakes for this region; estimates ground acceleration in different soil types; and calculates soil liquefaction potential for materials in the pipeline corridor. Particular points investigated are the effects on the local water table; estimated scour depth at the Dungeness River crossing; depth of anchor penetration in sediments, and possible subsidence or liquefaction on Ediz Hook due to pile driving operations. Two conclusions can be drawn from the review: first, that the information submitted by NTPC is inadequate with regards to scope and content; and secondly that from what information is available the Ediz Hook terminal site should be abandoned. SECTION I SEISMICITY IA. Introduction The Port Angeles and east Clallam County area, along the proposed pipeline corridor, is in the Puget Sound- Vancouver Island Tectonic Province. This province is approximately 2 degrees wide and has a north-south trend in Washington State to about latitude 480N, where it contin- uses in a north-westerly direction through Vancouver Island. The Puget Sound-Vancouver Island Province lies to the east of, and is parallel to, the subducted Pacific plate, (Crosson, 1972). Figures 1-1 and 1-2 shows the tectonic setting as described above. In east Clallam. County there are no known surface rup- tures associated with recorded seismicity. There are some mapped surface faults in east Clallam County. However, there is no history of their surface movement during any felt or instrumentally recorded earthquake. There are some inferred faults (Gower 1978) with previous movement which was at least pre-Fraser (i.e., liOO-1200 years). Any post-Fraser seismic activity appears to be warping and folding, similar to the rest of the seismically active tectonic province described above. It is therefore believed that past large earthquakes have been deep enough to preclude surface rupture, but there has been surface warping from past large earthquakes, (Gower, 1978; Slawson, 1978). The east Clallam County area, which is in the same tectonic province as Puget Sound and Vancouver Island, can be subjected to rather large earthquakes. We have had a magnitude 7.3 shock on Vancouver Island in 1946, a magnitude 7.1 event in southern Puget Sound in 1949, and a magnitude 6.5 earthquake also in Puget Sound in 1965. Between these two energy release volumes is a seismic gap which includes southeast Vancouver Island and northern Puget Sound (Milne, 1966). Port Angeles and the proposed pipeline route in- cluding the Strait of Juan de Fuca and Saratoga Passage, is actually in this gap area and therefore can be expected to be subjected to a large earthquake someday. See figure 1-3 for seismicity map. Because the seismic record for the above mentioned tectonic province is for only about 120 years, the actual occurrence rate and occurrence pattern of the larger events is not clear. In the last 120 years all the large earth- quakes have occurred in a 20-year period--between 1946 and 2 Fig. I-1 Jo MYBP 5 MYSP 50'N WN 40' N 130*W 12 51 VO 130"W 125*W 21/2 YBP t PRESENT I 61-- 5W N 45-N W 40*N M Diagramatic sketch of several phases of plate interactions in the northeast Pacific during the past 10 m.y. showing hypothetical rel.ationships of Puget Sound region to larger features. Large arrows indicate the direction of gross plate motion relative to the American plate. Double line represents spreading center, hatched line a trench zone and single line a strike slip fault. (Crosson 1972) 3 130 125 1946 EARTHQUAKE 50 50 EXPLORER PLATE JUAN DE FUCA PLATE 451 1 45 130 1 25 Fic.. Earthquake epicenter shown relative to the plate interaction model of Riddihough (1977). Arrows indicioe relotive movernent of sniall PhLtvs relitive to the America plate. Figure 1-2. As can be seen by this diagrammatic map, the plate boundary (i.e. Explorer Plate'and the Juan de Fuca Plate) are parallel to, and an integral part of the Vancouver Island-Puget Sound Tectonic Province. 4 Cr) 490 GI (OD 0 C) C) C) (D 48-01------.. CC r 470 c@-- (D 000 0 CD CD ,460 1250 1 0 1230 Figure 1-3 shows the seismic gap where there has been no earthquakes with a magnitude above 6.0. This zone of low energy release strongly suggests that a large earthquake can occur within this area. 5 1965--and were about 3 1/2 degrees between epicenters. All of the epicenters of these large earthquakes are found along the central axis of the province. Several people have tried to divide the Vancouver Island-Puget Sound Province into sub-provinces. Unfortu- nately, there is not a long enough seismic record to convincingly accomplish this. Another problem is that there is no firm evidence to explain the exact mechanism that has caused large past earthquakes in this region so as to be able to subdivide the area on a geologic/tectonic basis. For the above.reasons the entire area must be treated as one province until more knowledge is obtained. DISCUSSION AND CONCLUSIONS IB. Possible and Probable Maximum Magnitude Earthquakes Recurrence curves have been constructed for the above described tectonic province, figure 1-4.' The earthquakes used in this recurrence study are listed in Appendix 1. Before preceding with this report, a short discussion on Modified Mercalli Intensity data must be made. The largest Mercalli Intensity historically recorded for the Port Angeles area is a VII. Intensity data can be misleading unless there is a large volume of data over a relatively small geographic area, for any particular earthquake. Unfortunately we do not have sufficient intensity data from any earthquake in the Clallam County area to be sure that the recorded inten- sity for a particular area is the real maximum intensity. For a felt earthquake there is usually one or two intensity estimates from any town or city the size of Port Angeles. This data is usually obtained from the local U.S. Postmaster. Since about 1930 the federal government has supported an intensity gathering program. This data is used in several statical studies in Washington State (Stepp 1973, Algermissen 1975, Rasmussen 1975, Malone 1979). Because we have limited intensity data from Clallam County this seismic investigation will not attempt to evaluate the largest probable or possible earthquake that can effect the pipeline facilities from intensity data. Statistically we could have a magnitude 7.3 earthquake 6 about every 500 years in the Vancouver Island-Puget Sound Province. We have had a magnitude 7.3, 7.1 and a 6.3 in less than three years, so the projected statistics for this area are not a good indication as to the expected occurrence of the larger seismic events. We must conclude that we do not know how often we can expect a magnitude 6.5 to 7.5 event. The past seismic record leads one to believe that we have statistically erratic and geographically concentrated seismicity, as far as the larger events are concerned. There is also evidence to suggest that the large events occur along the axial portion of the province; and if this is all true, as the past seismic history has shown us, we could expect a large event occurring with a hypocentral distance of 40 km from Ediz Hook and the proposed'Dipeline route in Clallam County. The actual time of this large event is not predictable due to the short historic seismic record and also because of the unknown specific tectonic process which cause these large earthquakes. There is a good possibility that the next large event will occur in the seismic gap area of past low energy release. See figure 1-3. Because of the possible consequences 6f a large oil spill from earthquake forces, a conservative approach should be pursued in interpreting the seismic, history of this area. The loss of human life from a large seismic event is not known; however, the ecologic and economic repercussions from a major oil spill would be of major consequences to the people of the entire state, and especially those of Clallam County and other counties bordering Puget Sound. The largest possible earthquake to take place in the Vancouver Island-Puget Sound Province is believed to be a magnitude 7.5 at Ediz Hook, Green Point or along the pipe- line route. The reason for predicting this magnitude event is because we have had earthquakes of 7.3, 7.1, 6.5 and 6.3 magnitude in this Province in the last 120 years. Algermissen has concluded that from his studies ofthis area a magnitude 7.5 event can occur in the Puget Sound region which is part of the above described province, (Algermissen 1975). Any critical facilities built in the Vancouver Island-Puget Sound tectonic province should be designed to withstand this 7.5 magnitude event. The largest probable earthquake to occur in the pro- vince is estimated to be a magnitude 6.5 with an hypocentral distance of 40 km from Ediz Hook, Green Point or along the pipeline route. This 6.5 magnitude shock has a statistical 7 recurrence rate of approximately 80 years; but due to the nearness of the seismic gap and the real uncertainty of the recurrence rate, there is good reason to believe that an event of this magnitude will occur during the lifetime of the oil pipeline transmission facilities. See figure 1-4 for the recurrence curve of the Vancouver Island-Puget Sound Province. Noncritical facilities could be constructed to main- tain their structural integrity from this magnitude 6.5 event, as long as there would be no oil spill or loss of life if structural failure occurred. For the actual pipe- line loading and docking facilities and critical facilities at the tank farm, the largest possible event must be used for the safety of the people and for the maintenance of an acceptable environment in western Washington and southern British Columbia. Estimated Acceleration The thickness of the unconsolidated sediments along the Clallam County pipeline route and at the storage facil- ities are approximately 600 feet (Hall and Othberg, 1974). This means that projected Bedrock accelerations may be used, but one must be aware of possible amplification at sites which are not Bedrock (Algermissen, 1976). To develop some realistic accelerations for Green Point, Edi,z Hook and along the pipeline route, several acceleration attenuation studies were reviewed., Those studies taken into consideration inorder to arrive at a conservative estimate of ground surface acceleration for the area of interest include Espinosa, 1980; Boore et al., 1980; Algermissen, 1976; Trifunac, 1976; Schnabel and Seed, 1973; Seed et al.,. 1976; and strong motion records from past earthquakes in the Puget Sound-Vancouver Island Province. Predictions of accelerations from earthquakes at a site in Clallam County, Straits of Juan de Fuca and Saratoga Passage, with a hypocentral distance of 40-60 km will be considered to have a hypocentral distance of 40 km and a epicentral distance of zero. This was done because a large earthquake could take place at any location along the pipe- line route or its related facilities; also, because of the limited amount of data available from strong motion accelerations in western Washington. Another reason is that most of the published acceleration data is from California, where earthquakes are shallow (5-20 km) and attenuation is greater than from the deeper events in western. Washington having the same epicentral distance. 8 1.0 RECURRENCE MAG. IN YEARS 6.0 25 Probable 6.5 80 7.0 250 Pass i b le 7.5 835 LogION =6 7- 1 . oM 0.1 N = numb e*r of' earth uakes of magnliude M or less M = magnitude Of z 2 0 .001 5.0 6.0 7.0 8.0 MAGNITUDE Figure 1-4 reflects a statistical recurrence curve. This is an average recurrence rate and doesn't reflect the past seismic history because the seismic record is for only 120 years and because of the seismic-gap. 9 Based on the past record of acceleration data from this province and a review of the accepted published literature it is estimated that a magnitude 6.5 event at a 40 km hypocentral distance directly below a facility will generate horizontal accelerations in consolidate soils of 0.25 g. A magnitude 7.5 earthquake with a similar depth, epicentral distance and surface material will have an acceleration of 0.35 g. It is also believed that until careful dynamic testing is completed there will be at least a 100% amplification at Ediz Hook and all B type soil locations. (B type soils as defined by Shannon and Wilson, 1978) Another approach to seismic ground motion, which gives relationships between acceleration, velocity and displace- ment has been done by (Boore 1978). His findings are shown in Appendix 2. Below is a table of maximum ground motion for earth- quakes in the magnitude range expected in the Vancouver Island-Puget Sound Province. From Boore's findings: Magnitude 7.1-7.6 earthquakes at 60 km distance Predicted Acceleration Velocity Displacement Interval in g's cm/sec cm 95% 0.55 70% 0.25 24 12 *For velocity and displacement there are only six data points and therefore only the 70% predicted interval is shown. "Predicted Interval is that interval containing a certain percent of the data points (i.e., 70% interval has 70% of the data points in that interval). In any design phase it must be recognized that while accelerations appear to be similar for both soil and Bedrock, soil may be, however, higher in some cases by a factor of 2 to 3 times the estimated rock accelerations (Algermissen, 1976). The peak velocities and displacements are significantly greater on soil sites than at Bedrock sites"in almostall cases (Boore, 1978). 10 Magnitude"6.0-6.4 earthquakes at 60 km distance Predicted Acceleration Velocity Displacement Interval in g's cm/sec cm 95% 0.19 36 19 70% 0.11 17 8 *Velocity and displacement are for magnitude 6.4 events only. In applying our interpretation and Algermissens observations on the possible effect of acceleration on unstable soils, the following accelerations are predicted. Magnitude 7.5 event Magnitude 6.5 event Acceleration in g's Acceleration in g's Green Point 0.35 0.25 C type soils 0.35 0.25 B type soils 0.70 0.50 Ediz Hook 0.70 0.50 A type soils *completely liquified Soil types from Shannon & Wilson IC. Summary and Recommendations (July 1978) From the present seismic study of east Clallam County, the Straits of Juan de Fuca and Saratoga Passage, the Northern Tier Pipeline Company has done an inadequate and less than thorough analysis of the seismicity and related ground motion of the area. Their findings appear to be a glossing over of the potential problems related to the construction of a critical facility in a seismically active area. it is the conclusion from this present study that the predicted accelerations of Northern Tier Pipeline Company are less than realistic and it is strongly felt that the accelerations predicted from this report be adopted. It is obvious that further dynamic analysis must be done before any conclusion can be drawn as to the safe construction and operation of a pipeline with its related facilities. The potential damage possible from a large oil spill warrants a very conservative approach to safe- guard the people and their natural environment in Washington State and southern.'British Columbia. Ediz Hook may have serious stability problems during strong earthquake motion and also during strong vibrational phases of construction. It is highly recommended that a thorough dynamic analysis of Ediz Hook be accomplished before even preliminary plans for design of docking facil- ities be attempted. The Green Point storage area is rather sandy, and with some clay units present, increased hydrostatic pressures could cause the saturated sands to lose their cohesiveness. The same situation exists at Port Williams and proper soil analysis can confirm or eliminate this potential problem. There is also evidence at the cliff at Port Williams of a quick clay unit which could liquify under dynamic loading. Design should take this into account aiso. It is the recommendation of this report that unless a very thorough dynamic analysis of all the soil properties are related to a magnitude 7.5 earthquake, with a 40 km hypocentral distance from the area of study, and its appropriate accelerations, as outlined in this report, no critical facility should be constructed. As of the writing of this report, Northern Tier Pipeline Company has not accomplished these studies, without which no definite conclusions to build can be made. 12 SECTION II CLALLAM COUNTY AQUIFER IN THE VICINITY OF THE PROPOSED PIPELINE ROUTE IIA. Introduction The information used in the this studv was from Noble (1960) and from the U. S. Geological Survey, Tacoma Office. The U. S. Geological Survey data is an uncorrected print- out of all reported wells drilled in the area of interest through the summer of 1979, (see appendix 3). Noble's water table investigation was to the east of Siebert Creek and along the proposed pipeline route in eastern Clallam County. With the additional well data from the U. S. Geological Survey, the water table appears to be essentially the same as interpreted by Northern Tier Pipeline Company, Hydrologi- cal plate 27, Application for Site Certification Vol. IV', Maps. Minor fluctuations between our interpretation of the water table elevations and that of Northern Tier Pipeline Company may be due to additional well data not available to Northern Tier Pipeline Company during their study or poor well head elevation control dsed in *4orthern Tier Pipeline Company's and our investigation. IIB. Discussion Noble's water table map is essentially the map of Northern Tier Pipeline Company, plate 27 (cited above), except for the extreme western portion which Noble didn't include in his study. Figure II-1 show's our interpretation of the Clallam County water table in the vicinity of the proposed pipeline route using the U. S. Geological Survey preliminary data. The water table data west of Green Point was not included in this study. The reason was that the study only included that area along Northern Tier Pipeline Company's route in Clallam County. At lower surface elevations in eastern Clallam, County there are areas of interbedded silts, clays and sandy layers. Where this strata occurs, there are found perched water tables. These perched water tables are usually not exceptionally good water producers, and better discharge is found by drilling to the main aquifer below. From Noble's (1960) work and the above mentioned Arecs of perched water table Sec.ticr-s of potential contarrij- notion from pipeline leak Contour interval; 50 feet T31 N T30N Green 3: 3: . . . . . . . . . . . . Point in %T W Cr ....... ..... . 0 Pi pe,ine Pibeli ne 50" .. ...... 00 150 ZO-0 Z50- .200 -PQ 250 00 0 0 0 I mile 0 00, -70, 0 Figure II-1 is the map interpretation from t7ie U. S. Geol Survey's preliminary data. The contours reflect the pres water table surface along the proposed pipeline right-of- 14 U. S. Geological Survey data, there appears to be several zones to the Clallam County aquifer system in the area of interest. There are two recharge source zones. one is from annual rainfall in the mountains to the south of the area brought to the area by rivers and creeks. The other source is from irrigation canals, local flooding and sprinkling systems. Just how much recharge the Dungeness River contributes to the main aquifer is not clear; however, a break in the pipeline at the Dungeness River crossing must not occur, due to the potential ground water contamination and ecological considerations downstream. There are two zones of discharge also. One is from the main aquifer and the other is from the intermittent and discontinous perched water tables above the main water table. Figure II-1 shows our interpretation of the main water table and areas of known perched water tables. There are approximately 11 miles of pipeline in Clallam County between G'reen Point and Port Williams. There are about five miles of this pipeline area where, if there were a pipeline failure, the main water table would definitely be affected. These areas are at McDonald Creek (T30N, R4W, sect. 8) along the entire pipeline section between section nine through section 12 at T30N, R4W and also sect. seven of T30N, R3W. Another location where oil contamination could easily occur is at T30N, R3W, sect. nine. At all of these locations the water table is 20 feet or less from the surface (see Figure 1.1-2). on all sites visited along the land portion of the pipeline route the soil is very sandy and appears extremely permeable. A relatively small oil leak along the pipeline route described in the previous paragraph could cause contamination of the water table. IIC. Summary and Recomendations With the data available there is no way to predict the amount of aquifer contamination from an oil pipeline leak. This is because the exact depth from the ground surface to the water table varies, depending on location, the volume and rate of a possible oil spill is not known and the true permeability of the soil at the spill location is not Extremely probable areas of contamination along the proposed pipeline route in the event of on oil leak in the pipelin Pipeline of 200'- ground surface McDonald C'reel( Y Water toble Matriotti Cr. Dungeness R. Pl;oefine of 100'- N-1 ground surI7 Wate table r UZI\ 0 mile Horizontal Scale: Figure 11-2 shows the water table and the pipeline route from the Green Point tank farm on the left to Port Williams on the right. The unlabeled depression is approximately one mile east of Port Williams, where the water table almost reaches the ground surface, is Grays Marsh. 16 known. All these factors can be obtained or closely estimated along the pipeline route, especially in the critical areas shown in Figure 11-5, on a worst case expectation. To predict the extent of aquifer contamination for a particular spill can not be estimated until the actual ground water flow rate is established. The information needed is presently being gathered by the U. S. Geological Survey and Clallam County and a complete report is expected in about two years (Personal communication with USGS). There maybe some permeability changes at water wells close to pile driving due to vibration during construction phases. It is recommended that the general public be aware of this possibility and the construction contractor be responsible for well restoration if wells become unuseable. If there were a pipeline spill at the areas shown in Figure 11-2., there could be contamination of the main aquifer. It appears that if there were a spill at the Dungeness River, the main aquifer would be affected also. If a spill occurs in an area where surface recharging of the main aquifer takes place, contamination of the main aquifer will occur. Because the pipeline route is directly over the C-Lallam County's Aquifer, it is recommended that a fail- safe system be designed to protect the people and industry of Clallam County from any oil spill contamination. 17 SECTION III DUNGENESS CROSSING Introduction This section presents the results of our review and analysis of reports submitted by NTPC with regard to the Dungeness River Crossing (see map in figure III-1). These reports consisted of two documents from Roger Lowe Associates; RLA Files 173-04 and 173-08. The purpose of our report is to evaluate these documents with particular attention paid to the estimation of the maximum potential scour depth at the crossing location. Discussion The Roger Lowe reports provide a brief descripticn of the Dungeness crossing point; estimate the maximum lateral deviation of the river; estimate maximum flow conditions and estimate scour depth. Personal field observation of the area substantiates the general observations of the Roger Lowe reports, and reveals standing water in the side terraces, several long channel scours and bars, and strong evidence of active channel migration within the central channel. No entrenching of the river was apparent, thus the river at this point appears vertically stable over the long term. Since localized scour elements are known*to exist at several points along the Dungeness, and that the flood data for the Dungeness River crossing indicate that strong flow variations will occur (Roger Lowe report 173-04, and Table III-1 of this report) it is clear that there is a significant potential for elliptical scouring at the Dungeness crossing. Determination of a maximum scour depth is therefore necessary for the safe burial of the pipeline below the river. It is not clear, however, that an appropriate value has been provided in the Roger Lowe report 173-08. The report does not mention any technique, methodology nor formulae for determining the eight foot maximum scour depth that they specify. The scouring problem is a difficult one due to the number of variables involved, and little work apparently has been done in this particular field (no references were cited in the report regarding scour depth determination). It appears that the technology does not exist for making a quantative calculation of maximum scour depth. figure IiI- I Dungeness River c r o s sng Cal. Lip, T29N Map source: NTPC application for site c6rtification. TABLE III-l* Maximum Maximum Expected Flow conditions Discharge Velocity Width Depth Occurrence Approx. 100 yr. 8,800 cfs 10-11 fps 890 ft 12 ft Nov-Feb flow Low Flow 70 cfs 3 fps 90 ft 1 ft Aug-Dec *Data source: Roger Lowe Associates Report 173-04. 21 SECTION IV EDIZ HOOK-EARTHQUAKE LIQUEFACTION Introduction This section presents the results of calculations made to evaluate the liquefaction potential of the soils and sediments that are found on Ediz Hook and in the submarine crossing between Ediz Hook and Green Point. The design earthquake accelerations, as determined in Section I of this report, are used in the calculations. Discussion During an earthquake, when the cyclic shear stresses caused by the event's oscillatory motion exceeds a, prescribed shear stress in certain soils, liquefaction will occur. This phenomena occurs in the following manner. When a saturated, low to medium dense sand is subjected to ground shaking, the material tends to compact and decrease in volume. This change in volume will in turn cause an increase in pore pressure since fluid drainage is slow relative to the rapid loading of the volume. If this volume decrease causes a pore pressure that is equal to or greater than the overburden pressure, i.e., the intergranular stress becomes zero, then the soil has no strength and will physically become a flowing mud. The potential for liquefaction is a function of the initial relative density of the soil, the degree of severity of shaking, and its duration. In general, the probability of liquefaction increases as the relative density decreases, the shaking increases in severity and the number of cycles (duration) increases. Grain size distribution also plays an important role, with soils having a mean grain-size diameter of 0.1mm (very fine sand) considered most susceptible to liquefaction. To assess the liquefaction potential at Ediz Hook, and the submarine crossing to Green Point, data found in the Shannon and Wilson reports (W-3516-00, W-3373-/08) were used to compute parameters necessary for an evaluation. The procedure used was that of Seed and Idriss (1971), which is generally accepted as the most reliable of liquefaction computations. The potential for liquefaction for a given soil type can be defined as the ratio of the earthquake induced stress in the soil, 'Ce, to the stress Tc required to 20 Recommendations The estimated maximum scour depth is not acceptable. If subchannel burial is to be a feasible approach to the Dungeness River crossing, the eight foot scour depth must be adequately substantiated in some manner. If the technology does not exist for estimating quantitatively a maximum scour depth, then other means of crossing the Dungeness should be examined. 22 initiate liquefaction. A'c-e//rc ratio greater than one indicates potential liquefaction of the soil. (See Table.below)' Calculation of the earthquake induced stress can be made by the following relationship T 0.65 r amax rd e 0 9 where ro is the overburden pressure at the specified depth, amax is the maximum ground surface acceleration (defined in Section I of this report), g is the accelerating of gravity and rd is soil deformation coeficient determined experimentally. Calculation of the stress level Tc required to initiate liquefaction is made using the formula Tc = a. C ((3dc) Dr eo r 2aa 50 where Reo is the effective overburden pressure at the specified depth, Cr is a correction factor for laboratory data, Dr is the relative density, and (adc) is a stress 2aa ratio determined from dynamic triaxial soil tests. . The relationship defining the variables in these two equations are evaluated by Seed and Idress (1970) from numerous previous studies, and are presented in figures IV-1a, b, and c. Calculations were made to determine the liquefaction potential for soil types B and C for the ground acceler- ations of the 6.5 and 7.5 design earthquakes of section I. Since no acceleration was determined for type A soil in section I because of the cohesionless nature of the soil, it is immediately assumed here that type A will liquefy during the 7.5 design earthquake. The results of the calculations are as follows: Soil Type Mag Dr D50 Amax Te/Tc A 6.5 50% lmm 4.5 B 7.5 60% .15 .70 3.2 B 6.5 60% .15 .50 2.1 C 7.5 75% .2 .35 1.75 C 6.5 75% .2 .25 0.85 From the results of the calculations it appears that for 23 the 7.5 Richter magnitude design earthquake types A and B soils will liquefy, but that type C generally will not. The magnitude of the ground accelerations also will cause slope instability and slumping along the Hook (see Appendix IV-1 for submarine slope stability review), A map of the Ediz Hook area is given in figure IV-2. This map outlines the zones of high liquefaction potential as determined by these calculations, and also includes the location of the slump feature on Ediz Hook as determined from the side-scan sonar records (Shannon-Wilson W-3516-00). The presence of this slump is testimony to the slope instability of the locale. Conclusions It is apparent from the liquefaction calculations that Ediz Hook is not an appropriate location for a major pipeline facility. Given the design earthquake, the .liquefaction of portions of the Hooks is a certainty. The Port Angeles submarine crossing, particularly the western half, is unstable as a result of liquefaction in the type A and B soils at this location. Recommendations An extensive drilling and soil testing program for Ediz Hook is recommended, and dynamic field tests should be conducted at the site. If these field data substantiate the preceding liquefaction analysis, then construction plans for Ediz Hook should be abandoned. 24 f ioure IZ - I a,bc. liquefaction curves of Seed-ldress (1970) 1.0 0 .2 A- .6 41 IJO .8 20 a v era-ge vo lue s 40 - .4 6 .2 r O*ng* Of V lu 5 0 20 40 60 80 100 100 rd .3 10 cycles to liquefy .2 30 cycles N to li_qqtf L_ .01 .03 .01 0.3 1.0 Mean @roln size D 5 0,mm ('7 figure =-2 potential soil liquefaction zones Port Angeles Was legend: high liquefaction potential low HOOR recent rp -@t 1pe 0 Por t A n g e I e s 26 SECTION V EDIZ HOOK-PILE-LIQUIFACTION STUDY Introduction This section presents the results of our study of the particular problem of pile-driving operations acting as a casual mechanism for soil liquifaction on Ediz Hook. This facet of the construction phase has not been directly con- sidered in any of the technical reports submitted for our review. It is the objective of this section to demonstrate that the pile-driving operations can generate enough energy to cause soil subsidence, and that the potential for soil liquifaction is high and should be investigated in detail. Discussion It is known that pile-driving can effect significant movements in nearby structures. The phenomena is generally thought to be caused by the displacement of the soil and by the high pore pressures developed in clay subsoils. This is particularly true where a large number of long displacement piles are driven into sand-clay foundations. Horn (1966) describes several case histories including one where piles driven in cohesionless soil caused settlements as large as six inches within the pile-driving area and ground settlements as far as 75 ft. from the site. Horn also reports a study by Ireland (1955) which suggests that driving piles into clay can cause structure movements for a distance approximately equal to the length of the piles driven (figure V-1). Generally it appears that a large amount of energy (i.e., enough to cause settlement), is in fact transmitted into the surrounding soil during the pile driving operation. The second question addressed here is if pile driving operations, when conducted on Ediz Hook, could cause a ground acceleration of sufficient magnitude to liquify the soil that makes up the Hook. Several elements in the driving operations increase the potential for liquifaction. The typical hammer- impact repetition rate is between one and two Hertz, a typical peak frequency range of earthquakes. The impact energy of the pile hammer (180,000 ft-Lb; data from Shannon & Wilson/ Swan Wooster report W3373-08) if modeled as a point source at the tip of the piling, is equivalent to approximately 1/8 of a pound of dynamite being shot at each impact (see Kramer, et al., 1968 for energy equivalents data). The effect that these points have upon liquifaction potential hinges upon the dynamic response of the soils that make up Ediz Hook. 27 f I gure M: -I displacement of soil as.. a function of distance from a driven pile. > 0 0 411 0 60 120 d Is t a n c e f t. Data source: Ireland (1955). 28 Since no field soil vibration tests have been reported for Ediz Hook by NTPC, the ground acceleration due to pile-hammer action cannot at this time be accurately determined. However, in view of the high impact energy of the pile hammer; the frequency range of this impact rate; and in view of a recognized pile-driving/soil settlement phenomena which has a lateral effect equal to at least the length of the pile, it is apparent that a substantial liquifaction risk may exist at Ediz Hook. Recomme ndations The risk of soil liquifaction due to pile driving can only be evaluated by making a series of dynamic pile tests on the Hook. These measurements should be conducted with a series of accelerometers placed radially from the test pile in a fashion that would enable accurate determination of ground motion acceleration as a function of distance from the pile. It is also clear that these'tests must be conducted prior to project approval, since they are, in effect, feasibility tests that will determine the viability of large scale pile driving efforts on Ediz Hook. 29 SECTION IV ANCHOR PENETRATION Introduction A primary consideration in the location and deployment of the submarine pipeline is to protect it from anchor damage. The purpose of this section is to present the results of our review of data concerning anchor penetration into the sediments near the submarine crossings at Ediz Hook-Green Point and Port Williams-Partridge Point. The anchor penetration calculations have been presented in R. J. Brown reports 2129-2 and 2154.1. Discussion The resistance a soil has to anchor penetration can be calculated in a variety of ways, each with varying degrees of accuracy. The R. J. Brown reports, however, do not explain their method for calculation of penetrationdepth; consequently no critique of method can be made. The results of their computations, unfortunately, do not correspond to all the soil types in the pipeline corridor. Their value of 3.7 feet penetration for a ten ton anchor in loose sand is clearly not a reasonable value for the Ediz Hook-Green Point crossing, since vibracore data in the Shannon and Wilson report W-3516-00 reveal penetration times of less than 10 sec/ft to an average depth of 14.5 feet, based on 32 vibracore stations. Sediments with penetration times of less than 10 sec/ft can be considered very weak in shear. Applying the same approach to the vibracore data for Port Williams to Partridge Point, with 55 valid vibracore tests, the average depth to 10 sec/ft 'strength' material is 11.6 feet (vibracore data from Shannon-Wilson report W-3496-06). These average depths to constant (low) strength point out the somewhat misleading 'safe' penetration depth of 3.7 feet. Furthermore they do not consider the penetration depth of the 30 ton anchors that would be carried by the 300,000 dwt tankers. Appendix A of R. J. Brown report no. 2154.1 predicted a 19 foot penetration of only a 15 ton anchor in 'mud'; why was the computation not presented for a 30 ton anchor? Analysis of the line drawings of seismic profiles of the submarine crossings (Shannon and Wilson report W-3496-06) reveal significant variations in the latteral extent and thickness of the sediments that make up the top sediment layers. With this variability comes the question of which soil horizon to use as a reference depth for pipeline burial. Type A soils, with vibracore penetration times that sometimes 30 approach zero (See Shannon-Wilson reports W-3516-00, W-3496-06), clearly will offer little resistance to anchor penetration. Type B soils, where they exists, appear to have variable strength properties. Type C soils are relatively dense and stiff, but their position relative to the mudline (water-sediment interface) ranges from right at the mudline to 20 feet or more below it. It is obvious that burying the pipeline a certain footage below a given soil horizon will not provide a consistant layer of protective material above the pipeline. Recommendations A better estimate for anchor penetration is needed from NTPC. This should include not only a description of methodology, but a series of calculations for all soil types found along the route, for all the typical anchor sizes, including 30 ton anchors. Since Type A soils provide virtually no protection from anchor penetration, and since Type B soils appear to have variable strengths, it is recommended that a fixed soil type horizon not be used for burial depth reference. It is recommended that the burial depth be defined as four feet below the computed penetration depth of a 30-ton anchor, at any position along the route. This provides a maximum continuous protection for the pipeline and avoids the problems of depth-referencing to a particular soil type. 31 SECTION VII PORT WILLIAMS TO PARTRIDGE POINT SUBMARINE CROSSING Introduction This section presents the results of a review of the data and reports submitted by NTPC that are pertinent to the submarine crossing from Port Williams to Partridge Point. Topics found in these reports that that will be considered in this section are sediment liquefaction potential and geophysical surveying. Anchor penetration has been discussed in section VI of this report. Discussion The purpose of the Shannon and Wilson report no. W- 3496-06 was to obtain geologic, geophysical and geotechnical data of the bottom and sub bottom sea floor in order to evaluate the engineering problems of the proposed sub- marine pipeline crossing. The data set consists of continuous sets of geophysical profiles (magnetics, bathymetry, side scan sonar, high resolution seismic and deep-penetration seismic), a sequence of vibracore samples, and a series of laboratory tests on these samples. The geophysical profiles mentioned in the report have been combined and interpreted by Shannon-Wilson, and it is only the interpretations that are presented in their report. The seismic source used was a "boomer type" (see Appendix VIII-1 for an explanation of different seismic sources), with deep penetration capability. The other seismic source used was a high frequency pinger source (again see Appendix VIII-1), which has the capability of detecting relatively small faults and structures. Thus with a double capability of high resolution near-surface measurements and good resolution deep-penetration measure- ments, it is difficult to understand why no traces of any fault, fault block or scarp were found in this area. Reproduction of composites of the seismic data is by far the best means of transmitting the data, since inter- pretation of the seismic records tend to be rather subjective. The fact that not a single fault has been mapped on the interpreted records is somewhat suprising in a tectonically active region. The tectonic map of Gower (1978) infers two regional fault systems passing 32 North by Northwest on the east and west of Protection Island, but no evidence of them are found in the interpreted records. The geophysical public interpretation summaries (figures nine and 10 of the Shannon-Wilson report) can be used to infer the average minimum depth of penetration of a large anchor (see section VI) and a minimum thickness of liquefiable material. The depth to vibracore T value of 10 sec/ft is plotted on these summary charts. A T value less than 10 means that the sediment is very soft or loose, with low strength and low relative densities (less than 65%). Many of the vibracore stations showed T values of T=O for depths as great as 20 feet. The average depth to T=10, however, was about 11 feet for the North and South profiles. Liquefaction calculations were made using the 7.5 design earthquake of section I and the estimated acceleration for sediment type C, which is 0.46 g. The technique used was that of Seed and Idress, 1970, and is outlined in section IV of this report. Using a relative density of 60% for the sediments above the T=10 depth and the average depth of 11 feet, the calculations show, given the design earthquake acceleration, that this entire layer is subject to liquefaction. Generally, for types A and B sediments, liquefaction could occur to depths of 30 feet or more for a 7.5 event. conclusions The information provided in the Shannon and Wilson report is not adequate to make an evaluation of the tectionic structure of the proposed pipeline route. The interpreted geophysical profiles cannot be used to evaluate faulting along the route. The vibracore data do however, provide an adequate preliminary sampling along the corridor, and provide a reasonable basis to evaluate near surface liquefaction potential. Liquefaction to the T=10 depth for the design earthquake will occur. Recommendations Further geophysical exploration of the route is required. All geophysical profiles (not interpreted profiles) should be released to the profile for review. Liquefaction to the T=10 sec/ft depth requires burial of the pipeline below this depth. REFEP,111CES Algermissen, S. T., Harding Samuel T., The Puget Sound Washington Earthquake of April 29, 1965 U. S. Dept. of Commerce (1965). Algermissen et al., A Study of Earthquake Losses in the Puget Sound Washington Area, Open File Report 75-375 U. S. G. S. Dept. of Interior (1975). Algermissen, S. T. and Perkins, David M., A Probabilistic Estimate of Maximum Acceleration in Rock in the Contiguous U..S. Open File Report 76-416, U. S. G. S. Dept. of interior (1976). Bjennum, L., 1967, "Engineering Geology of Normally Consol- idated Marine Clays as related to the Settlement of Buildings, Geotechnique, Volume 17, pp. 83-118. Boore, David M., Joyner, William B., Oliver III, A. A. and Page, Robert A., Estimation of Ground Motion Parameters U. S. G. S. Circular 795, Dept of Interior (1978). Brown, J. D.And Patterson, W. G., 1964, Failure of an oil. Storage Tank Founded on a Sensitive Marine Clay,, Canadian Geotechnical Journal, Volume 1, p. 205. Bureau of Reclamation, 1963, Earth Manual, U. S. Government Printing Office, Washington D. C. Converse, Davis and Associates, Soil and Geologic Investi- gation, Joseph Jensen Filtration Plant, Report of Project No. 71-074--E, for the Metropolitan Water District of Southern California, Los Angeles, 1971, 69 pp. Crossen, Robert S., Small Earthquakes, Structure and Tectonics of the Puget Sound Region B.S.S.A., Volume 62, No. 5 (October 1972). EERL 73-80, Analysis of Strong Motion Earthquake Accelero- grams VIII, part B, Earthquake Engineering Research Laboratory, Cal. Inst. of Technology (February 1973). Espinosa, A. F. Attenuation of Strong Horizonta.I Ground Accelerations in the Western United States and their .relation to ML B.S.S.A. Volume 70, No. 2 (April 1980). 34 Gower, Howard D. Tectonic Map of the Puget Sound Region, Washington Showing Locations of Faults, Principal Folds and Large-Scale Quaternary Deformation, Open File Report 78-426, U. S. G. S. Dept of .Interior (1978). Hall, John B. and Othberg, Kurt L., Thickness of Unconsol- idated Sediments, Puget Lowland, Washington Geologic Map GM-12, Din. of Geology and Earth Re;ources, Dept. of Natural Resources State of Washington (1974). Horn, H., 1966, "Influence of Pile Driving and Pile Characteristics on Pile Foundation Performance", Notes for Lectures to New York Metropolitan Section ASCE, Soil Mechanics and Foundations Group. Ireland, H. 0., 1955, Settlement due to Building Construction in Chicago, Ph.D. Thesis, University of Illinois. Koloseus, H. J., 1971, Rigid Boundary Hydraulics for Steady Flow, in River Mechanics, H. W. Shen, editor, Ft. Collins, Colorado. Kramer, F., Peterson, R. and Walter, W4 Seismic Energy Sources Handbook, Pasadena, Bendix-United Geophysical Co., 1968. MacLeod, N. S. et al., Geologic Interpretation of Magnetic and Gravity Anomalies in the Strait of Juan de Fuca, U. S.-Canada, Canadian Journal of Earth Sciences, Volume 14, (1977). Malone, S. D., Bor, S. S., Attenuation Patterns in the Pacific Northwest Based on Intensity Data and the Location of the 1872 North Cascades Earthquake BSSA Volume 69, #2 (April 1979) Milne, W. G., Seismicity of Tj@Testern Canada, Dominion Astrophysical Observatory, Victoria, B. C. Milne, W. G., Earthquake Epicenters and Strain Release in Canada, Dominion Astrophysical Observatory, Victoria, B..C. (October 1966) Noble, John B. A Preliminary Report on the Geology and Ground Water of the Sequim-Dungeness Area, Clallam County Washington, Water Supply Bull No. 11, Division of Water Resourcest Dept of Conservation, Washington State (1960). 35 N orthern Tier Pipeline Company Application for Site Certification (portions pertaining to geology and seismology only). Preliminary Geotechnical Explorations and Studies for Submarine Pipeline Crossings of the Strait of Juan , T-71ashington State, S-W de Fuca and Saratoga Passage VV I report no. W-3496-06, April 1979., Rasmussen, N. H., Millard, R. C. and Smith, S. W., Earth- quake Hazard Evaluation of the Puget Sound Region, Washington State, University of Washington (1975). R. J. Brown and Associates; Preliminary Engineering Design for Submarine Pipeline Crossings of the Strait of Juan de Fuca and the Saratoga Passage, State of Washington; R. J. B. job no. 2129.2, April 1979. .R. J. Brown, Preliminary Pipeline Design, Port Angeles Crossing, February 1979. R. J. Brown, Revision of Preliminary Pipeline Design, Port Angeles Crossing, November 1979. Roger Lowe Associates, Inc.; Report of River Channel Migration Studies; Clallam, Snohomish, and King Counties, Washington; RLAI project no. 173-08, 1980. Roger Lowe Associates, Inc.; Pipeline River Crossing Data for Northern Tier Pipeline Co., RLAI project no. 173-04, 1979. Rogers, Garry C. and Hasegawa, Henry S., A Second Look at the British Columbia Earthquake of June 23, 1946 Bull. Secs. Soc. Am. Volume 68, No. 3 (June 1978). Schnabel, P. B. and Seed, H. B. Accelerations in.Rock for Earthquakes in the Western United States B.S.S.A Volume 63, No. 2 (April 1973). Seed,.H. B., Murarka, R., Lysmer, J. and Idriss, I. M. Relationships of Maximum Acceleration, Maximum Velocity, Distance from Source, and Local Site Conditions for Moderately Strong Earthquakes B.S.S.A., Volume 66, No. 4 (August 1976). 3 6@ Seed, H. Bolton, and Idriss, I. M., A Simplified Procedure for Evaluating Soil Liquefaction Potential, Report No. 70-9, Earthquake Engineering Center, University of California, Berkeley, 1970, 23 pp. Shannon and Wilson, Preliminary Geotechnical Explorations and Studies for Submarine Pipline Crossings of the Strait of Juan de Fuca and Saratoga Passage, Washington State, April 1979. Shannon and Wilson, Supplemental Geotechnical Explora tions and Studies Marine Terminal Facilities Port Angeles, Washington, April 1979. 6hannon and Wilson, Inc.; Geotechnical Investigation Northern Tier Pipeline Company Marine Terminal Facilities, Port Angeles, Washington, S-W report no. w-3373-08, July 1978. Shannon and Wilson, Reconnaissance of Shore Approaches Northern Tier Pipeline Strait of Juan de Fuca and Saratoga Passage Crossing, Washington, December 1979. Slawson, W * F. and Savage, J. D., Geodetic Deformation Associated with the 1946 Vancouver Island, Canada Earthquake BSSA Volume 69, No. 5 (October 1979). Steep, C. J. Analysis of Completeness of the Earthquake sample in the Puget Sound area. Contributions to Seismic Zoning: NOAA Tech. Report ERL 267-ESL 30 pp. 16-28 (1973). Trifunac, M. D. Preliminary Analysis of the Peak of Strong Earthquake Ground Motion - Dependence of.Peaks on Earthquake Magnitude, Ep icentral Distance, and Recording Site Conditions. B.S.S.A, Volume 66, No. 1 (February 1976). United State Earthquakes 1949 and 1965 Dept.of Commerce, USC and GS and ESSA. U. S. Geological Survey uncorrected and unpublished computer printout of well log data from Clallam County between Port Angeles and Port Williams (1980). U. S. Navy, 1962, Design Manual-Soil Mechanics, Foundations and Earth Structures, NAVDOCKS DM-7. 37 APPENDIX I-1 List of earthquakes used in seismicity study of the Vancouver Island- Puget Sound Tectonic Province 38 MEPTh Ts iq KYIQ@l JfRS,--UPJXNf)WN r)EPTH ?S 0FSLrNATvn AY -1 MAG IS THE PIAXlmi)m OF T14E FOUR PRECEDING VALUES (SODY WAVE, SURFACE WAVE, C)THER.,--kU-LjP-CAi--!!Ar44TT'ir)g',I;I - MArMTTtfl)9'-q AREE PTrhftFP SCAIF. INT 15 mAX14UN I-STEOSITY (m0DIFlEf) "EOCALLI SCALEO NEGATIVE IS ROSSI-FOqEL). DATF GOT LONG-LAT OEPTH MR MS rTHER ML MAG TNT 16. q o.oo o.or% n._0".oa o.nq 5 to 30 1864 21000.0 -123.500 48.500 -16.0 0.00 0.00 0.00 0.00 0.00 6 Q-- - 12-3- 5 n .1 6 - Q--Ql 0 0 n -0-0 0.00 0 - A 0 h 12 14 1872 -2130nO.0 -IZI.OnO 99.167 0.0 0.00 0.00 7.50 0,00 7,50 9 q 17 ')3 --12 1& 1872 - 09.0 -t, -50@ .48,500 0.0 0.00 0.0m 0 00 0.00 .6.no 6 12 13 1680 44000.0 -122.500 a7.500 0.0 0.00 0.00 0,00 0.00 0.00 7 1 -2? -10 - 5 L-1 0 e ; 35 -M 0.00 0.00 10 9 16AS 16nOOO.O -123.000 47.nOo -16.0 0.00 0.0 0.00 0.00 0.00 5 -12-3-105 -2- 2 12 U@ -0 - 12 2 @5 0-0 47-540 a-0. o.u--D.0m 0_00 a-elo n - A 0 5 13 a 1891 33000,0 -122.500 Q8.300 0.0 0,00 0.1)0 0.00 0.00 0.00 5 9 19 159t .9-1'[email protected] -1?2.310 (17,597 0.0 0.00 0.0m O.Do 0.00 o.00 5 9 22 16QI lt,@000.0 -123,500 08.000 -16.0 0.00 0.00 0.00 0.00 0.00 5 -1 -1 -2 9-1 0.9-L--23-allQ. 0 - L?-3 0.0- @9 0 JU-0-A-1-n-D 0 0-00 0-no 7 3 S 1892 0,0 -120.500 .46.600 0.0 0,10 0,00 0.00 o'on 0.00 6 -4-17-1.612 225,000-0 - I ?13@-QJU-41. 0 0.0 - 16 A" .0 A n 0.00 Is 2 25 1895 12,1700.0 -122.400 46.500 -16.0 0.00 0.00 0.00 0.00 0.00 5 a t 6 L_"3 .. 3 o I [email protected] 41@ I an A.00 0,@n ')_00 6 1 4 1896 61500,0 -123,3qO 48.400 0.0 .0900 olon 0100 0.00 0.00 7 ss5no.o - t p _q_ 3-jo__@L, _i. 3.0.c 16 . o___Q_o-a o - an A _o_Lj. _O_o_A.Ao 3 14 19()3 21500,0 -122.200 47.700 -16.0 0.00 0,00 0.00 4.3n 4.30 5 3 1 7--L9 Q-q-4-2 1-l"21 0 - Dk -6.. 0 0 a 3 17 1904 42000.0 1 @?a . 6 0 0 d9.900 -16.0 0.00 0 . of) 0 0 0.00 0.03 5 tQ le 191@5 -111010.n I 10 a ?A A m o.o o.ng n.an n.oo e) . .1 g o 0,1 5 10 1@t 1905 -P3mlin.n 41.d42 010 0.00 O*on n.00 0.1?1 M.rje) 5 10 18 1905 -230000.0 -122.013 47.d42 0.0 0.00 0,01 *.00 0.00 0.00 5 I ;' 13-0-5-0 u SDA-Q--- L;-' 0--DAA--41- 7-0-11-@ - Q-D@U Q- a A r) . 0 0 0.01 0.00 6 6 1 1906 125500,0 -122.330 47.5ql 0.0 0400 0.00 [email protected] 0.@- 0,00 5 .5-L-9.0 Z-- 2.4 2 1 11 1_ 1-4 2 0-0 a -D-q-A-t A M-0 A 0 a ri 7 28 1907 102000.0 -123.350 48.450 010 0101 0100 0100 0100 0.00 5 I it t909 ?llq,'!-0 -12P.7)0 4?-000 -1 @9 0.6n O.Om A-013 S-60 S.hi) 7 5 24 1909 17POO0.0 -120.000 47.600 0.0 0400 0.01 0100 4,00 4.00 5 9 2 9-0.11 ?,Iqno- 0 on 0.00 4- ".10 6 7 29 1913 161500.0 '-1;22,000 47,ooo -16.0 0.00 o.on 0.00 a.30 4.30 5 --1-2-2 5 -Al 11 104590-0 -1 2 2 - - 01 0-0-L-7-0 0 --M- -2L-n 0 A - OA-A@D () 0 - QA A J-0 s 12 25 M3 ja4000,0 -122.500 47.700 -16.0 0.01) 0.00 0.00 4.30 4,30 5 9 5 t9t4 gisio.n -ipl-ano 07-000 -16-M 0-no a-an M-MO U-30 U-10 5 a is 1915 140500.n -121.400 43,500 0.0 0.00 0.00 0,00 5.50 5.50 5 1 2 1916 9200.0 -122.300 47.300 -16.0 0.00 0.00 0.00 a.31 4.30 5 ;1-2;) 1.9 th 1 1 -4 Ao_n - I @ - 1 ..0 0 A" A 0 n - 00 4.10--4.. 3 26 1917 170500,0 -122.000 U6.800 0,0 0.00 O.On Q,30 4.30 4.30 5 6 9 1917 1 @L3 () 10 - 0 - 122 - Q 0 0 46-100 n - 0 0-110 a - M A A - (10 4 -'; 0 A-;Q s - 11 12 1917 1014706.0 -121.1300 46.800 -16.0 0.00 0.0A n.00 a.30 (1.30 6 .1 1 14 1917 R 7 6 n - 0 -1 3t -8mo 46-AnO O-A a-ncl 0-MM S - A 0 0-00 11 -10 s 2 2P 191!@ 2345CO.0 -120.500 46.500 -16.0 0.10 0.60 0.00 4.30 4.30 5 P 11.9 1 19 Pil ;.)t)-A wl?n-cintl 4A.C;00 0,0 0.00 0-00 n.60 0-00 A-no 6 21 1918 64700.0 -121.700 U6.500 0,0 0,00 0.00 0.00 4.30 f4.30 -I? A 19t.3 AQ9nA-n j 71.0010 -49- 100 0 . o O'na 0-on f) - 0 o n - (in n-mo to to 1419 10720.0 -124.300 u8.300 .0,0 0,00 0,00 5.50 5,50 5.50. 0 1 ;14 1920 -lb-0 0-fla 2--Ml-t- 0 0 -A- 0 0 0-10 7- 39 DATE G?'T LUNG-LAT DEPTH M8 MS OTHER ML MAG INI 10 7 jq2G -VC00.0 -120.00@7 47.633 0.0 0.00 0.00 0.00 0.00 0.00 5 2 12 122.3 1 3-UQ-0 - 1-2 2-1-ID-41-9--Q 0 0 0-00 0 , f) 11 a 10 4.3-0 a - 10 5 9 7 1926 221a36.0 -12Q.000 U9.000 0.0 0,00 0.00 0.00 5.50 5.50 0 9 -LT--1 9-2. 6 2 I-L'3-6-0 - 12 9 10 0 0.,O_ 0.no 0.0m S.S0 .0 S.So 0 12 4 t926 135500.0 -123.500 48.500 -16,0 0,00 O,Of.1 0.00 4.30 4.30 5 12 30 1926 t7q7no.0 -120,01p 07,nno 0,0 0,no O,OM A,Vn n,On 0,00 6 1 3 1927 4 5 A 0 0 , I -lao.698 U7.593 0.0 0 . 13 0 0,0- n . 0 0 0 . a e) f) 0 5 5@ A 1927 ldno@)A .2 -12u.noa 4 Q--: ? 0 0-no 0 - 0 9 0 0 S til 1927 215652.0 -12U.000 dlq.()00 0.0 01nil 0.0m q.00 0.00 5.00 0 -.2 2 1929 1 252-1a. A - 7 1 . 7 ari U-7 * A 6 4 18 1931 UP010.0 -122.291 ap.750 -16.t) [email protected] O.Otl n.00 4.30 Q.30 5 1 5 193;? 231300.0 -I;M.@too [email protected] o.-o 0.01) 0.0n I.oo U.30 also 5 7 L6--L9- 3.2 6.0 3 0 0 2 t . 03,10 148 . -U 0-0 0.10 n-om 0-00 U-30 U.30 '10 0 0.0 0.00 000ft 0100 5.00 5 n 8 6 1932 2216, -122.300 47.700 6 8 7 Iq -2 60010 0 -121-590 48,-D00 0.0 0.00 0.00 0.00 0.00 0 00 5 5 5 193a 40600.0 -123.000 48.000 0.0 0,00 0.00 0.00 4.30 4.30 5 9 18 t934 gnolo.o -121.ino y7,000 O.M 0.00 0.66 4.3n U.30 U.30 5 9 26 1934 1500.0 -120,540 a6,998 0.0 0.00 0.0n o.no 0.00 0.00 5 10 IQ tq3q 713100.A -120-500 46-Qq8 0.0 0.')0 0-mm M-00 0.00 n-oo 5 it 1 19314 15280010 -12015,10 a64qq8 010 0.00 olon 0100 0.00 0,00 5 11 2 193 .0 - 1 4 0j, 92 0.11 0.00 0 A k --I m 0 . PA W 0 n . n 0 5 it 3 t934 14500019 -123.000 a8.010 0.0 0.00 0,0m 0.00 0.00 4.00 5 7 9 1935 22,15no.0 -120,000 47@7-!o 0.0 O.nO O.Oel 0.30 0.00 4.30 5 10 12 tq35 10300.0 -120.2?3 U7.662 010 0050 0." 0,00 0.00 0.00 5 _L_6_j-! 3 El t31 100.0 -IR2, 00 47 100 0 . 0 0 -0 0 0 0.30 4.30 4. 30 0 2 19 1934 1410n0.0 -123.117 B9.267 0.0 0.00 O.Oi 0.00 0.00 0.00 6 11 3 1939 71550.1- -123,000 U7,V0 -1� 0 0 nO QLQ 0 5 15 5 7 ----,70 5.75 10 27 19QC 222918,0 -123.400 07.200 -16.0 0.00 O.Oft a.60 4.6n *,60 5 1 31 IQU2 6 It 9,17 . - I ? 14 . 0 10 51-000 0.0 0.10 0.0m 5.50 S.50.S-.qo 0 2 23 1942 151300.0 -120.200 d7.600 0.0 0.00 O.On 0.00 0.00 0.00 5 -10-14 Iq 2 1 0,M0 0-nn 1).00 0.00 5 4 2u 093 1046.0 -1@!0.600 07.300 0.0 0.00 0 . On. 0.30 4@30 4.30 6 _10 6 19 @1 - 07 (1 o ..@LL 9,00 r) , n 0 i a 5 6 15_@S-Z2 _Q@. g es 11 2q lq43 14300,0 -122.90G d8.401 0,0 o,no 0,00 S,01 5,00 5,00 6@ 3 31 1944 2?t5nO.0 -123 00m_ a7 0 0 0,01) 0.00 4.30 4.30 11 30 0) 10 31 19 '1 u 1230400.0 -120.600 L, 7 . 8 0 a 010 0.4)0 0101 4130 4.30 U.30 0 __LZ 7 19 V1 1114 9 il 0 -1 P3 F;40 tj 6 7 0.0 0.00 0. M 0,00 0.00 M .,) 0 05 ? 3 a 6 q C__=:,,9 7 1 4. 1945 23418.7 -120.223 07.662 0.0 0.00 0.0@ 0.00 0.00 0.00 5 I R @ -19(4 -:5@0 � 2-2 . 3 7 7 d8 . 2,G) 0.0 O.An G.0m A.no 0.00 0, 10 6 4 29 1945 201617.0 -121.700 a7.400 -16.0 0,00 0.0A 5.50 5,50 5 6, 50 7 0 30 19q5 84600.0 -121.7nO 07,U00 0.0 0.00 Olin 5.00 5.00 5 )o 6 5 1 194'5 ;?04610.0 -12t.?MO a7.000 0,0 0,10 0.01@ 4,30 u.30 4.Z0 0 6 15 19'15 222U 2 1 , () -123- 000 [email protected]@ 0.0 0 . rwo O.On a-ZO 4.20 a.20-0 It 12 tqQ5 S05rj0,0 -122.500 48.004 010 0.00 0100 0100 0,00 0.00 6 2 1 c; Igab 3 1 in 11 - 12 Z--Sn a a -500 .1h a n - 00 0 - no cz 25 0 00 5 75 7 2 15 19ab 1217 15 0 -122.268 (46,870 coo 0000 0 * 00 0 00 0 10 0.00 6 ;0 21 Igah -;,lc3 a - i ?-2_ -Aqn a 7 5 A - 3 n - 0 a A -= A-mn 0-on 0% - in 4@ 3 20 19146 427,10.0 -122.000 07.500 001 0.00 0,00 pi.00 0.00 1 00 5 @1 toah 1 7 1 11 1 - C - I pq - It' Q 119 - qnfl I& n I n-In 7 A6 7 All 7 in A 40 DATE GMT LONG-LAT DEPTH MS MS OTHEq ML MAG INT 7 5 19ut 241160 -124.QOO 41.QOQ 0.0 C'10 0.0@ 4s5o 4.50 U.So 0 1 1 gel 7 Qaonn a , I ;)I - A I n d I w';'k 7-- 0 - n n - n 0 n on m - n o m - o a o-nn 4 2 1947 56JO.0 -122.900 47.400 0.0 O.Ao 0.00 0.00 0.00 0.00 Q m i gaZ i n ;nnn - 0-- -1 ;,? - ano a?- ;Yon A - 0 n - n 0 O-Aft A-nA n a 0 n 0 - nil 5- 1 13 1948 bssqo.o -120.300 U7.900 0.0 0.00 0.00 0.00 0.00 0.00 5 a A I qu;; I ;oAnnn , A -1 P I . ;Al n (17 - c;;7 n - m m - n o n I- n6 n - m n m no n . o n r. 9 24 194gk lQ35nO,O -122.bnO '47.600 0,0 0,00 0,00 0.00 '1130 4130 0 q 11 19 @ P? ;q " n . n a I , Asc; 0.0 n,no a - nm A - nn m.nn n no 4 13 19(49 1955il3,0 [email protected] 47.250 -16.0 0.00 0,00 7.00 7,10 7,10 h 1 19149 Apxt,;.n jpq-,;mn a?-goo n - n 0 on O-on a - n n a-nn a - I a D- 4 14 1950 1113116.0 -123.000 08.000 -16.0 0.00 0.00 u.50 4.50 4.50 6 f;) A 19qn lc7oo-n -I?P-Itln /J?-QZ)7 ().o O-nn O-nm n-mn n-om a-00 q I 1 1951 134500.0 -120.000 47.700 0.0 O.fto 0.00 0.00 0.00 0.00 5 p ?p 19q? 91911-;) -171-inn Q8.6nn n-o nem n-om I-on 1-00 1,60 C; 8 6 1952 173inO.0 -122.11-)o 117.500 0.0 0.00-0.00 0.60 0.00 0.00 5 I Ift 195a Is@;hng-ri -1@19ROO 4 7 - I A n - I A - 0 n - 0 0 Q-Mn 4-10 4 - 5 5 1954 14229.0 -122.416 a7.316 -16.0 0.00 0 . 0 0 m . 0 0 0.00 0.00 5 s 11; 1994 1;nplj-n 47-4Dn mth-0 o-on fi-nn ti,in n-oo ajo h 5 23 195d 134142.0 -120.137 45.342 0.0 oloo oloo 0.00 0.00 O'no 5 I .IpOnA - n -12 4 . D-LA 0 7 - alb--J-b- 0 o-no a, n n n i i o il 3 2 Ai 055 65550,0 -122.033 US.050 -16.0 0.00 0.00 3.70 3470 3.70 9 1 1 l9qq q 2 0 -ip4.bnn a a 0 0 AS-0 0 - n 0 0 SAL O-nn 1.00 q 11 3 1955 14023.0 -121.750 u8.lno -16.0 0.00 0.0A 0.00 2 . 0 C' 2.00 5 1 7 195k u7qxs-n -I??-ulh 0-00 n-ar A-ro 0 on O-no -S.- 1 26 1956 11616,0 -122.u3D 48.330 0.0 0.00 0.00 5.00 5 00 5,00 0 ? 9 IqS6 5212-0 - 122 - 6 9; 0 0 -. 3iA---I-h .1 --- L-3,1 1 2's 1957 11666,0 -122.433 .48.333 26.0 0.00 0,00 3,50 3,50 3,50 6 2 11 1997 1 7Arr.9 . h -lPt -711 117 _5 3; -Q, 0 0-00 0 - m e% 11-00 14 -00 4.00 6 5 4 S957 211-1925.0 -122,.3,13 117.350 -16.0 0.110 0.00 0.00 3.40 3.uO I 1 1 1951 1 o I n a - I ? I - ? p n il Q I o 0 0-00 0 - -1 n 41-70 0 - Q n 4 - 7t) 4 12 1955 223711.0 -120.000 48.Onri -16.0 0.00 0.00 0.00 4.10 4.10 b; --5 ?p 1954 polint'n -tpl-6mo ag-02-0 a.0 O.nn 0-nn 4-po 4-70 Q.po 0 e 23 1958 50000,0 -122.912 a8,692 0,0 0,00 0.00 0,00 0.00 0.00 5 to 7 195A SOZ92-0 -i2a.011 46-716 -th-0 O-nn 0-on M-00 3.10 1.10 A- 8 & 195q 3a435,0 -120.000 47,el7 -16,0 0,00 0,00 U,aO 4,00 4.qO 6 to 14 1950 213q3q,A -1PI-qA7 a7.89o -tb.o n.no o.om 3-go 3.qo j.Qo 5- 11 23 1959 181525,0 -121,750 46.667 -16.0 O,oe) 0,00 4.80 4.80 a.90 57 lp lp 19SQ 67UI7-0 u8_733 -16-o O,no o.on a-so o-oo a-go s 1 7 1960 9160a.0 -122.670 415 . 750. 0,0 0.00 0.00 4.90 3.60 4,qU 6 4 1 t I 9Ao 6G?3s.n - I P? - pqo U7.sbz 0 0 1 0 b 9 10 196@ 15163a.0 -123.150 L17,700 -16.0 0,00 0,0() 0.00 4,qO U,qO 6 1 a 1961 7;o6nl.o -122-oAl a6.ono 33.0 0.10 n.om n.00 0.00 @,Oo 5-- 2 2 1961 S5018.U -121.5nO 47.000 40.0 0,00 0.00 3.10 3.10 3.10 15 q 16 1961 [email protected] - I 2a. 0 ? 1-- 4 0.00 O.Om p . 0 0 U.30 U.30 7 9 17 1961 155558s!@ -122.000 (16.001) 3.0 0,00 0.00 q.00 0,00 0.00 6 1 0 'Al 1961 3 3 4 @ Q . @l . I ?- 0 , Q-n-ll i-q n 9 0.0 n :19 -0 , a M e% , 0 0.00 f, . M A 5 t 15 1962 52'413.0 -120.217 47.833 -jt.t@ 0.00 0.10 0.00 0,00 f).10 6 8 It I q 0 0 0 0.0 n 0 0 0.0m el . n 0 M.mo 41 DATE GMT LONG-LAT DEPTH N6 MS OTHER ML MAG INT.1 12 3t 19SZ 20QQ39.3 -122.0110 417.110 2.0 (3.00 ).3(3 0.00 5.00 S.,10 6 ---1-2q-t963 2rl3u- -12P.100 4 7 AQQ .. LZ,_g_ 0 m_Q_Q, 0 A 0-00 5.00 S.00 6 1 26 1964 21'4043,2 -122,400 46.010 33.0 0.00 O,On 0.00 0,00 0.00 5 7 14 1564 Lr. 9 a (1,; - A -t?2.qOO 4A.9QO 33-0 0-no 0,0A S'no q-00 R.00 6 7 30 1964 124515,4. -122.300 49.200 33.0 0,00 0,00 4.30 3.60 4,30 5 7 30 1 96IJ 153-314-7 .122, 100 A7-7 10 -33.0 0-00 (1 - Ol 0 - M 0 0.00 0,00 5 10 14-1954 63300.n -122.100 47.700 0.0 0,00 0.00 0.00 4,30 4.30 0 to is 196a 103237.5 -l?2.tnO 47,700 23.0 4110 0.0@ d.to n.00 0.1n 5 4 29 Iq63 152S44,0 -122.300 47.001 0.0 6,90 0,00 6.88 6.50 6.A8 a 10 23 1965 16-2 7 5 q - 3 - I 2-Z -d-U 47.5-0 0.0 il , a 0 o.an a - A 0 -0 . 0 0 4.Ao s 3 7 1967 35118,0 -122.700 47.700 0,0 4,20 0,0@ 4.20 4,10 0.20 0 S 25 1967 ;) 2239-A - 12 2__5a(L _LIA 7-0 n o-o a _3 o o , o i) a -,;o a , I o a.in 0 6 19 196t 55143.0 -122.500 47.200 -16.0 a,00 0,00 4.70 0.00 4.70 4 9 6 l9hj@ 121&3?.7 -122.3MO 417,806 38.n 3-Qn Q.0n 4.30 3.90 fl-10 5 11. 1 1969 102US9.0 -124.15'9 50.968 33.0 4.50 0.01 0.00 0.00 a.50 0 I 1 0 19,56 - I il 41 (10'3 - @3 - 12 ? - 41 0-@u - 5 n U. 0 0.00 41.30 5 2 10 19S9 83337.5 -123.OP5 48.7ti 52.0 4.30 0.00 4.50 0.00 4.50. 5 10 9 1969 17m755,0 - 1 -11 - 710j-@U -16 k-- L@ . Q a .,u 0 0-ILQ-A-4-Q- () . 0 0 a 40 5 11 1 1969 154424.3 -121.850 47.qt6 5.0 4,10 0,00 4,10 0.00 11.10 5 11 In lqi)q 71840.8 -12t.400 48.st6 33.0 0.00 0.06 4.70 0.00 4.70 5 2 10 1970 202111.8 -122.300 47.7'10 33.0 0.00 0.01 3.90 3.90 3.90 5 5 18 19 7 a 5;),4 9 4 . 0 _-i2@- @70 @48 lb@ 0 @ I I t) 0-00 O.AA 4.00 U.00 4.00 a 10 24 1970 223207.9 -122.373 47.334 15.5 0.00 O.On 0.00 Qo20 41.20 0 11 2.3 1971 2 1-2 111, 5 - 12-1 , t q 2 lj@ 2JA 17.4 0.00 0.0A P.00 9.14 U . 14 0 12 29 071 75OnO.3 -122.214 47.572 22.5 0.00 0.00 0.00 4.3A u.38 0 11 9 1972 4191@,a -123,334 98.4aQ 51.Jq o.no o.on @.oo 4,12 11.12 (N 4 20 197U 31010.5 -121.611 46.8t3 2.2 0,00 0.0f) 0,00 4,65 a.6S 0 5 I@ 197u 13nu3b.4 -122.9A4 aS.16d 52.6 3,F0 D.00 A.00 4,17 U.1-1 5 12 15 1974 175806.1 -122.05a 48.504 1,2 0,00 OsOO 3,10 2,82 3,tw' 5 3 31 1975 53638.0 -125,600 49,410 33.0 S.30 O.Om A.00 5.40 5,410 0 4 10 1975 105723,5 -120.978 46.133q 117 0.00 0,01) 0,00 4,01 41,01 0 4 th 1975 JqI92q.2 -122,908 47.557 43.8 0.00 0.0m 0.00 41.01 9.01 5 4 23 1975 10400.a -120.821 46.823 414.8 4.00 O.On 0.00 4.12 4.12 6 7 1 il jq75 SS()'; Q , ') - 12?. L107 Q7 , 32 (4 b.4 o.no 0,01) n.no 3.U5 3.US S 7 2il 1975 113211.3 a7.321 6.0 0.00 0.00 0.00 3.40 3.UO 5 -LI-10 t975 t oa ll@ t . M - 1;? 3 ,3? 0 4 9 . P. 51) t 0 , 0 4' 70 3 9m 0.00 4,91) 1[ .0 0 -0 5 16 197b S3513.1 -123.4Jal /j8.8jq 67,4 0.00 0:00 0.00 5,10 5,10 6 9 2 197i 133611.0 [email protected] 05,199 23.6 0.00 Q,0A 0.00 4.71 a.--I 0 9 8 197,s 82101.6 - 1,>3 . 0:39 47.376 49.6 4,60 3mQ0 4,80 5,02 5.02 6 11 17 197o, 23.:-uSl.o -125,797 49,532 10.0 4.?o 0.o@ n.on opoo a.-@o 0 6 17 1977 6t6O2.1 -122.715 47.75Q 19.14 0.00 0.00 0.00 4.00 U.00 0 7 13 t977 71506.P -PQ,99.Z 47 OSO 0.1 0.00 Wn i.io 3.83 3.J@3 s 10 15 1977 02407.2 -123.7Q5 [email protected] 49.3 O.nO 0.0() 0,00 5,22 5,22 0 3 5 197A tAI334.9 -tPj.n78 49.0-t 3.0 0.00 O.nO V.00 4.09 9.09 D .3 It 1978 -122.92e 47.4163 140,0 0,00 0.00 0,00 4.98 a.93@ .0 3 31 197P 60315.S -122,451 47,357 a0_0 O.MO O.OM 0.00 4-44 4@4U 0 iv 42 APPENDIX 1-2 Data from Boore (1978) used to show acceleration, velocity and displacement of certain magnitude earthquakes. x is a rock site is a soil site MAGNITUDE 6.4 SMALL STRUCTURES MAGNITUDE 7.1-7.2 SMALL STRUCTURES rT 11 0 1 1 1 1 1 1 11 0 1 1 1 1 1 fill I I I I I Z Z 0 0 U 100.0 7 U 100.0 Z- L" . LU V) V) CY LU LU a- 0- a_ Ln V) 0 Lu 0 LU lu@U:7 @XX@V I U.U Z 0 Z LU LLJ U U x Z Z x, 00 >: U x 0 0 1.0 -7 7 _j 1.0- LLJ LLJ > > Z Z 0 0 @14 @4_ CY 01@ 0 0 0.1 1 1 1 1 till I I I L-L-LLI I I I I X 0.11 11111, 1 1 1 111111 1 1 1- 10 100 10 100 DISTANCE, IN KILOMETERS DISTANCE, IN KILOMETERS Figure Peak horizontal velocity versus dis- tance to slipped fault for magnitude 6.4 Figure Peak horizontal velocity versus dis- recorded at base of small structures. tance to slipped fault for magnitude range 7.1-7.2 recorded at base of small structures. MAGNITUDE 6.0 - 6.4 SMALL STRUCTURES MAGNITUDE 7.1- 7.6 SMALL STRUCTURES --T-TMJ --7 1 T- 10 1 0 Z Z 0 2@ 0 0 < LLJ 0A LLJ 01:7 LAJ LU U U W U V < @Ao x Z x Z >� 0 0 00 N L4 001 X0 001 0 0 06 X 0- 00- - 0001 11111 001 1 1 1 1 11111 1 1 1 11_1111 I 1 11 I to 100 1 10 100 DISTANCE, IN KILOMETERS DISTANCE, IN KILOMETERS Figure Peak horizontal acceleration versus Figure Peak horizontal acceleration versus distance to slipped fault for magnitude distance to slipped fault for magnitude range 6.0-6.4 recorded at base of small range 7.1-7.6 recorded at base of small structures. structures. kth MAGNITUDE 7.1- 7.2 SMALL STRUCTURES MAGNITUDE 6.4 SMALL STRUCTURES V) LLJ LLJ 0 LLJ Uj Z 10.0 Z 10.0 7 Uj 0 W U 0 Z Z Z Z X00 Uj 0 LLJ x :@E "K '@> LLJ LLJ U X@o < < j x \> 0 (L 1.0 V) 1.0:7 7:: Z Z 0 0 0 0 0.1 1 1 f I (fill I I 1 111111 -1 1 1 0.11 1 1 1 111(H I I 1 111111 1 10 100 1 )o 100 DISTANCE, IN KILOMETERS DISTANCE, IN KILOMETERS Figure Peak horizontal displacement versus Figure Peak horizontal displacement versus distance to slipped fault for magnitude distance to slipped fault for magnitude 6.4 range 7.1-7.2 recorded at base of small recorded at base of small structures. structures. AM 46 APPENDIX II-1 U. S. Geological Survey computer printout of water well data used in this report. This is all preliminary data and is subject to revision. CLALLAM CO.# WA-212 DEPTH TO n USE DEPTH DEPTH WATER FIRST OATE OF DRILLED OF WELL LEVEL 'OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINISH "DR i c*sof-or 03,42? diE de#ftli CA -00LEY F -62. Voo@@@@ 29K/03W-02K--A TYLER 04/26/1974 H 50.00 73 p C)NI03W-02COI SEQUIM BAY PARK o2/ /1947 R 492 492 la P 2 '1qm/O3w-02JO1 RIVELAND ET.AL.9 DALE H 22 14.34 ?@,Ni/03w-02KOI ERICKSON9 ROONEY 1964 H ISO 67.95 4 178 s e@,N/03W-02NOI EiAIN 01/01/1901 H 215 163 171.00 2;N/j3w-02Q@)I OLSON9 ROY 02/ /1968 U 300 29.12 29N/03i-03QOI DUNN 10/20/1975 U 185 iss D 29N/03w-04DOI 8UYERS. OTTO H 1960 H 121 112.00 9N/03W-12--:7H01 KAIL1.4, ELOIS 10/10/1977 H 45 45 9.00. 40 9!@/03w-12UGI CASCADE POLE CO 1960 H 25 1;,N/03w-12F0I sROwN 05/ /1969 31 31 1 4 . 0 0 26 9N/03W-12FO2 jOPPE 03/09/1965 H 28 ?8 13.09 0 9N/04W-013LIt OENTON 03/12/1975 h 203 203 1 0 . 0 0 53 X 29N/04W-0j4!2t0l 03/31/1978 H 30 30 7.00 2@?11/04W-01401 CHAMROO 02/06/11)74 H 21 21 11.00 0 2 4 N / U 4 W - U ? STIRRATT, RALPH 02/24/1978 H 254 229 180.00 211 S 29N/04W-0?F0I HOUROUIN 07/24/1975 H 92 92 30.00 p 2?N/Ouw-02FO2 LAYTON 01/01/1901 H 300 300 1 0 0 . 0 0 51 X 20h!1O4W-O2Fo3 LAYTON, 0. L 08/21/1978 H 300 300 16.00 39 X 2q@4104W-02JOJ MARKLEY. TOM 02/13/1975 H 220 2PO 32.OU 20 X 29N/04W-02J02 wANNER- MATT 04/07/1978 H 39 34 10.00 28 p 29N/04W-02ROI PALLS 11/21/1973 H ISO 180 10.00 14 X 29N/04W-ISAOI PRITTIE 03/ /1968 U 450 0 2@N/05W-OIGGI HOWER9 JAMES 08/04/1978 H 80 a 0 22.00 75 s 29N/071v@-CJK04 LAFRENIERE9 RALPH 07/31/1978 H 95 95 56.00 90 s 29N/05W-01KO5 LAFRENIEPE9 RALPH 08/08/1978 H 119 119 55.00 114 s 29f4/65W-04NO1 KOHLMAN, N. C 05/13/1978 H 88 88 69.00 0 30VU34-20t0l NOWELL. FUREsT' :y, 06/09/1976 H 156 156 8 0 . 0 0 5 3ON/02W717GOI wASH. STATE9 UOE 07/01/1977 U 1015 280 241.00 245 p 3 0 N / 0 3V I &I-P94Wr 90 HENDRICKSON9 0. M 04/27/1976 H 72 72 37.00 67 s 3 0 N / 03 @, - 0`1 A el LOCHOW- PETE 06/20/1977 H 33 33 6.00 0 30N/03W-0b001 b1A 1918 P 265 F 30N/03w-0!@802 ALTON9 WILLIAM T 1960 H 10 5.14 0 3ON/03W-05803 5UTTON 07/29/1974 H 37 3 7 5.OU 34 S 30N/O3W-0n6O4 BLACK9 PETE 01/14/1977 R 40 40 7.50 35 s 30N/O3w-(j5C01 MCINNES 05/15/1974 H 50 50 3.50 47 s 3ON/03W-05-101 YOUNG* ALEX 01/01/1901 H 30 7.30 3ON/03w-05MOI SWANSERG 05/21/1974 H 75 75 55.00 72 s DISCHARGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOD AVAILABLE LOCAL NUMBER MINUTE) (GPm/FT) (HOURS) LG CK 17 17.0 1.5 G U 21NI01E-02001 40 2.7 -- G U 29N/03W-02 2 0.0 2.0 G U 29N/03W-02COI -- -- -- 6 C 2;J/03W-02JOI C 24N/03W-02KOl -- C 29N/03W-02NOI 1 1.0 G U 23N/03W-02001 -- -- C 29N/03w-03001 0.00 0.0 6 C 29'410 3W-U400 1 8 2.3 G C 29N/03W-12-1 20 1.4 6 U 29N-/03W-12001 -- -- C 29N/019- 1 ?FO 1 14 0.8 G U 29N/03W-12FO2 -3 0.3 1.2 G C 29N/04W-01 2 0.0 2.0 G U 29N/04W-01-2 -- -- -- u 29N/04W-01M01 8 8.0 1.0 G C 29N/04W-02-1 2 0.1 lr,.O 6 U 29N/04W-02FOI 2 0.0 0.5 G U 29N/04W-02FO2 1 0.0 2.0 C, U 29N/04W-02FO3 2 -- -- 6 U 29N/04W-02JOl 5 0.u 2.0 G U 2@)NI04W-02JO2 30 -- -- G U 29N/04W-02ROI 0.5 0.0 1.0 G U 29N/04W-15AOI 0.00 0.0 -- 6 U 29N/05W-01601 45 -- -- r, U 29N/05W-01KO4 5 0.2 3.0 G U 29N/05W-01KO5 20 -- -- G U 29N/U5W-U4N0l 6 0.8 1.5 G U 30/03si-20ri0l 20 4.0 1.5 0 C 30N/02W-17601 -- -- -- G C 30NI/03-18SW(J-2 30 7.5 1.0 G U 30N/03W-05A 45 6.4 G U 3ON/03W-05601 64 F -- C 30N/03W-05802 -- C 30N/03W-05803 26 G U 30N/03W-05304 lb 7.5 G U 30N/03W-05COl 30 -- G U 30N/03W-05HOI -- C 3ON'/03W-05MOl 20 G C OD CLALLAM CO-9 WA-212 DEPTH TO USE DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINISH 30N/03w-05NO1 SUNLAND ASSOC 11/13/1974 U 22 22 13.30 19 P 30N/03W-05NO2 SUN LAND ASSOC 11/13/1974 U 20 20 15.30 17 P ON/03W-OSUOI SUN LAND SHORES o7/13/1979 N 58 58 3.00 48 S 3 06/08/1965 1 -- 40 6.00 20 P 30N/03W-OSROI REED -- 0 30N/03W-0SHO2 PEDERSEN ET AL9 SOREN 05/03/1970 H 238 238 30N/03w-06COI EVANS9 FRANK H 7 3.44 30N/03W-06DOI GAMLEN9 V A o2/24/1918 H 151 151 115.uo 145 5 30x/03W-06E0I HENNING, DENNIS 07/JO/1979 H 144 144 ii.ou -- 0 3ON/03W-06GOI TOWNSEND* GEORGE L 05/30/lq67 P 122 122 60.00 0 H 85 85 44.00 5 30N/03W-06GO2 mOSE8AR 04/29/1974 30N/03W-06GO3 PETERSON 05/05/1975 H 141 141 114.00 0 11/17/1976 H 79 79 50.00 S ON/03w-06GO4 INGLIS9 U 3 05/25/1978 H 157 157 q3.00 152 S 30N/03W-06GO5 SMITH9 CHARLIE 30N/03W-06GO6 05/15/1975 H 85 85 59.00 82 5 30N/03w-06GO7 BOARDMAN- W C 03/25/1976 H 123 123 97.00 0 30N/03W-06GO8 ARmSTRONG9 JIM 10/21/1977 H 139 139 111.00 0 ON103w-06HOI OLYMPICSTRAITS 10/16/1974 P .94 94 22.00 86 5 3 F 0 30N/03W-06HO2 DAILEY* JERRY o6/23/1979 H 144 144 30N/03w-06H03 WAJDA# FRANK 03/19/2979 45 45 1.00 30N/03W-06JOI OLYMPIC STRAITS 09/11/1974 U los 0 3 ON/03W-o6jo2 OLYMPIC STRAITS 09/23/1974 329 0 -- ot"103w-obiG3 OLYMPIC STRAITS 12/05/1974 H C)2 21.30 87 S 3 0 30N/03W-06KOI PURVIS- ED 06/13/1978 H 96 96 70.00 30N/03W-06KO2 CAMPBELL* ROdERT 07/09/1979 H 118 118 90.00 0 30N/03W-06LOI bRADY# TOM 04/05/1979 H 73 73 57.00 -- 0 30N/03W-06LOI HENORICKSONP JERRY ob/27/1977 H 109 309 7S.00 102 S 30N103W-06LO2 MEAD, JOHN 04/09/1977 H 118 lia 82.00 112 S 3ON/03W-06MOI PARKINSON, C. D 03/07/1978 H 105 105 63.00 -- 0 30N/03W-06MO2 MILLMAN. 808 01/19/1978 H 139 139 109.00 130 S 30N/03w-0bmu3 MCCOLLs GORDON 02/09/1978 H 120 120 99.00 0 30N/03W-06MO5 BEST. RICK 04/03/1979 H 149 149 118.00 144 S 30N/OJW-06NOI KIRNERv CONRAU -- H -- 84 63.69 -- 0 30N/03W-06NO2 THOMAS* BILL T 12/09/1976 H 100 97 74.00 91 s 30N/03W-06kOl ANGINLI 1930 H 22 19.00 3ON/03w-u7AOI STILL9 CHARLES H 32 19.19 30N/03W-07DOI GASKELL, ROHERT lo/ /1958 HtS 130 75.00 0 3ON/03W-07FOI RUTLEOGE9 OICK 01/27/1979 H 66 66 30.00 61 S 30N/03W-07LOI GRIFFITH, JOHN T 1960 H 46 26.69 30N/03W-07LO2 TkEVILLION, & FARLEY 08/03/1978 H 31 31 9.00 0 30N/03W-07MOI SHOLAR9 NORMAN 08/18/1977 H .43 43 4.00 37 s 110 DISCHARGE OTHER 0 (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOD AVAILARLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) LG CK 0 JON/03W-OSNOI G C 30N/03W-05NO2 -- -- G C 30NIOJW-05UOI 180 19.5 4.D 6 U 30N/03w-05ROI 600 67.0 8.0 G C 30N/03W-05RO2 40 -- -- G U 30N/03W-06COI -- -- C 30N103W-06001 30 30.0 G U 30N/03W-06EOI 20 0.7 1.5 G U 30N/03W-06GO1 100 33.0 4.0 G U 30N/03W-06GO2 40 40.0- 1.0 G U 3nN/03W-06GO3 20 looo 1.0 G U 30N/03W-06GO4 30 30.0 3.0 G U C) 30N/03W-06GO5 17 0.8 1.5 G U 30N/03W-06GO6 30 30.0 1.0 G U 30N/03w-06607 20 4.0 1.0 G U 30t4/03w-06GO8 25 -- -- G U 30N/03W-06HOl 168 52.0 -- G U 30N/03W-05HD2 36 4.5 2.0 G U 30N/03W-06HO3 12 0.4 1.5 G U 3ON/03W-06JOl -- -- -- G U 30N/03w-06JO2 -- -- -- G U 30N'/G3W-06j03 225 8.2 5.0 G U 30N/03W-ObKOI 25 -- G U 30N/03W-06KO2 30 -- G U 30N/030-ObLOI 15 3.0 1.5 G U 30N/U3W-06LO1 20 -- 2.0 6 C 30N/03w-06LO2 22 2.2 1.5 6 0 30N/03W-06MOl 30 30.0 3.0 G C 30N/03W-06-02 20 20.0 3.0 G U 30N/03W-06MO3 15 -- -- G C 30N/03W-06MO5 20 20.0 1.5 G u 30N/03W-06NO1 -- -- -- C 30N/03W-06NO2 22 22.0 2.0 G U 30N/03w-06ROI -- -- -- G C 30N/03w-07AOI -- -- C 30N/03W-07D0l 20. 2.0 -- 6 C 30N/03.w-07FOI la 1.8 1.5 G U 30N/03W-07LOI 200 100.0 2.0 6 C 30N/03W-DIL02 30 2.5 -- G U 30N/03W-07MOI 35 2.3 2.0 G C Ln c:) CLALLAM CO.9 WA-212 CLALLAM CO.9 WA-212 DEPTH TO USE DEPTH DEPTH WATER FIRST UATE OF DRILLED OF WELL LEVEL OPE'NING LOCAL NUMBER OWNER COMPLETED WATER (FEET) WEET) (FEET) AFEET) FINISH 3ON/03W-07NOI DEVINE 06/06/1977 H 90 41 8.00 22 P 3ON/03W-07NO2 STEVENS 09/10/1975 H 38 38 7.42 0 30N/03W-07NO3 MARTIN, LARRY 05/08/1978 H 53 48 12.00 45 s 30N/03W-07NO4 MATHIS9 LEWIS 12/15/1976 H 24 24 5.00 -- 0 30N/03W-07NO5 HObERTSP GARY#PAT 05/01/1978 H 66 66 7.50 0 30N/03W-07POI STRYKER. CECIL 03/15/1978 H 44 44 13.00 0 30N/03W-07PO2 GRIFFITH* BETTY F 05/18/1978 H 52 52 41.00 0 30N/03W-07PO3 HILLINGSLEY9 PAUL 05/09/1978 H 90 74 19.00 -- 0 30N/03W-07PO4 CHINNER9 JOHN 01/08/1975 H 43 43 -6.00 36 S 30N/03W-07P05 HERGERON 04/01/1975 H 90 86 19.OD 81 s 30N/03W-07PO6 EPPICK9 FRANK 03/20/1975 H 50 so -7.00 45 S 3ON/03W-07PO7 NIENKARK 01/31/1979 H 194 194 4.00 -- 0 30N/03W-07ROl SEQUIM VIEW CEM -- I -- 35 16.9@ -- -- 30N103W-08801 SUNLAND ASSOC 01/27/1975 1 58 52 6.20 42 1; 30N/03W-08COl CASSALERYi MOE -- H*S, -- 30 13.00 -- -- 30N/03W-08CO2 SUNLAND ASSOC 08/06/1979 P 124 124 11.80 109 s 30N/03W-08JOl STONE, STACY 02/23/1976 ItH 342 342 74.42 303 P ON/03W-08MOI SUN LAND ASSOC 04/15/19b3 P 250 250 7B.00 160 s r ON/03W-08PO2 FRICK, DORA L 0612011978 H 117 117 67.00 -- 0 3ON/03W-OBROI STARES 01/01/lqol mos -- 84 76.00 -- -- 3ON/ 0 3 W-08SUSM MV@l ANGIULT9 NATHALIE 05/22/1978 H 118 118 71 .00 - 113 s 3ON/03W-09KOI GRAYS MARSH FRM -- HqS -- 40 -- -- 30N/030-IONOI GATESP JAMES 1952 H -- 310 7.00- S 30N/03W-lSGOI SEUUIM VALLEY 04/13/1951 H 574 574 F 30N/03W-16801 SNIDER 01/01/1901 H -- 39 19.00 30N/03W-16HO2 SMITH 01/01/1901 U -- 28 26.04 30N/U3W-lb6O3 LANCASTER9 LESTER 05/05/1976 H 113 113 73.00 -- 0 30N/03W-ItCOl wOODMAN 06/01/1974 H IR4 184 77.00 177 S 30N/03W-16CO2 PETERSON 11/26/1974 H 90 58 25.00 51 s 3ON/03W-16CO3 MATTMAN9 CHARLES 02/17/1978 H 50 50 -- 45 s 30N/03W-16001 WILLEY 06/08/1975 H 152 152 75.00 -- D 30N103W-16002 LILLEY# GORDON 07/2-6/1979 H 90 R9 73.OU -- 0 30N/03W-16FOl MATTMAN. CHUCK 06/12/1977 H 55 52 -- 47 5 30N/U3W-16F02 FRYER. DAN 08/24/1978 H 62 62 43.00 59 S 30N/03W-16KOl RUTLEDGE* DICK 04/30/1979 H 75 75 5;?.00 TO S 30N/03W-16LO1 HELENSKIt HILL 11/08/1978 h 98 98 81.00 93 S --30N/0 3W- 1 7--l kOl BERMAN. STANTON 11/25/1.977 H 41 41 14.00 -- 0 30N/03W-17AOI EGGERS 12/U6/1974 H 157 157 75.00 0 30N/03W-17801 SENT9 BOB 01/03/1977 H 79 79 59.00 -- 0 30N/03W-17802 HAILEY9 ED 04/06/1978 H91 158 156 76.00 145 s Ln % DISCHARGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PENIOD AVAILABLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) LG CK 30N/03W-07NO1 so 10.0 G C J0N/03w-07N02 30 7.5 G C 30N/03W-07NO3 20 4.0 2.0 G C 30N/03W-07NO4 50 50.0 -- 6 U 30&'/03W-07NO5 60 60.0 1.0 6 U 30N/03W-07POI 10 0.3 1.5 G U 30N/03W-07PO2 9 9.0 1.0 G c 30N/03W-07PO3 20 0.3 2.0 G C 30N/03w-07PO4 20 U.0 3.0 G U 30KI/03W-07PO5 12 0.2 10.0 G U 30N/03W-07PO6 80 80.0 2.0 G U 30'4/03W-07PO7 25 2.5 -- G U 3OA;103W-07ROl -- -- -- C 30N/03W-08HOl 250 15.6 3.8 G C 30N/03W-08COl -- -- C 30N/03W-08CO2 705 46.2 1.1 G U 3ON/03W-08JOI 170 1.0 8.0 6 c 30N/03W-08m0l 600 18.0 2.5 G C 30N/03W-08P02 15 1.9 4.0 G U 30N/03W-08ROI 5 -- -- c 30N/03w-OfiSw(j-l 30 6 u 30@i/03W-09KDI -- c 30N/03w-ION01 -- U 30N/014-l"G01 100 F G c 30N/03'.4-16601 c 30N/03W-16r3O2 C 30N/U3W-lb603 15 0 5 G c 30N/03W-16COI 36 1.3 3.0 G C 30N/03W-16CO2 20 0.6 2.0 G U 30M/03W-16C03 6 -- -- G U 30@'/03W-16DOI -- -- -- 0 U 30li/03W-16DO2 20 2.0 1.5 G U 30N/03'4-16FOI 25 .12.5 2.0 G U 30N/03W-16FO2 25 3.6 1.0 G U 30N/03W-16KOI 12 2.4 1.5 G U 30N/03W-16LO1 10 10.0 1.5 G U 30M/03W-17-1 40 40.0 -- G @U 30N103W-17ADI 25 -- -- G C 30P4/03W-178 10 1.5 G U 30N/U3W-17i3U2 55 -- G C ul CLALLAM CO.9 WA-212 CLALLAM CO.v WA-212 DEPTH TO USE. DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINIS4 3ON103w-17DO1 ILLSLEY9 HARRY 04/11/1978 H 79 79 22.20 74 5 3ON/03W-17DO2 THAYNE, WALTER 06/06/1978 H 76 74 17.50 69 s 3ON/03W-17DO3 wHITESIDE9 RAY 07/19/1978 H 78 78 16.50 73 s 3ON/03W-17DO4 MC GARR, C H 04/21/1979 H so 79 23.00 74 S 75 s 3ON/03W-17005 TAYLOR9 RAYMOND E 05/05/1979 H so 80 24.00 3ON103W-17EOI LAWRENCE9 KETTEL 04/17/1976 H 35 35 12.00 -- r) 3ON/03W-17FOl STONE9 STACEY -- Hos -- 32 7.00 3ON/03W-17LOI EKSE 11/21/1974 H 54 54 20.00 0 3ON/03W-17LO2 ARTS BARBERSHOP -- -- -- -- 3ON/03W-17LO3 OLSONg M. A 12/21/1976 H 37 37 10.00 0 3ON/03w-17N0l GUSTAFSON 07/15/1974 H 68 68 14.70 64 -- 3UN/u3w-17NO2 WEATHERBY 10/28/1974 H 539 53 14.60 -- 0 3ON/03W-17NO3 MAURER-29 STEVE 02/11/1977 H 49 49 24.00 -- 0 30s!/03W-18-nf@@10 STONE, GREGG 04/09/1976 H 56 56 2'0 .50 48 s 3ON/03W-lbAOi ADVENTIST CH 09/U4/1975 H 60 60 12.75 -- 5 3ON/03W-18AO2 SANFORD. NEUMAN 09/02/1977 H 31 31 14-.00 -- 0 3ON/03W-18AO3 SEQUIM BAPT. CH ob/Oh/1978 H 96 96 22.ou 91 s "30ti/03W-16801 ALFPONE, JENE 08/31/1979 H 79 79 2 1 . 0 0 -- 0 3ON/03w-l8eo2 WRIGHT. GAYLORD 03/29/1979 H 89 Rs 39.00 0 3ON/03W-18COI NEUBAUER 02/06/1974 H 46 46 15.00 0 3ON/03W-18CO2 BURKS, SHIRD 12/13/1977 H -- -- A.00 -- 0 3ON/03W-16DOI CAYS 03/05/1975 H 68 68 ii.ou 65 S 3ON/03w-18DO2 GILKISON 09/19/1974 H 37 37 2.00 -- 0 3ON/03W-16DO3 WEHORG, WILLIAM H 09/19/1974 H 45 45 c).00 40 -- 3ON103W-18004 ROACH9 NOLAN 01/10/1978 H 59 59 3.58 54 S 3ON/03W-18D05 ANDERSON9 E. 03/01/1978 H 72 72 12.00 59 5 30N/03w-18E0l LOVEGREN 09/17/1974 H 44 44 4 . 0 0 40 S 3ON/03W-18EO2 SHARP 07/23/19?4 H 55 55 2.5u 51 S 3ON103w-18LO3 tiAMMOND 10/27/1975 H 40 40 6.00 37 5 30@j/03W-18EO4 TELFORD 12/20/1974 H 39 39 9.75 36 P 3ON/03W-IBE05 BIRD* JAY 04/23/1976 H 66 66 27 00 -- 0 3ON/03W-18EO6 SHAY9 JIM 05/10/1976 H 41 41 7:00 38 s 3ON/03W-18EO7 CHURCHILL9 C C 05/16/1977 H 51 48 6.00 44 S 3ON103W-18EO8 G&H CONTRACTORS 03/07/1974 H 89 89 6.00 86 S 3ON/03W-18FOI MUELLER9 DAVID 02/08/19T8 H 49 49 18.00 -- 0 3ON/03W-18FO2 TRAVELLIONt WALT 03/02/1977 H 38 39 15.60 33 s 3ON/03W-18FO3 mCNUTT, RALPH 06/08/1977 H 38 38 14.00 -- 0 3ON/03W-18FO4 OLIPHANT9 LEONARD D 12/09/19?6 H 42 42 f,.50 0 3ON/03o-ISF05 PARSON* DON 12/13/1976 H 40 40 12.00 0 3ON/03w-18FO6 KELSAY, MERRITT 06/10/1977 H 43 43 7.50- 0 Lrl LA) DISCHARGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOU AVAILARLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) LG CK 30N/03W-17001 50 G C 30N/03W-17DO2 30 -- -- G C 30N/03W-17DO3 25 0.8 3.0 6 U 30N/03W-17004 25 1.3 2.0 G U 30N/03W-17005 20 0.5 2.0 6 U 30N/030-17E@l 40 20.0 G U 30N/03W-17F0I -- -- c -17LOI 45 2.0 6 U 30N/03W 30N/03W-17LO2 -- -- C 25 1.9 6 U 30N/03W-17LO3 3ON/03W-17NOI 40 2.7 G U 30N103W-17N02 45 2.4 G U 30N/03W-17NO3 40 B.0 G U 30N103W-18-1 50 12.5 2.0 G U 30N/03W-ISA01 30 -- -- G U 30N/03W-IHA02 30 G U 30N/03W-18AO3 45 -- G C 30N/03W-18801 20 1.5 G U 30N103W-18802 50 1.0 G U 30N/03W-18COl 16 -- G U 30N/03W-18CO2 35 1.8 6 U 30K!/03W-18DOI 20 0.5 G U 30N103W-16002 -- -- 6 U 30N/03w-18DO3 16 0.6 6 U 3GN/03W-ISD04 30 2.3 o.5 G U 30N/03W-18DO5 60 10.0 2.2 G U 3ON/03W-18E01 40 -- -- G U 30f4/03W-16E02 45 3.0 G U 30N/03W-IbED3 25 1.8 G U 30N/03w-lbEO4 40 -- G U 30N/03W-ISE05 26 1.2 G U 30N103W-18EO6 50 5.0 -- C, U 30fJ/03W-l8E07 30 7.5 2.0 6 U 30N103W-18EOS 17 -- -- & u 30N/03W-18FOI 12 0.8 -- G U 30N/03W-18FO2 20' 2.9 1.5 6 U 30N/03W-18FO3 4D 6.7 -- G C 30N/03W-18FO4 50 5.0 G C 30N/03W-16FO5 25 2.5 G U 3ON/03W-18FO6 50 5.0 6 U '@LALLAM CO., WA-212 CLALLAM CO.9 WA-212 DEPTH TO USE DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEFT) (FEET) (FEET) (FEET) FINISH 30N/03W-18FO7 LACCINOLEv JIM 06/16/1977 H 44 44 lo.50 0 3ON/03W-18FO8 ARNOLD9 WILLIS R 12/12/1975 H 36 3b 8.00 32 S 30N/03W-18FO9 HANSENs DON 07/03/1979 H 36 36 1A.00 -- 0 ON/ 0 3W- I BG"N40-1 BRIDGE. CHARLES 12/17/1976 H 30 30 13.00 0 30N/03W-18GOI HOLLECKs JOSEPH 11/04/1977 H 59 59 14.63 45 P 30N/03W-18HOl WOOD, ROHERT 05/24/19T? H 85 83 13.75 P 3ON/03W-18HO2 MARTIM. DUN 05/08/1978 H 59 59 24.20 0 30N/03W-18JOI GASCHK9 MEL 03/25/1976 H 41 41 36 s 30N/03W-18JO2 SANDS-KRAFT 03/15/1978 H 91 80 43.00 0 30N/03W-18JO3 FORD9 LUCILLE 10/24/1978 H 45 45 11.00 0 30N/03W-18MOl BOSTON 03/01/1975 H 44 44 22.00 0 3ON/03W-18M02 FISHER 10/16/1973 H 49 49 10.00 0 30N/03W-16MO3 STURDEVENT 10/23/1975 H 50 50 13.67 -- 0 30N/03W-18MO4 HEDAHL9 VERN 02/02/1978 H 47 47 18.00 41 S 3ON/03W-18MO5 SHEPHARD9 WILLIAM C 01/04/1978 H 47 47 20.00 0 30t[103W-18GOI SORENSEN# DON 05/12/1977 H 51 44 20.00 s 3oN/03w-lauo2 HARRIS9 LORRAINE C 03/14/1979 H 59 59 22'.Ou 0 30N/03W-18003 BROWN, RICK 10/19/1978 H 46 46 15.00 0 30N/03W-18ROI SEQUIM BIBLE CH 11/28/1969 Hol 51 51 7.00 0 30N/O3w-18kO2 GOLLEHON 09/22/1975 H 28 28 8.00 0 30N/03W-18RO3 SEQUIM VIEW LND 04/14/1972 H 85 85 20.00 55 S 30N/03W- 1815'.7 A406 TURNER. WINSTON 10/26/1977 H 55 S5 I 8.!>O -- 0 30N/03W-19DOI CAMERON 10/11/1972 H 67 49 32.00 0 30N/03W-20AOI BLAKE9 ED 1956 HIS 34 34 11.56 30N/03W-20BOl BUCHER Ol/ /1949 sli -- 23 0.00 30N103W-20COI CLAYTON 1900 HISVI 50 9.00 30N/03w-20CO2 PEDLAR 05/08/1971 H 36 36 Q.50 0 30N/03W-20CO3 FOSTER9 J. C 08/14/1978 H 75 75 40.00 70 S 30N/03W-20EO1 MACEDO. STANLEY T 10/11/1977 1 71 71 26.00 66 S, 30N/03W-20MOI KkISTOFERSON p 100 30N/03W-20QOI 8ELFIELD 05/20/1966 235 236 36.00 30N/U3W-20ROI VALASKE 01/01/1901 H 201 158 82.00 145 5 30N/03W-21AGI SMITH 10/10/1973 H 46 46 1.00 0 3ON103W-2,'DOI HOLGEPSONP HILL 10/03/1979 H 230 230 58.00 0 30N/03W-21HOI bAYWOOD VILLAGE 02/10/1970 P 298 298 95.00 0 30N/OJW-21HO2 VOWNIE. 05/21/1974 H 265 265 113.00 0 30N/03W-21KOI tiOSTROM, DON 01/01/1401 H 117 99.00 103 P 3oN103W-21KO2 CAH8AGE 11/21/1975 H 162 162 60.00 S 30N103W-21KO3 NELSON9 ART 07/15/1976 H 280 280 107.50 -- 0 3CN/03W-21MOI BAKER 10/06/1975 H 69 68 13.00 65 S ,Ln DISCHARGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERZOO AVAILABLE LOCAL NUMBER MINUTE) (GPm/FT) (HOURS) LG CK 30N/03W-18FO7 20 1.0 G U 3ON/03W-18FO8 50 10.0 G U 30N/03W-16FOg 15 15.0 1.5 G U 30N103W-16GH-1 20 6.7 -- U 30N/03W-ISGO1 100 -- G U 30N/03W-18HOI 60 8.3 6.0 G U 30N/03W-18HO2 40 -- -- G U 30N/03W-18JOl -- -- -- G U 30N/03w-18JO2 40 2.0 2.0 G U 30N/03W-18JO3 20 0.8 -- G U 30N/03w-16MOI 12 1.2 -- 6 U 30N/03W-18HO2 40 2.7 1.0 G U 30N103W-18HO3 40 2.4 -- G U 30N/03W-16MO4 30 15.0 1.5 G U 30N/03W-18MO5 24 12.0 1.0 G U 30N/03W-18001 20 -- 1.0 G U 30N/03W-18002 40 -- 1.0 G U 3ON103W-18003 40 3.3 -- rl u -x 30N103W-18ROl 40 5.0 1.0 G U 30N/03W-18RO2 15 1.2 -- G U 30@1/03W-18RO3 72 33.2 4.0 G u 30N/03W-18SWQ-1 30 -- -- G U 30N/0-1w-19DOI 35 2.3 2.0 G C 30N103w-20AOI 10 -- -- 6 C 3 ON/ 03W-2090 I -- -- -- C 30N/03w-20CUl 300 29.0 4.0 6 C 30N/03W-20CO2 60 20.0 2.0 G U 3nN/03W-20CO3 30 2.3 3.0 G U 30N/O3W-2OEOl 60 -- 2.0 G C 30N/03W-20MOI -- -- -- C 3V?1O3W-2OU0l 30 03 2.0 rl C 30N103W-2UR01 30 1:4 47.0 G U 30N103W-21AOI 20 2.0 2.0 G C 30N/03W-21DO1 60 15.0 3.0 G U 30N/03W-21HOI 19 0.5 1.5 G C 3ON/03W-21HO2 9 0.2 -- 6 C 30N1O3W-2jKOj 17 17.0 4.0 6 C 30N/03W-21KO2 20 0.3 -- 6 u 30N/03W-21KO3 6 0.1 3.0 6 C 30N/03W-21MO! 6 0.1 -- G U CLALLAM CO.* WA-212 DEPTH TO USE DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FELT) (FEET) FINISH 30NI03W-22KOI BATELLE NW LABS 1900 H 634 355 4.00+ -- 30N/03W-22mol ZAHN 04/25/1969 HVI 333 333 137.00 327 S 30N/03W-22MG2 DILTZ9 DARLENE 02/23/1979 H 235 232 134.00 227 S 3ON/03W-22NOI EBERLY 1959 179 150.00 -- -- -30tJ/03W-27-. ro MURRAY 04/15/1974 H 40 40 16.00 -- 0 -30N 10 3W-?7-.-8F-o) AKERS 01/10/1975 14 300 300 40.06 90 P 30N103W-27SOI WHITFIELD 05/ /1955 H 66 66 35.00 -- 0 30N/03W-27802 SPATH, L- M -- -- H 64 25.30 30N/03W-271303 EVANS* FRED G -- H -- 8 2.99 3ON/030-27BO4 FULLERTON* LEE 09/07/1977 H 65 65 40.00 62 5 -40N/n3W-27COl MCCORIE -- HiS -- 35 -- -- -- ltj'0N/03.-27K0l STANDARD9 JAMES F 11/02/1978 U IRO 0 0 3 0 N / 0 3 w - 2 7 W-51, HEBERT9 ED 05/18/1978 H 68 68 39.00 0 30N/03W-27001 SCHENCK* PHIL -- H -- is 4.OU 0 30N/03W-28H0l TRIPP 1948 HIS -- 400 189.3U -- 30N/03W-2'iK0l MARTIN 11/18/1974 H 14S 145 6.50 36 P 30N/03W-@@8MO1 WALLA-1. DONALD 07/12/1977 200 200 0 -- x 3oN4/G3w-26MQZ WALLA-2. DONALD 09/02/1977 130 130 0 17 P 30N/03W-29AGI HERRETT 08/29/1970 P 113 @113 90.00- 109 5 30N193W-30901 SOUTHERLUND 05/30/1974 H 172 172 47.00 169 S 30N/03w-30DO2 LURENSON 03/ /1947 H,I 265 0 -- -- 30N/0-!W-30U03 REVARD, CARL 04/02/1976 H 99 100 47.00 92 S 3m/03W-30004 FLEGEL9 FRITZ 10/05/1978 H 120 119 46.00 114 5 30N/03W-30DO5 PETEQSON* JON C 04/13/1979 H 185 185 125.00 160 S 30N/03'4-30DO6 bURR, TED 01/17/1979 H 90 90 50.00 85 S 30N/03W-30HO2 GERHARDT 02/20/1975 H 66 66 4.00+ -- 0 30N/03W-30JO2 LILE9 AUDREY N 08/12/1977 H 110 110 34.00 105 S 3ON/03w-30LOI AKMSTRONG 11/25/1974 H 64 64 35.00 -- 0 3oN/03w-30Q01 KING 10/16/1974 H -- -- 44.00 113 x 30N/03W-30ROI WILLIS 1948 Hol 65 65 50.00 so S 3ON/03W-30RO? LIODLE 07/12/1974 H 93 93 19.00 90 5 r-,3 0 N/ 0 3 W - 3 1 ---1 C;(71 HE 1@ (; E R 08/IU/1961 H 54 48 3.00 49 S 30N103W-31-iKe6 KN IT GHT 10/03/1974 H 137 137 29.00 134 5 ,@3 0 N / 0 3 W - 3 1 w,", Q c'l SCOTT 06/20/1974 H 126 226 10.75 35 P ON/0 3W-3 1--!-, e 0:1 SILVERTHORN9 WILLIAM 07/15/1975 H 41 41 4.00 -- 0 -31BOI RICHARD L iss 28 -- 0 3ON/03W JOHNSTON, 03/08/1978 H O@3/03W-31001 PINSON 06/12/1974 H 51 51 2.60 S 30N/03w-31DO2 COCCIA 06/14/1974 H 41 41 11.00 0 3ON/03W-31EOI FULLER 01/30/1974 H 34 64 9.00 0 30N/03W-31GOI MCCLESS 10/25/1974 H 61 61 11.50 56 S Ln DISCHARGE OTHFR (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PLRIOD AVAILABLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) LG CK 3ON/03W-22KOI 20 0.5 -- C 3ON/03W-22MOL 18 1.4 0.5 G U 30NI03W-22MO2 10 0.1 4.0 G U 3ON103W-22NO1 5 0.3 2.0 G C 3ON/03W-27-1 20 3.3 1.0 G U 3ON/034-27-3 -- -- -- G U 3ON/03W-27601 9 0.8 6 C 30N/03W-27602 -- -- C 3ON/03@i-27803 -- -- -- C 30K/03W-27804 3 3.0 1.5 6 C 3ON/03W-27COl -- -- -- C 3ON/03W-27KOI 0.00 0.0 C7 U 3ON/03W-27NEG-1 a 0.4 G U 3ON/03W-27001 -- C 3ON/034-2bHOI -- -- C 30N/03W-28K0l 7 0.1 G u 30N103W-28MDl -- -- G U 30N/03w-@26MO2 -- -- 6 u 3ON/02W-29AO1 10 .0.4 1.0 G C 3ON/03W-30DOI 20 0.3 -- G C 3ON/03W-30DO2 -- -- u 3ON/03W-30003 8 0.2 1.5 G C 3ON/03W-30DO4 65 -- 1.5 G U 3ON/03W-30DO5 50 2.6 3.2 G U 3ON/03W-30DO6 12 0.6 1.5 G U 3ON/03W-30HO2 I 0.0 -- G C 30N/03W-30J02 12 -- U 3ON/03W-30LOI 13 -- G C 3ON/03W-30001 2 0.0 -- G U 3ON/03W-30ROI 38 460.0 3.0 U 3ON/03W-30HO2 30 1.2 -- 6 U 3ON/03W-31-1 25 1.4 2.0 G U 3ON/03W-31-3 12 0.1 -- 6 U 3ON/03W-31-4 9 0.5 2.0 G U 3ON/03W-31-5 20 2.9 -- G U 3ON103W-31SOI 2. -- 6 U 3ON/03W-31001 12 0.4 6 U 3ON/03W-31DO2 40 2.7 6 U 3ON/03w-31EOI 20 1.5 3.0 G U 301/03W-31GOI 36 1.6 -- G U ul CLALLAM CO.9 WA-212 CLALLAM CO.9 WA-212 DEPTH TO USE DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINISH ri L 3ON/04W-01JCC, wILLISs JOHN 09/08/1976 H 68 68 38.00 63 s 30N/04W-01JO2 ZBARASCHUK 08/04/1975 H 140 140 105.00 135 S 3ON/04W-01JO3 GINGkICH9 INEL 06/08/1977 H 141 141 110.00 137 S 3ON/04W-01JO4 FRITZ9 S. A 07/04/1974 H 153 153 118.00, -- 0 3ON/04W-01JO5 BALKAN* MIKE 08/12/1976 H 151 151 113.67 146 S 30N/04W-01JO7 wALKER9 FRED 06/07/1979 H 87 87 71.0.0 -- 0 3GN/04W-01K01 LEWIS9 CHARLES 0 12/11/1953 -- 143 142 99.00 -- 0 30N/04W-DIK02 FOREST RIDGE 10/04/1978 P 139 139 99.00 129 5 30N/04W-01KO3 ALDRICH, KIRK o6/29/1977 H 93 93 71.00 -- S 30,%/U4W-01KO4 HANKES9 WILLARD 05/26/1978 H 130 130 116.00 12 30N/04W-OILOI MAURONA HEIGHTS- FIANDER -- P -- 70 24.15 65 S 30N/04W-01LO2 FIANDER 10/27/19b9 P 300 162 60.00 -- S 30N/04W-01M01 WASH. STATE9 OPT.FISHRS 07/31/1975 z 130 118 6.50 3T S 30PI/04W-01MO2 WASH.STAT9 DPT.FISHRS 09/05/1975 z 133 130 14.40 0 30Al/04W-0lM0J MACDONALD9 808 1969 H -- -- 10.20 -- 30N/04W-01MO4 WASH.STATEt OPT.FISHRS 1974 U 134 134 6.00 -- 30N/04W-GINOI HURD H -- 39 10-.64 0 30N/04W-01*.402 GAULT -- H -- 18 11.15 -- 301/04W-01POI STRUMBAUGHP RICHARD 05/18/1978 H 110 110 5A.00 0 30N/04W-0lQ0l ONEILL 01/29/1974 H 68 Fig 57.5U 30N/04W-01002 MEYER 1 02/03/1978 H 89 89 69.OU 0 30N/04v)-0lQ0 3 ANDERSON* TERRY 12/30/1976 H 92 92 63-00 0 3CN/04W-02G0j 1 GLOVER9 MILTON F 10/29/1976 H 52 52 17.00 4A S 30@1/04W-02.140 Ii SCHMUCK, HANS -- HvS -- H.64 30-NI/04w-02MU2 MILLS9 DONALD F 09/27/1978 H 1BO 180 F 175 30N/04W-02MO3 MAHAN 09/17/1975 H 239 239 15.00- 232 S 30N/04W-02P0l MANTLE9 REX J -- HYS 10 10 5.16 -- 30N/04W-02d0l WHEELER 04/22/1969 1 62 62 9.00 25 P 30NI/04W-03COI LEMCKE 11/06/19r5 H 69 69 46.00 -- 0 30N/04W-03D0l MICHAEL9 RUSSELL 03/29/1978 H 56 56 24.50 51 5 30N/04W-03D02 WILCHs HOWARU 12/20/1978 H 73 73 39.00 -- 0 30N/04W-03HOI SCHREINER# JAMES -- H -- 40 3.20 -- -- 30N/04W-03HO3 LOWICKI, ED 03/02/1978 H 61 61 25.00 58 S 30N/04W-03HO4 COFFEL, Tom 08/03/1978 H 56 56 27.00 51 S 30N/04W-03HOS LAVENDER 03/12/1969 HqI9S 65 65 5.00 -- -- 30N/04W-03HO6 COFFE4. TOM o2/22/1979 H 63 63 24.00 58 S 30N/04W-03JOI HARTMAN9 LAVERNE 05/20/1978 H 178 178 2.OU 173 S 30N/04W-03NOI NOMBALAIS9 FRANK 06/29/1977 H 66 66 23.00 61 S 30N/04W-03001 MT VISTA COUNTRY CLUB9 COUNTRY 05/16/1973 P 265 249 5.00 234 S .f-30N/04W-04-2 L'13 kO8ERTSq GUY 01/30/1976 H 108 108 70.50 103 s DISCHARGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOD AVAILABLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) LG CK 30N/04W-OIJ is 5.0 2.0 G U 30.'J/04W-01JO2 20 20.0 2.0 G U 30N/04W-01JO3 20 -- 1.5 G U 30N/04W-01JO4 20 1.7 -- G u 30N/04W-01JO5 20 -- 1.5 G U 30N/04W-01JO7 12 12.0 1.5 6 U 30N/04W-OIKOI 40 4.0 -- G C 30N/04W-01KO2 76 9.0 3.2 6 U 3DN/04W-01KO3 25 2.5 -- G C 30N/04W-01KO4 12 -- G U 3ON/04W-OILOI -- c 30N/04W-01LO2 20 -- -- G U 30N/04W-01HOl 1147 34.7 6.0 G c 30N104W-0IM02 -- -- -- G C 30N/04W-Olt-03 C 30N/04W-01MO4 G C 3rjN/04W-01NOI c 30N/04W-0lN02 -- -- -- C 30N/04W-0lP0l 20 6.7 3.0 6 U 30N/04W-OIQ01 is -- -- G U 30N/04W-01002 15 2.5 -- 6 U 30'J/04W-OIQ03 12 -- 2.0 G U 30N/040-02GOI 7 2.9 3.0 G u 30N/04W-02MOI -- -- -- C 30N/04W-02mG2 30 1.0 3.0 G U 30N/04W-02MO3 20 0.1 G c 30N/04W-0?P0l 50 12.5 G c 30N/04VI-02POl Soo 45.0 1.0 6 c 3CN/04W-0JC0l 40 13.0 -- G U 30ti/04W-03DOI 30 -- 6 U 30N/04W-03002 45 6 U 30N/O4W-03HOI -- -- -- C 30N/O4W-03H03 25 6.2 1.5 G c .30AJ/04W-03HO4 10 10.0 1.5 G C 30N/04W-03HO5 60 30.0 -- G C 30H/04W-03H06 12, 0.5 2.0 C, U 30N/04W-03JUl 6 -- 4.0 6 U 30N/04W-O3N0l 11 0.4 2.0 G U 30N/O4W-O3QOl 40 2.0 -- G C -D4-1 30N/04W 30 6.0 G U CLALLAM CO.9 WA-212 CLALLAM CO.# WA-212 DEPTH TO USE DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINISH 30N/04W-04HOl HALL, PHILLIP 12/18/1976 H ill ill 63.00 106 s 30N/04W-04LOI WICKMANs JAMES A 02/28/1969 H,I 79 76 4P.50 72 5 30N/04W-04LO2 STRANDSKOV9 HERB 04/12/1974 H 72 56 38.00 54 s @ 30N/04W-04=P-t M63 MCHUGH 05/08/1974 H 99 114 83.60 -- 0 ON/04W-04MOI BROOKE 04/21/1975 H 105 105 52.OU loo S ON/04W-04mo2 EVANS 08/08/1974 H 108 108 42.00 101 S ON/04W-U4NO1 OLSTEAD# HAROLD L -- H -- 51 27.89 -- 30N/04W-04NO2 ANDERSONs PAUL 11/08/1978 H 57 57 33.00 52 3ON/04W-04pol OLSON 01/01/1901 5 48 32.92 -- 30N/04W-05--t"3 LEJEUNE, A. J 04/20/1976 H ;0_9 110 69.06 105 s 30N/04W-05--r I-C4 SPICKERMAN, CLARENCE 07/19/1976 H 118 118 44.00 112 S ON/04W-U5-,3 SMITH9 MIKE 05/11/1978 H 60 60 2A.OU 55 S 30N/04W-05601 NEWELL 04/18/1962 H 125 125 94.00 -- S 30N/04W-05G02 FRENCH- MILTON 11/04/1976 -- 114 114 82.0t) 109 s 30N/04W-05JOI OLSON* EDGAR H 05/29/1973 H 117 117 73.6; -- S ON/04W-05K-Pe CRAMLR 01/18/1974 H 110 110 76.50 105 5 3ot4/u4W-05K0l NEWELL 07/01/1969 H 125 125 75.00 -- S 3o@j/04w-05KO2 NEWELL 03/03/1975 H 120 120 95.5u 115 S 3ON/04W-05L01 STUCKI9 8. J 09/ /1964 H -- 126 116.00 -- 0 30N/04W-05LO2 POSTo AUSTIN 1950 H 92 72.00 5 30N/04W-65M0l HUHER9 LOUIS H 108 -- -- 30N/U4W-05N0j LEwIS9 D.H.W. -- HPS 95 81.00 3nN/04W-05POl BULL 04/14/1973 p 161 161 126.00 -- 30N/04W-G5Q0l HILLESt A ol/@b/1978 H 117 117 -- 112 S 30NI/04W-05(,401 SIMPSON 01/05/1976 H 152 152 bA.33 147 S 30N/04*-05Q02 KOONZ9 BOB 10/2B/1977 H 110 110 24.00 106 S 30N/04W-0bQ04 HIRST* FLUYD Ob/08/1979 H 175 158 70.00 152 S 30NI/04W-05GO5 KENSEY. S G 11/06/1978 H 127 127 80.00 122 s 30N/04W-06ROI BkYANTv FAYE 05/25/1977 H 142 142 lic;.oo -- 0 30N/O4w-0bRo2 bRYANT9 FAYE 01/15/1979 H 151 151 115.00 -- 0 0 N' / 0 4 W - 0 7VIll- 0'; WRAY, GORDON 03/29/1978 H 108 108 64.00 103 s ON/041v-0720t (@'09 MONTERQA 2 09/01/1976 H 221 221 131.00 89 0,4/04W-07FUl NIEMI, ROY I -- H -- 71 64.25 -- ON/04W-07GO1 MONTERRA INC 06/23/1971 H 221 221 103.00 109 P 30N/04W-07JOl SAUER. 07/02/1974 H 164 163 90.00 16o 5 30N/04W-07JO2 NOVICH 09/18/1975 H 93 93 61.00 0 30N/04w-07KOl GRIMSLEYt D. K -- H -- 96 -- -- -- 30N/04W-07K02 GOIN, TRESA 09/18/1972 H 117 113 59.00 108 S 3ON/04W-07LOI MYERS 07/01/1974 H 92 92 60.60- -- 0 30N/04W-07NOI MULLINS 10/27/1975 H 264 281 119.00- 266 S 3 3 @3 3 3 L 3 3 31 3 DISCHARGE OTHER .(GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOD AVAILAHLE LOCAL NUM8ER MINUTE) (GPM/FT) (HOURS) LG CK 30N/04W-04HOI 30 -- 1.5 G U 30N/04w-04LOI 25 12.5 1.0 G U 30N/04W-04LO,@ 10 -- -- G C 30N/04W-04MN-1 25 -- -- 6 U 30N/04W-04MOI 35 35.0 2.0 G U 30W04+W-04M02 40 1.5 5.0 G U 30N/04W-D"NOI -- -- C 3ON/Ll4W-04NO2 35 11.7 6 U 30N/04W-U4P0j -- C 30N/04W-05-1 15 -- 1.0 G U 30N/04W-05-2 20 0.7 3.0 r U 3ON/04W-05-3 22 1.6 -- G U 3ON/04W-OSGOI 25 2.5 1.0 G U 30N/04W-05602 15 7.5 2.5 G U 30N/O4wmO5JOl 30 5.0 6 C 3Vj/04wm05K0-1 22 3.1 2.0 G U 30'4/04W-05K01 25 2.5 1.0 G U 3ON/04W-05KOZ 15 6.0 1.5 6 U 30tj/04W-05L01 5 G C 3ON/04W-05LO2 -- C 30N/04W-05MOI C 30N/04W-U5N0l -- -- -- C 30N/04W-05P01 25 1.3 1.0 G U 30ki/04W-05,101 lb 0.7 -- G U 30N/34W-05001 20 G U 3ON/04W-05002 20 0.3 G U 30ti/04W-05004 18 0.3 1.5 6 U 30N/04W-05UOti 30 4.3 -- G U 3014/04WwObROI 11) 1.3 G U 30N/0 4 W-06RO 2 25 1.7 -- 6 U 30N/04w-07ml 34 8.5 1.5 G U 30N/04W-079G-1 104 2.5 6.0 6 U 30N/Q4W-07Fol -- -- C 30N/04W-07GOI 250 3.6 24.0 G U 30N/04W-07Jol 30 1.3 2.0 6 U 30N/04WmO7JO2 9 0.4 -- G U 30N104W-07K0l -- -- -- C 30-V/04W-07Ko2 20 2.5 2.5 6 U 30N/04Ww07L0l 30 -- G C 30N/04W-07NO1 8 0.4 2.0 G C CLALLAM CO., wA-212 DEPTH TO USE DEPTH DEPTH WATER FIRST UATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINISH 30f,1/04W-07GOI NORRIS, HUGH 03/07/1978 H Ill ill 72.00 -- 0 30N/04W-08A0I wALLACKER 03/27/1974 H 108 108 55.00 103 S 30@1/04W-08402 WEYERHAEUSER RESIDENCE 54.7U -- -- 3ON/04W-08BOI CORWIN9 MARGUIERITE 06/16/1977 H 134 132 67.00 -- 0 30N/04W-08F0I DURCO CONST.9 GEO.OURHAH 08/16/1978 H 91 91 65.00 86 S 3ON/04W-08601 k3URDICK9 W. H 1960 H 104 98 50.0t) -- 0 3GN/04W-08GU2 CHRISTENSEN 06/27/1974 H 120 120 44.OU 117 S 3ON/U4W-08JOl MA 1960 H 56 56 3B.00 30N/04W-08M0I FARYNAHUD 09/10/1974 H 100 100 38.06 3ON/04W-08MO2 NETTLES 09/15/1975 H 89 84 35.00 81 S 3ON/04W-08MO4 FINLEY9 SAM 12/29/1978 H 84 84 22.00 79 S 3ON/04W-03POI KEYS. FRANK 03/17/1979 H 69 69 21.Ob 64 S 3ON/04W-09COI CAMERON 1947 H.S -- 70 -- 30N/04w-09C02 CAMERON, HOWARD -- I 60 3ON/04W-09K01 CAMERON, V. W -- Hos -- 22 Q.63 30N/04W-09L0l wEYERHAEUSER CO 02/27/1974 1 970 842 82.0 794 S 3ON/04W-09NO2 JOHNSON. LLOYL) 11/213/1979 H 75 75 24.00 70 5 3ON/04W-10COl MILES9 DAVID 06/22/1976 H 67 60 6.50 56 5 3ON/04W-IOEOI DREILING9 ALVIN O@/30/1977 H 50 so 17.50 47 S 3ON/04W-IOHOI HEGGENES 02/17/1975 H 38 38 9.00 -- 0 3CN/04W-IOJGI ANOERSEN9 WILLIAM T 06/14/1977 H 30 30 ll.ou 0 3ON/04W-10JO2 PETERSON9 JLRRY 08/25/1977 H 31 31 A.00 0 30ti/04W-10KOl MCCUTCHAN 12/13/1965 H9I 31 31 7.00 0 3ON/04W-10LOI COOK 01/01/1901 H -- 22 ?.00 -- -- 3ON/04W-IOMOI SANFORD, JAMES R 01/19/1978 H 42 42 5.00 37 S 3ON/04W-10MO2 SCHNEIDER9 R08ERT 05/08/1978 H 52 52 6.00 -- 0 3ON/04W-10MO3 SWAPP, RICHARD 08/10/1978 H 45 45 5.00 0 3ON/04W-10POI HELLER 01/01/1901 HqI -- 10 5.00 -- -- 30N104W-l0QC,I SMITH, LLOYD 05/05/1976 H 82 A2 11.00 76 S 3ON/04W-IUROI STACEY 09/18/1972 HqI 61 61 111.00 56 5 3ON/04W-10HO2 STREGE 05/02/1974 H 67 67 11.00 60 S 3ON/04W-10RO2 wHITE 06/20/1974 H 33 33 10.00 -- 0 30ri/04W-10RO4 BORN, GLENN E 09/ /1967 H 38 38 10.00 35 S 30N/04W-IIA0I UALTZLY 04/28/1974 H 45 45 12.00 -- 0 3ON/04W-11AU2 SIMONTON 12/01/1974 H 62 62 11.50 0 30N/04W-ljh0I RARIN- JACK 07/10/1978 H 20 20 10.00 0 3ON/04W-IIJOI GILBERTSON9 GIL 04/01/1977 H 76 76 20.00 0 3ON/04 W -1 1#tgmqO SANDERS, HARRY M 05/31/1978 H 30 30 12.00 0 3ON/04W-11LOI CAREY9 J. J -- H -- 16 12.00 -- 3ON/04W-11LO2 SHADE* C W 04/13/1978 H 36 36 10.00 0 DISCHARGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOD AVAILARLE LOCAL NUMBER MINUTE) (GPm/FT) (HOURS) LG CK 30N/04W-07001 10 0.8 1.0 G U 30N/04W-ObAOI 25 a.3 1.5 G U 30N/04W-08AO2 -- -- -- C 3ON/04W-06801 10 1.3 2.0 G U 30N/04W-08F0l 12 12.0 1.5 G U 30N/04W-0@$GOI -- -- -- 6 c 30N/04W-08602 25 -- G U 30N/04W-08JOI 17 1.3 G c 30N/04W-08M01 14 0.6 G U 30N/04W-08MO2 35 1.2 6 U 30N/0-W-OBHO4 18 0.4 1.5 G U 30N/04W-08ROI 30 2.5 1.5 6 U 30N/04W-O-)COI 25 -- 5.0 C 30N/04W-09CO2 -- -- c 30N/04W-09KOI -- -- -- C 30N/04W-09LO1 715 25.1 6.5 G C 30N/04W-09NO2 35 I.y 3.0 G U 30N/04W-IOCOI 25 0.8 -- C, U 30N/04W-10E01 35 2.3 G U 30N/04W-l0H0l 35 2.1 G C 30N/04W-I0JOl 10 10.0 1.5 G U 30N/04W-10JO2 15 15.0 1.5 G U 30N/04W-10KOI 18 2.3 1.0 G U 30N/04W-IOLOI -- -- -- C 3ON/04W-10MOl 13 0.6 3.5 6 u 30N/04W-10MO2 20 0.6 -- 6 U 30N/04W-10MO3 20 1.8 1.5 G U 30N/94W-JOPOI -- -- -- C 30N/04W-10Q01 65 5.4 2.0 G U 30N/04W-IONOI 15 15.0 -- 6 U 3,)N/04W-l0R02 40 1.7 1.0 G u 30N/04W-10R02 25 8.3 0.5 G U 30NI/04W-JOR04 20 1.3 -- G U 30N/04W-11A01 32 2.1 1.0 6 C 30N/04W-11AO2 25 1.0 5.0 G U 30N/04W-IIHOI 24 24.0 1.5 6 U 30N/04W-IIJOI 20 -- 1.5 G C 3CN/04W-IIKQ-l 30 -- G U 30N/040-11LOI -- -- c Ch 30N/04W-11LO2 35 3.5 6 U. CLALLAM CO.P.WA-212 DEPTH TO USE DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINISH 3ON/04W-11POI TORMALA 09/02/1975 H 55 55 16.00 0 u 30N/04W-11PO2 SMITH* RON 06/03/2976 H 38 38 13.00 30N/U4W-I1P03 HEbHRENFELDt DOUG 06/01/1977 H 53 53 14.50 0 30N/04W-11PO4 SMITH. RON 12/09/1977 H 32 32 13.00 0 30N/04W-lItl0l NOGASHq HANK 10/06/1978 H 57 ,7 19.00 0 30N/04W-lIR0j TRUDY9 VICTOR R 07/07/1977 H al 81 24.00 0 30N/04W-11RO2 MARCHRANK9 ALVIN 12/30/1977 H 66 66 24.00 0 30N/04W-11k03 STARRY, FRANK 06/22/1977 H 81 81 21.00 0 30N/04W-11W04 WHITMORE* LLOYD 06/23/1977 H al 81 23.00 0 30N/U4w-llRO5 jEZIK9 JOSEPH F 02/14/1978 H 89 89 19.00 84 5 30N/04W-11RO6 FIRESIDE HOMES 2 02/18/1977 H 22 22 A.00 -- 0 30N/04W-11RO7 FIRESIDE HOMES 1 01/16/1977 H 50 50 20.00 0 30N/04W-11ROd NELSON9 KENNY 07/28/1979 H 26 26 12.00 0 30N/04W-11R09 KOTASv HURRY 12/05/1979 H al 81 22.00 0 30N/04W-12COL SPENCER 02/02/1974 H 38 38 4.50 35 P 30N/04W-12CO2 SPENCER 01/24/1974 H 65 65 19.50 -- 0 3ON/04W-12CO3 TRIPLETT9 VAVE 03/29/1978 H 43 43 11.00 0 30N/04W-12CO4 SMITH9 STEVE 03/01/1978 H 24 24 7.00 D 30N/04W-12CO5 GAULT, TOM 02/28/1976 H 24 24 R.00 0 30N/04W-12001 GAESTEL9 STAN 11/02/1977 H 33 33 9.00 0 30N/04W-12EOI HOGG5 05/13/1974 H 22 22 3.40 P 30N/04W-12FOI TALLEY 11/11/1976 H 02 s2 47.UO 0 3DN/04W-l?F02 MATLOCK9 J G 03/31/1978 H 48 48 9.00 45 5 30N/04W-12FO3 TINSLEY9 FREU H 03/ /1975 H 15 15 7.00 12 T 30N/04W-22JOI ERNY# R H 04/18/1979 H 108 108 90.00 -- 0 30N/04W-12KOI LIVENGOOD9 GARY 11/09/1977 H 26 26 6.00 0 30N/04W-12IN01 BALKAN CONST.s MIKE 08/23/1977 H 74 69 11.00 0 30t-1/04W-12001 WOOD. DAVE 01/16/1976 H 36 36 11.50 0 30t4/04W-12002 R04INS, LESTER -- I -- 25 -- 11 P 3Ghj1U4W-12R0l LIVENGOOD 03/09/1966 1 27 27 5.70 9 P 30NI/04W-13-110,9 0 LOUTHAN9 ED 10/31/1974 H 43 43 5.00 -- 0 3ON/04W-13@@@ bORDEN 01/24/1975 H -- 54 2,1.00 S ON/04W-13-d*() wALPER Il/U4/1974 H 42 42 s.ou 0 jJ30N/U4W-13-% Kl'; HANWAY# FRANK 11/03/1976 H 46 46 8.50 0 30N/04W-13@8 401 PIKE, 04/17/1975 H 43 43 18.00 0 30N/04W-131:4@ 40a DENTON 03/14/1974 H 84 84 IR.00 0 30N/04W-13AO3 AIKENS 11/21/1974 H 46 4b 2.00 41 S 30N/04W-13AO4 HAHDGROVL 1925 H91 -- ?o -- -- -- 30N/04W-13AO5 MALENDAq FRED 07/06/1977 H 36 36 6.00 0 30N/04W-13AO6 FINK* LOWELL 10/18/1977 H 39 39 9.00 0 CN Ln DISCHARGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOD AVAILARLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) LG CK 30N/04W-IIPOI 12 -- G U 30N/04W-11PO2 so 6.3 G U 3ON/U4W-11PO3 30 1.3 6 U 30N/U4W-11PO4 45 22.0 6 U 3ON/04W-11001 13 0.5 1.5 G U 30N/04W-11ROI 30 -- -- G U 30N/04W-11RO2 19 1.0 2.0 G U 30N/04W-11PO3 75 -- 1.0 G U 30N/04W-11RO4 60 -- 1.0 G U 30N/04W-11RO5 20 0.6 3.0 6 U 30N/04%-11RO6 40 6.0 1.5 G U 30N/04W-11RO7 10 0.7 2.0 G U 30N/04W-11HOa 25 25.0 1.5 6 U 30N/04W-11RO9 80 -- -- G U 30N/04W-12COI 30 6 U 30N,/04W-12CO2 25 G U 30N/04W-12CO3 25 1.1 -- G U 30N/04W-12C04 10 10.0 1.5 G U 3Vj/04W-12C05 10 io.0 1.5 G U 30N/044-12DOI 25 1.8 -- G U 3ON/04W-12EOI 25 51.0 G U 30h/04W-12F0l 30 6.0 G U 30N/04W-12FO2 40' 2.2 6 U 30N/04W-12F03 -- -- U 3ON/04W-12JOI 17 17.0 1.5 G U 30N/04W-j?K0j 45 9.0 -- 6 C 30W04W-12N01 30 -- G U 3ON/04W-12001 25 5.0 -- G U 30PI/04W-"2002 160 80.0 24.0 C 30ri/04W-12ROI 325 46.0 1.0 6 U 30m/04W-13-I 45 3.5 -- G LJ 30N/04W-13-2$18=60 50 -- U 30N/04W-13-3 40 2.5 G U 30N/04W-13-4 40 2.2 G U 30N/04W-13AB-1 12 0.8 6 U 30N/04W-13AB-2 30 -- G U 30N/G4W-13A03 30 G U 30N/04W-13AO4 -- -- C 30N/04W-13AD5 50 5.0 G U 30N/U4W-13AO6 id 0.9 G U CLALLAM CO.s WA-212 DEPTH TO USE DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINISH 30N/04W-13DOI FASOLA, ALFREU -- H -- 24 8.00 3ON/04W-13EOI PARKER* DICK 12/18/1974 H 39 39 IR.60 0 30N/04W-13FO2 eERG9 RUDOLPH V 06/19/1978 H 48 48 8 OD 43 S 30N/04W-13FO3 LANTZ , KENNETH 06/26/1979 H 30 30 14:00 -- 0 30N/04W-13FO4 LUNDSTROM9 IVAN ob/26/1979 H 30 30 18.00 0 30N/04W-13FO5 WILLIAMSON, TOM 03/06/1979 H 42 42 26.00 0 30N/04W-13GOI SALLEE o2/03/1970 H 68 68 23.OU 0 30N/04W-13GO2 YOUNG 03/11/1974 H 58 58 26.00 0 30.N/04W-13GO3 GOODWIN. ROBERT A 07/21/1977 H 50 50 -- 0 30N/04W-13GO4 CLARK* RONALD 01/02/1979 H 42 42 19.50 0 30N/04W-13HOI RORINSON 01/01/1901 H#S -- 30 25.00 30N/04W-13HO2 LEITH. RObERT B 04/18/1977 H 58 58 15.00 5-; 30N/04W-13JOI KENDALL 1927 Hol -- so 10.06 30N/04W-13JOI bLANTON 05/29/1975 H 62 62 25.UO 0 30N/U4W-13JO3 wEHER 05/25/1974 H 49 49 9.00 -- 0 30-4/04W-l3jO4 MAYFIELD 07/25/1974 H 45 45 6 50 41 S 30N/Ot.W-13JO5 8ELLEVOL 10/29/1975 H 71 59 17:50 0 30N/04W-13jO6 TERRENCE9 FLOYD 06/06/1977 H 46 46 15.00 0 30N/U4W-13JO7 5UTHERLINq DICK 01/18/1978 H 48 48 24.00 0 30PI/04W-113KO3 SCHADEK 11/01/1975 H 61 61 26.75 0 30N/04W-13KO4 MCHUGH. PAUL 08/08/1977 H 45 45 8.00 0 30N/04W-13KO5 JUNDY9 JENE oS/31/1977 H 61 61 28.17 0 30N/04W-13KO6 L.b.D. 02/17/lq77 4 40 40 14.00 37 S 30N/04W-13LO2 ROTHWEILER 07/15/1975 H 37 37 15.Ou -- 0 30N/04W-13LO2 WILLIAtASON JO/12/lgbB H 34 34 21.00 31 S ON/O4W-I3**0"e ZALEWSK19 VAL 10/28/1977 H 58 58 20.00 52 S ON/ 04W-134:4 PYLESw JIM 04/12/1977 H 45 45 20.00 -- 0 0 N/ 0 4 W- 1-@ WO* TLSSMER, ALVIN H 03/24/1978 H 43 43 21.00 0 c,4/ 0 4w - 13 i Bl ULRICH 12/03/1975 H 34 32 1B.00 0 t@-ll ON/04W-13NOI APPLEGATE# CHARLES M 07/19/1977 H 49 49 19.00 44 S 30N/04W-13POI CONLEY 01/01/1901 H 48 48 24.00 -- 0 30N/04W-13QOI KRNOULL 01/01/1901 H91 -- 36 -- -- 3ON/04W-13UO2 tjFRG 01/11/19T4 H 64 64 25 . 0 0 -- 0 3ON/04W-13OU3 jANSSEN 04/30/1975 H 61 61 314.00 56 S 30N/04W-13ROI WANEK 06/lb/1975 H 53 ;3 22.00 -- 0 30N/04W-13RO2 STANGER. i D 09/18/1976 H 64 64 17.00 0 30N/O4W-13RO3 WILHER, L- P 01/09/1978 H 78 78 29.00 -- 0 30N/04W-13RO4 DILGER. LAURENCE 06/02/1976 H 57 57 23.67 52 S 3ON/04W-13RO5 PALMER, T. J 09/11/1978 H 55 55 11.00 -- 0 30N/04W-13RO6 KEYS9 FRANK 01/23/1979 H 81 61 30.00 0 Ch ell DISCHARGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOD AVAILABLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) LG CK 30N/04W-13DO1 -- -- C W 30N/04 -13EOI 30 6.0 G U 30N/04W-13F02 40 4.0 6 U 30N/04W-13FO3 20 20.0 1.5 G U 30N/04W-13FO4 20 20.0 1.5 6 U 3ON/04W-13FO5 10 1.0 1.5 G U 30K-/04w-13Gol 6 0.6 1.0 G U 30N/04W-13GO2 10 -- -- G U 30N/04W-13GO3 13 1.3 1.5 G U 30N/04W-13GO4 20 1.3 -- G U 30N/04W-13HOI I;- C 30N/04W-13HO2 0 6 6 U 30N/U4W-13JOI 25 -- U 30'1/04W-13JOI 18 0.7 G U 30N/04W-13JO3 50 25.0 G U 30N/04W-1Jf04 19 -- G u 30N/04W-13JO5 40 -- G U 04W-13j06 40 2.7 6 U 30N/ 30N/04W-13JO7 24 2.0 G U 3ON/04W-13KO3 30 2.1 6 U 30N'/04W-13KO4 40 3.3 U 30N/04W-13KO5 so -- G U 30N/04W-13KO6 20 2.0 -- 6 U 3ON/04W-13LO2 12 0.9 2.0 G U 30N/04w-13LO2 is 1.0 1.0 G U 30N104W-13MN-2 25 -- -- G U 30N/U4W-13MN-3 30 3.8 G U 3ON/04W-13MN-4 18 1.3 6 U 30N/04W-13NH-1 15 30.0 4.0 G U 30N/04W-13NOI 30 20.0 2.0 G C 30N/04W-13POI 20 5.0 2.0 G U 30N/04W-13001 -- -- -- C 30N/04W-13QO2 30 3.0 1.0 G U 30t,;/04W-13003 10 -- -- G U 30N/U4W-13k0l 35 3.5 -- G U 30N/04W-13RO2 18 1.0 1.0 G ti 30N/04W-13R03 30 2.5 2.0 A U 30N/04W-13kO4 25 -- 1.0 G U 30N/04W-13HO5 40 2.1 -- G U m 30N/04W-13RO6 30 -- G U 00 CLALLAM CO.9 WA-212 DEPTH TO USE DEPTH DEPTH WATE R FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINISH 30N/04W-13RO7 mAXTED. 0 H 06/04/1979 H 89 89 27.00' 0 n 30N/04W-13ROB MAXTED9 0 H 06/01/1979 H 89 89 27.00 0 3ON/U4W-!3RO9 MAXTED, A H 01/24/1979 H 89 89 30.00 0 t 30N/04W-13R10 WAAGEN ORMAN E 09/2h/1979 80 79 19 ou 0 -30N/U4W-13Sl=wl -scl BERGER;NN, MARG 0T 03/18/1977 50 50 18:00 0 30N/04W-14AOI STEVENS 05/29/1964 1 30 30 12.00 19 p 30t,1/04W-14COI HEATH9 OLIVE -- H -- 21 12.01 -- -- 30N/04W-14CO2 TROXEL 08/29/1975 H 60 60 17.00 0 3ON/04W-14CO3 HARDY, SHEILA 09/13/1979 H 81 81 23.20 0 30N/04W-14DOI WHITE 05/12/1975 H 66 66 24.00 0 30N/04W-14EOI MARPEL 06/03/1974 H 65 65 25.00 0 30N/04W-14FO2 JENSENo TOM 04/06/1977 H 82 82 22.3J b4 3ON/04W-14FO3 CRANER 06/10/1975 H 57 57 19.00 54 s 30N/04W-14MOl MATSON9 VIC 07/10/1976 H 54 44 17.00 39 s 30N/04W-14MO2 WRIGHT# T 08/22/1977 H 38 38 11.00 -- 0 30N/04W-14POI NICKERSON 08/12/1975 H 60 38 14.00 35 s 3ON/04W-14PO2 LMERY 06/14/1973 H 52 52 14.00 -- 0 30N/04W-14P03 THOMPSON9 RAY 06/16/1976 H 98 98 17.50 0 -30N/04W-15TX6@04 CHILDERS, w.kEx 05/13/1977 H 51 51 24.00 0 30N/04W-lbA0l BRUCE. ELWOOU -- U -- -- 19.78 -- -- 30N/04W-15COI SMITH 04/08/1975 H 54 44 12.00 42 S 30N/04W-15FOl SONNENFELD# DELgERT 03/06/1979 H 53 53 23.00 48 S 30N/04W-15601 AVERY 1928 H -- so 6.00 -- -- 30N/04W-15GO" ENGEL 07/24/1975 H 56 56 11.50 0 30N/04W-15G03 LEADON, GEORGE 03/26/1977 H 55 55 24.00 0 30N/04W-15HOl AVERY 1938 HqI -- 50 6.00 -- 30N/04W-15HO2 AVERY 1936 H 9 1 50 6.OU p 3ON/04W-15HO3 AVERY 1938 H 50 6.00 P 3ON/04W-15KOI SEAMONDS9 LARRY 01/03/1979 H 55 55 18.00 50 S 30N/04W-15MOI GILLESPIE9 F. -- U -- 15 gi.20 -- 30N/04W-15MO2 GILLESPIE 01/01/1901 H -- 43 12.57 -- 3oN/04W-15MO3 CUMMINGS9 HILLMAN 09/25/1978 H 39 39 4.00 -- 0 30N/04W-15.NOI BOYD 03/16/1974 H 34 28 4.00 26 S 30N/04W-15POI FERGOSON 01/21/1974 H 65 65 29.50 -- 0 30N/04W-15PO2 MARTIN, ANN 08/02/1977 H 36 36 14.00 0 30N/04W-15PO3 CRARY* C. W 07/03/1978 H 65 65 19.00 bi S 30N/04W-16COI RUTLEDGE9 DICK 03/07/1979 H 47 45 9.00- 43 s 30N/04W-16GOI SAYERS 11/06/1974 H 90 90 28.06 85 s 30N/04W-16GO2 KITHCENS INC 10/lT/1974 H 40 40 9.00 -- 0 30N/04W-16PO2 BULL, GEHALD 07/04/1977 H 144 144 100.00 0 to DISCHARGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOD AVAILABLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) LG CK 17@ 3ON/04W-13RD7 60 1.5 6 U 3ON/04W-13RO8 60 1.5 G U 30N/U4W-13k09 40 -- G U 3ON/04W-13RIO 40 -- 1.0 6 U 3ON/04W-13SEG-1 30 3.0 2.0 G U 3ON/04W-14AOI 150 50.0 2.0 G U 3ON/04W-14COl -- -- c 3ON/04W-14CO8 20 G U 3ON/04W-14CO3 70 -- 1.0 G U 3ON/04W-14DO1 25 0.9 -- G U 3ON/04W-14E01 25 1.3 1.u G U 3ON/04W-14FO2 6 -- 2.0 G U 3ON/04W-14FO3 25 1.1 -- G U 30N/U4W-14H0l is 3.8 2.0 G U 3ON/04W-14MO2 40 -- -- G U 3ON/04W-14POI is 2.5 4.0 G C 301/04w-14PO2 20 -- -- G U 30N/04W-j4P03 40 1.3 -- G U 3ON/04W-15-1 10 1.7 1.0 G U 3ON/04W-ISAOI -- -- -- c 3ON/04W-15COI 120 18.0 2.0 G U 3ON/04W-15FOI 25 2.5 1.5 G U 30';/04W-15601 5 -- -- C 3ON/044-15GO2 50 3.3 G U 3ON/U4W-16603 25 1.6 G U 3ON/04W-15HOI 25 25.0 4.0 U 30N/04A-lSH02 2:@ -- -- C 3ON/U4vi-ISH03 25 -- -- C 3ON/04W-15KOI 20 2.0 1.5 G U 3ON/04W-15MOI -- -- -- C 3ON/04W-15MOe -- C 3ON/04W-15MO3 40 G U 3ON/04W-1@)NOI 12 G U 3ON/04W-15POI 30 -- -- G U 30h/04W-15P02 a 0.8 1.5 G U 3ON/04W-15PO3 48 3.2 -- G U 3ON/04W-16COI 20 4.0 1.5 G u 30N/04W-lbG0l is 0.6 2.0 G C 3ON/04W-16602 3 -- -- G C- 3ON/04W-16PO2 25 6.3 1.5 G U CD CLALLAM CO., wA-212 DEPTH TO USE DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINISH 30N/04W-16QOI KEITH 12/03/1973 H 67 67 34.00 64 S 30N/04W-16QO2 TEAGUE 11/15/1974 H 53 ri 3 26.OU -- 0 r) 30N/04W-16QO3 NELSON9 GARY 01/30/1976 H 82 82 46.50 79 S 30N/04W-16U04 kUBENS 08/07/1975 H 125 87 36.00 84 S 30N/04W-16005 FHANTZ9 JOHN -- hos -- 63 60.56 -- 30N/04W-17601 EDHONSON 04/24/1974 H 91 91 39.50 85 s 30N/04W-17bo2 LEWIS9 CARL 10/31/1978 H 105 105 bO.00 101 S 30N/04W-17DO1 SIMONSON9 HENkY 1947 HvS 146 146 65.00 -- 30N/04W-17DO2 OPDAHL 10/15/19T4 H ill ill 63.00 108 S 30N/04W-17FOI SOLMAR LAND 08/11/1974 H 137 129 72.00 116 s 30N/04W-17GOI MILLER9 W. S -- H -- 97 65.40 -- 30N/04W-17NO1 PITCH9 JOHN H 11/30/1976 H 81 73 49.00 68 S 30N/U4W-17No2 TOZIER9 LARRY 07/25/1978 H 211 211 180.00 -- 0 30N/04W-17POI PILCH, jOHN 01/26/1978 H 70 66 38.50 61 5 30N/04W-17R01 HIGGINS 07/22/1974 H 91 91 60'.00 83 S 30N/04W-18AOI KOVOCH9 NICK -- Hos -- 145 86.82 30N/04W-16AO2 BORRELLI 09/15/1975 H 119 119 89.83 11 S 30N/C4W-18601 WAGGONERo ROBERT B 09/08/1977 H 112 112 6ft.50 107 S 30N/04W-18GOI wOLFGRAmt HERBERT 1968 H -- 126 86.00 SMITH 30N/04W-18HOI 05/09/1974 H 140 140 101.00 133 30N/04W-16HO2 KENT9 GEORGE 02/25/1977 H 128 126 97.00 123 S 30N/04W-18HO3 UHLIGv VANCE 02/21/1976 H 140 140 110.00 13S S 30N/04W-16HO4 SMITH. BUkWEL 12/15/1977 H 150 150 104.00 -- 0 3&.N/04W-18H05 ELLIOTT. REX 03/13/1979 m 127 127 100.00 122 S 30N/04W-18JOI MUELLERs DAVID -- H -- 12 2.70 -- 30N/04W-18JO2 COLLAv OR 12/02/1978 H 146 146 Ilf).00 141 S 3ON/04W-16ROl wEST 03/13/1974 -- 61 60 17.00 44 S 30N/04W-18HO2 CREASEY, ED 06/15/1978 H 117 116 87.00 ill S 30N/04W-16HO3 MAXTED* D H 06/05/1979 H 89 (49 27.50 0 3014/04W-19FOI ADAMS 06/10/1975 h -- 57 12.00 S 30N/04W-19HOI MC INNES 1954 98 98 50.00 94 S 30rJ/04W-19JOl SAMPAIR, J. A -- H -- 10 5.77 -- 30N/04W-20801 SNOHOMISH LUMBER 05/30/1977 H 85 85 43.00 80 30N/04W-20602 BAKER, ODIE 02/14/1979 H 345 345 204.00 209 P 30N/04w-20B03 BAKER, ODIE 02/09/1979 U 130 130 0 -- 30N/04W-20C0l FOX# H. C 1947 H 108 108 76 . 0 0 -- 30N/04W-20E0l PLAINS. NA14CY 02/23/1977 H so 38 12.OU 16 30N/04W-20FOI TYLER. GARTH 03/21/1978 H 86 85 37.00 -- 0 30N/04W-20HOI KESSLER# PAUL 07/02/1979 H 265 265 225.00 0 30N/04W-20MOI BRANT 02/18/1975 H so 50 3.50 0 DISCHARGE OTHER (GALLONS SPEcrFIC PUMPING DATA PER CAPACITY PERIOD AVAILARLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) LG CK 30N/04W-16QO1 25 G U 30N/04w-16002 6 -- G u (71 30N/04W-16QO3 12 0.5 G U 30N/04W-16004 8 0.2 G U 3UN/04W-16Q05 -- -- C 30N/04W-17801 40 8.0 2.5 G C 30N/04W-17802 30 1.5 -- A U 30N/04W-17UOI -- -- G C 30N/04W-17002 25 -- -- G U 3014/04W-17FOl 204 38.0 6.0 G U 3ON/04W-17GOI -- -- -- C 30N/04W-17NO1 3 0.2 16.0 G U 30N/04w-17NO2 lu 1.0 1.5 G U 30N/04W-17P0l 18 18.0 9.0 U 30N/04W-17kol 10 2.0 -- G U 3ON/04W-18AOI -- -- C 30k!/04W-18402 20 12.0 G C 30ml 0 4 w- I OsqO 1 15 -- G C 30N/04W-16601 -- -- c 30N/04W-16m0l i5 3.8 2.0 G U 30IJ/04W-18HO2 15 -- 2.0 G C 30N/04W-18H03 15 -- -- G C 30N/04W-18HO4 15 1.1 1.5 G U 30N/04W-18HO5 20 5.0 1.0 G U 30N/04W-ISJOI -- -- -- . c 3ON/04W-18JO2 12 0.8 1.5 6 U 30N/04W-1@'RUI 20 3.3 1.0 r, U 30K;/04W-18RO2 7 0.2 3.0 G U 30N/04W-16403 60 -- 1.5 G U 30N/04W-19FOI 25 80.0 10.0 6 U 30N/04W-19HOI 12 0.4 1.0 6 U 30N/04W-19JOI C 30N/04W-20801 20 1.7 -- G C 30N/04w-20602 5 0.1 4.0 G U 30N/04*-20603 0.60 0.0 -- G U 30N/04W-20COI -- -- -- G C 30N/04w-Z0E0l 20 4.0 2.5 G U 30N/04W-20FOl 6 o.2 1.5 6 U 30N/04W-20HOI 17 1.7 1.5 G U 30N/04W-20MOl 25 0.8 -- G U CLALLAM CO.9 WA-212 DEPTH TO USE DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINISH 30N/04w-20MO2 BRANUT, MIKE 11/01/1977 H 161 161 40.00 -- x 3ON/04W-20NOI WALLACE 04/04/1974 H 35 35 6.00 31 S 30N/04w-20NO2 WAGNER- ROdERT 09/30/1976 50 -- 30N/044-20POI MILLER$ KEN 09/12/1978 H 70 70 25.00 0 30N/O4*-20Q01 FLYUM 07/02/1974 H 70 50 6.50 20 p W_ LEACH9 ARTHUR 12/29/1975 H 384 327 267.00 322 S 3ON/04W-21601 SPENCER, CHARLES H 38 0.80+ 30N/04W-21COI HOFFMAN ll/OA/1965 P 160 160 120.00 156 S 30N/04W-2jCG2 KITCHEN, GEORGIE 10/07/1977 H 110 110 70.00 30N/04W-ZIGOI SCHOEPPE 06/27/1975 H 42 41 16.00 36 30N/04W-21GO2 LEBLANC. RICHARD 03/31/1978 H 46 45 18.00 40 S ON/04A-2 G03 07/01/1978 H 54 54 21.00 50 S ON/ 0 4 W -2 11 J 0 1 PEDLAPI JIM 11/08/1976 H zoo 100 42.00 0 30N/04W-21JO2 FLEISHER9 5KIP 04/05/1978 H 139 139 7R.00 134 5 30N/04W-21KOI MESSICK 10/01/1974 H 267 267 19?.00 258 S 30N/U4W-2lK02 REEKIEv ARTHUR 11/16/1978 H 44 44 13. 00 40 S 30N/04W-21LOI LUCE, SCHULER 01/05/1977 H 326 326 275.00 S 30N/04W-22AOI KAMPRUD# ROBERT 06/21/1977 H 95 91 24.00. 81 P 30N/04W-22AO2 SEWELL* 0. 06/21/1977 H 49 49 16.50 0 30N/O4W-2eD0l SWARD9 CAkL 07/22/1976 H 57 57 37.00 0 30N/04W-22DO2 TH0?4PSONv F W 11/04/1977 H 38 38 24.00 0 30N/O4W-22E0l SPENCER 08/24/1971 P 70 68 55.00 0 30N/04w-22EO2 BURTON 01/07/1976 H 37 3T 14.00 0 30N/04w-22EO2 SPENCER 06/19/1970 H 117 117 49.58 ill S 30N/O4W-2?H0l ARVIE SMITH 1965 H 163 163 93.bb 158 S 30111/04W-22HO2 SMITH-29 ARNIE 02/i!4/1978 P 298 298 102.00 160 P 30N/04w-22JOI LOCHOW. F. A H 109 93.78 30N/04W-22JO2 SToICAN DRLG CO 1959 H -- 118 94.00 30N/04W-22NOI PHILLIPS 12/20/1973 H 275 275 220.00 269 S 30N/04W-22NO2 LOHR9 4ILL M 11/11/1976 U 416 409 242.00 0 30N/04W-22NO3 SLATERt DON 02/28/1979 U 237 237 0 30N/04W-22(101 HOSCHE. WILLIAM 0")/31/1976 H loR 107 76.50 0 30.N/04W-22ROI TOZZER 08/17/1974 H 270 270 150.00 155 P 30N/04o-22RO2 SCHMIDT. MIKE 06/01/lc)77 H 60 f'o 20.00 55 S 30N/04W-22ROJ LASSITER, JOSEPH C 06/14/1979 H 101 100 74.00 0 30N104w-22R44 SMITHv HUkREL 04/14/109 H 99 99 60.OU 0 ON/04W-23-1 K01 kEADER9 PAUL 05/03/1976 H 46 46 25.00 0 3ON/04W-23_-2Ko@L PARKER9 SHANNON 03/03/1977 H sa 88 21.00 0 3ON/04W-23COl HUTCHINSON9 HUGH R 03/08/1962 66 66 27.00 33 P 30N/04**-23E01 8URTON- CLARENCE N 04/15/1952 1 16 7.50 Lo DISCHARGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOD AVAILAPLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) LG CK 3ON/04W-20MO2 2 1.5 G U 30N/04W-20NOI 12 -- 6 U 30"104W-20NO2 -- -- -- G U 30N/04W-20POl 6 6.0 1.5 G U 30N/04W-20001 3 -- -- G U .lk 30N/04Wt2l-l 5 0.1 6.0 G U 30N/04W?21601 -- -- -- C 30N/04W-21COI 15 0.5 0.5 G U 30N/04W-21C02 7 0.2 -- G U 30N/04W-21GOI 15 3.a 2.0 G U 30N/04W-21GO2 12 0.6 1.5 G C 30N/04W-2lGo3 is 1.0 1.5 6 C 30N/04W-21JOI 10 0.2 -- G U 30N/04W-ZlJ02 20 2.0 3.0 G U 30N/04W-2lKUl 18 0.6 2.0 6 C 30N/044-21KO2 10 10.0 1.5 6 U 30N/04W-21LO1 15 0.8 5.5 6 C 30N/04W-22AO1 30 0.6 2.0 G U 30N/04W-22AO2 17 0.7 -- G U 30N/04W-22001 25 3.1 6 U 30m/ 0 4 W-22DO 2 12 1.5 G U 30N/04W-22EOI 25 12.0 G U 30N/04W-22EO2 b -- G U 30N/04W-22EO2 25 0.5 -- 6 U 30N104W-22HOI 50 .1.1 3.5 6 C 30N/04W-22HO2 30 3.0 2.0 G U 30N/04W-22JOl -- -- -- C 30N/04W-22JO2 -- -- -- G C 30.N/04W-22NOI 15 15.0 4.0 G C 30NIU4W-22NO2 3 0.0 4.0 G C 30N/04W-2eNO3 0.00 0.0 G U 30N/04W-22001 30 -- G U 30N/04W-22401 2 -- G U 30N/04W-22R02 30 - 3.0 G C 30P,J/04W-22RO3 30 -- 1.0 C, U 30N/04W-22R04 2 1.7 1.5 G U 3ON/04W-23-1 12 -- 1.0 G U 30N/04w-23-2 -- -- G U 30N/04W-23C0I 50 -- -- G U .30N/04W-23EOI 175 25 0 6.0 G C C. CLALLAM CO.9 WA-212 DEPTH TO USE r)EPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) iFEET) (FEET) FINISH ON/04W-35-0C,05 UAVIS9 808 .06/26/1977 H 95 91 74.00 0 3ON/04W-3580i FRICK, D@ 8 08/10/1977 H 34 34 10.OU 0 30N/04w-3ssu2 kIFE, DA 02/16/1979 H 33 33 12.00 0 30N/04W-35COI COURTIER 03/16/1974 H 95 95 13.00 32 P 30PJ/04W-35COZ MCCALL- E. J 05/26/1976 H 48 48 12.50 26 p 30N/04W-35DO1 !@PARKS9 DON 11/10/1977 H 54 54 27.00 0 30N/04W-35GOI FEkNIE9 BRUCE 06/01/1977 H 86 86 45.00 0 30N/04W-3SG02 RIFE9 DAL 01/24/1978 H 93 93 b2.00 0 30N/04W-35LO1 ALLENt LESTER 05/23/1977 H 93 93 85.00 0 30N/04W-3'@L02 bENHA49 JIM 11/02/1977 H 27 27 14.00 0 30N/04W-35LO3 SMITm, RON 12/01/1978 H 47 47 25.00 0 30N/04W-35%TUfttAof DE RYSS. ROMAN 04/10/1477 H 92 91 70.50 0 ON/04W-35""l-t2 IJO; RIDGEFIELD 09/26/1975 H 90 86 64.00 a i ON/04W-35NO1 WILSON* JAMES 10/23/1970 H 96 q6 31.00 16 x OtJ/04W-35POI NORRIS9 808 06/21/1976 H 135 135 110.00 -- x 30N/04W-35PO2 WILKIE 10/25/1972 95 95 6A.00 74, P 3ON/04W-35Pl)3 STIRATT, RALPH 09/22/1977 H -- -- 192.Ou 214 p 30N/Oc@W-36d0l OQUISTv SELFRID 11/15/1978 H 42 40 24.00 35 s 30N/04w-JoJ0l COVTUt 0 L 06/07/1977 -- 120 -- D -- 30N/04W-36ROI WILLIAMS 29 ROBERT 08/11/1977 H 100 100 ?.00+ 45 30N/G49-36RO2 wILLIA41S-3# ROBERT 06/16/1977 H 64 64 11.00 -- x 30N/u4W-3bRu3 WILLIAMS-19 R06ERT 08/09/1977 180 -- 0 30N/04W-36RO4 COUTU. 0 L 06/29/1977 395 0 i-OPGANP 09@4* 7 a 1 tlo 2------- t-0-2 'I 30N/05W-02pol GERHKE ll/ /1966 H 142 -- 3ON1O5W-l?AUl CORLETT* DONALD 1962 H 152 130.00 S 3ON/05W-12COl WEINZERL-VOUGLS -- H 144 -- 30N/0SW-12E0l GALLOWAY9 ELMER HIS 110 79.75 30N/05W-12h0l JARVIS. E. J H 76 67.48 30N/05W-f2KOl HHUCKNER 08/213/1975 H 130 105 84.60 s 30N/05W-12X02 SNIDER, VERNON 05/30/1978 H 109 109 92.00 0 3ON/05W-12LO1 DICKINSON9 G. -- H -- 102 97.19 -- 30.N/05W-12NO1 ADOLPHSEN9 P. HIS 4 0.81 3ON/0516-13E01 BAILEY* W. 0 HIS 20 1 .55 30N/05%-13KOI CRAINg RAY HIS 5 2.00 3ON/05W-23JOl UPT PUBLIC WRKS 08/28/1974 H 104 104 70.00 99 S 3014/05W-24OUl FARLEY 11/23/1975 H 131 130 43.DO 125 S 3ON/05W-25SOI LLSTER 06/17/1974 H 193 193 62.00 164 P 3ON/05W-25COI ATHAYs CHARLES 08/27/1978 U 120 120 0 29 x 30N/U5W-2SCO2 ATHAY9 CHARLES 09/18/1978 H 101 61 24.00 47 -j Ln [3 3 3 3 3 DISCHARGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOD AVAILABLE LOCAL NUMBER MINUTE) (GPmIFT) (HOURS) LG CK 3ON/04W-35-1 2 -- -- G U 3ON/04W-35BOI 30 3.0 1.0 G C 3ON/04W-35602 24 14.8 1.5 G U 3OP4/04W-35COI 9 o.3 2.0 6 U 30PJ/04W-35CO2 15 1.5 G U 3ON/04w-35001 11 0.7 1.5 G U 3ON/04W-35GOI 17 17.0 1.5 G U 3ON/U4W-35GO2 7 -- 2.0 G U 3ON/04W-35LOI 15 15.0 1.0 G U 3ON/04W-3SLO2 11 2.2 1.5 G U 30N/04W-35L03 13 0.9 -- G U 30N/04W-35NEQ-I 20 -- 1.5 G U 30N/04W-35f4P-2 10 3.0 6 U 3ON/04W-3t>NUl 4 -- -- G U 30N/U4W-3t)P0I 17 2.6 2.0 -G C 3pj/04w-35P02 18 3.0 -- 6 U 3 ON/0 4 4- 3bP(@3 3 0.1 G U 30N/U4W-3580I 12 1.2 1.5 6 U 30N/04W-36J0I -- -- -- G U 30N/04W-36R0l 4 F 4.0 G U 30N/04W-36R02 -- 5 G U 30K-/04W-3bR.03 -- G U 30m/04W-36R04 U 3WG@E-07GO8 G U 30?%-/ 05.1@- o?Rfj i 10 C 30IJ/05W-12A01 C 3OW05W-12COi C 30V!/05,A;-I2E0I C 30N/0 5W- I LHO I -- C 3ON/05@:-ILIK01 25 5.0 G C 30N/054-12K02 I -- C, U 31)N/0@@,-12LOI -- -- C 30N/05W-jeN0j C 30N/05wi-13E01 C 3ON/05W-13KOI C 30N/05W-23,J0I -- -- -- G U 3ON/03W-24DOI 12 0.5 2.0 6 U 3vj/0bW-25H0l 6 0.1 G U 3ON/05W-25COI 0.00 0.0 G U 3ON/05W-25CO2 6 0.1 2.0 G U CLALLAM CO.9 WA-212 DEPTH TO USE DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINISH 30N/05w-25C03 GRATTON9 ROBERT 09/22/1978 H 154 154 52.OD 149 S 3oN/o@W-25vt=mq---p0 i IRON5v RAY 06/ /1976 H 90 go 27.50 44 P 30N/05W-25MOI NEVENSCH4ANDER, FRED 1907 I9H*S 6 6 0.00 -- 0 30N/05W-26HOl @RADICH 04/03/1974 H 59 59 37.00 54 s 30N/05W-26KOI PETERS9 KEITH DO/17/1918 U 261 0 D -- 30N/15W-26KI2 PETERS, KEITH 08/24/1978 U 207 D 0 30tj/D@W-36EOI DAILEY 09/23/1975 H 54 54 14.50 4; 30KX04W-j3K08 THORSON, TOM 01/03/1977 H 70 67 30.00 61 S N/044-25M02 SULLIVAN. j0E 08/03/1978 H 58 58 29.00 53 S 31N/03W-18GOI U.S.COAST (WARD 09/ /1930 H 667 667 F -- 31N/O@W-30MOI MARSHALL9 ERNEST -- 48 4.60 31tl/03W-30'4bI GREE.,4 03/13/1975 H 39 39 4.00 31N/03W-30(JOI PETTITT* HARVEY -- T 3600 250 F -31N/03W-31-n@-01 LUNNINGHAM* TED H 12/07/1977 H 37 37 2.00 31PJ/03W-31601 DUNGENESS 8FACH 08/22/11)74 P 52 52 8.00 47 0 31N/03W-31DO.' SLICK9 HILL L 04/23/1976 H 57 57 7.00 55 P -31EOI p 31NI03o@ SCHAEFERv KENNETH B 05/18/1978 H 41 41 4.00 36 S _j@IN/03W-31HO1 FITZGERALD 03/ /1962 P 44 44 F 40 s .3, wo4w-25-@- Mel SHANNON, COL. H R 02/17/lq78 H 99 99 74.00 -- 0 3lN/04W-25-i-r,'V0-f DE PALMA 06/2@4/1974 H 57 57 29.00 52 S 3 1 N 0 4 w - 2 5 -"Cr f!r4TIOf CAYS 03/2d/1974 H 58 57 29.00 52 p 3 1 N 0,4 4 - 2 @@ -@r? t"oj CORDON 01/25/1974 H 95 Q5 66.00 -- 0 3 IN 0 4 w - 2 5 --ri'tk'r SPRAGUE, VERN 08/31/1978 H 62 62 43.00 58 S 31fl1/04W-L5-,-E T". GRINNELL# FRED 05/13/1976 H 62 62 37.50 59 S 31N/04ie-25-@a bLAKE. JLSSE 09/10/1975 H 40 40 4.50 36 S KOOMOS. KEN 05/18/1977 H 75 75 53.00 71 P HANhiJt4o UON 10/28/1977 H 104 104 70.00 -- 0 31N/04W-2@;'P IV03 UECHENNE, M. F 05/12/1977 H 75 75 54.00 71 P 3jN/04W-2b*l'?cl7 wILLIA'AS 03/25/1974 H 61 60 38.00 55 -- 3jN/04W-25-'W-rT RAFF 03/18/1974 H 64 64 25.OU -- 0 3lN104w-25--q-P0? LFD9ETTER 09/10/1973 H 65 65 30.00 0 '3IN/040-25MOI DUNGENESS CAMP 1965 R -- 300 F -- 1114/0401-2t@llol @ RANZEN 01/01/1901 H -- 74 -- 3!N/04w-25PO2 w"ELAN- GEORGE M 08/02/1971 H 63 63 46.00 ;8 P 3lN/04W-2:)00l COVER9 LED 04/04/1978 H 44 44 3.50 -- 0 31 '!/04-1-25SF7,3!5T T62 CHENEY 01/03/1974 H 52 52 6.00 -- 0 31 N/ 0 4 w - 2 5 t@vTg4 -, /0 GORYNSKI* RAY 06/30/1978 H 48 48 6.!@O 43 S 3 1 N / 0 4 w - 2 6 -,d c?41_3 MERRITTE9 JOHN 02/13/1976 H 6B 68 48.00 63 S 31 fJ/04W-2b-,e- L01 THIERSCH* J 8 11/25/1974 H 165 165 24.00 162 S 3 1 N/ 0 4 'W - 2 6 vz@ 4)0/@ GILCHRIST, FRED 02/02/1978 A H 90 88 43.00 83 5 DISCHARGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOD AVAILAHLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) LG CK 30N/05W-25CO3 5 0.1 1.5 G U 30N/05W-25DE-1 17 0.3 2.0 G U 30N/05W@25MOI a 1.3 -- G U 30N/05W-26HOI 10 1.7 3.0 6 U 30N/05W-26KOI 0.00 0.0 -- 6 U 30N/05W-26KO2 0.00 0.0 6 U 30N/05W-3bE0l 9 G U 30NI04@4-13KOd 35 35.0 1.5 C, U 31 N/044-25MO2 20 20.0 2.0 G U 31N/03W-18GOI 50 -- -- G U 31N/03W-30MUI 27 C 31N/03W-30NOI 20 G U 31N/034-30001 -- C 31N/03W-31-1 36 3.6 0 U 31NI/03W-31SOI -- -- G C 31N/03w-31001 30 -- 1 0 G C 31N/03W-3'E0l 120 34 .0 IN G U 31N/03W-31HOl 50 2.5 2.0 6 C 31V/044-25-1 la 1.2 -- G U 31NI/04W-25-10 50 50.0 -- G U 3111/04W-25-11 40 A.0 2.0 G U 31;.j/044m2")-12 20 ?.S 2.0 G U 31N'/04W-eS-13 25 Z5.0 -- 6 U 31N/04W-25-2 35 7.0 1.0 G U 31N/04W-25-3 50 10.0 -- 6 U 3lN/04Wm2L)-4 30 30.0 G U 3lN/J4w-z5-5 34 3.4 1.5 G U 31N/04W-25-6 30 30.0 -- G U 3l,"110 4 oJ-25-7 73 12.0 3.0 G U 3ltJ/04W-25-8 40 4.4 2.5 G U 31N/04w-25-9 30 5.0 3.0 G U 31N/04W-25HOI -- -- c 31N/04W-25POl -- -- C 31N/U4W-25P02 15 15.0 2.0 G C 31N/04W-25GO1 30. 1.0 -- G U 31N/04W-25SEU-1 20 1.4 2.0 G U 31N/04W-25SWql 40 5.7 4.0 6 U 31N/04W-26-1 25 25.0 -- G U 3lN/04wm26m2 18 0.6 G U 31N/04W-26-3 40 6.7 2.5 G U 00 CLALLAM CO.# WA-212 DEPTH TO USE DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINISH 3 IN/ 04W-26-W VERDICK 03/30/1974 H 66 66 50.00 61 S 3 IN/ 0 4 W-26-.-'W 0(- THIERSCH 11/25/1974 H 62 62 49.00 58 P 3jN/04W-2bGUj SAN JUAN FARM -- H -- 98 F -- -- 31N/04W-26JOI ANDERSON, PHILLIP 8 03/18/1978 H 127 126 34.00 0 31N/04W-2bKOI 80REHAVEN, JACK 03/13/1978 H 163 162 25.00 0 31N/04W-26MUI VAN BI39LERs N. 0 -- C -- 49 42.67 31N/044-260ol 81GELOW 01/01/1901 H -- 92 89.00 31N/04W-2600e WIMMER9 VICI 08/20/1974 H 90 90 69.00 3 IN / 0 4 W -,? 7 oq-fV HERGSHEND. CHARLES 04/05/1977 H 130 130 95.40 125 S 31N/04W-27-577-;L HRIDENAAUGH 04/23/1974 H 94 84 55.00 -- 0 IN/04W-27NOI DAWES, ROY A 1952 H -- 118 83.00 31N/04W-27001 OLSON# C. L -- H 84 49.46 -- 31t4/04WI-27R01 BODE* F U 10/ /1967 H S 3 32.96 0 3 1 N/ 04,v- 34-,l AO HYAN, FRANK 09/30/1975 H 98 98 63.20 -- 0 3!N/04P-34FOI HICKSt RANUELL M 08/29/1978 H 141 138 111.00 133 5 31N/04W-34HOI COVERDALE9 HAL M 12/28/1977 H 122 122 85.00 117 S 31N/04W-34HOI LEACH- L- W -- H -- 12b -- -- 3jN/04W-34M0j CROMWELL 02/05/1972 H 94 94 58.00 -- S 31N/04W-34MO2 mOSS, SIDNEY 06/01/1979 H 120 120 90.00 115 S 31N/04W@34HO3 800E. PAUL 03/U9/1979 H 93 93 60.00 88 S 31N/04W-24POi KINNAMAN9 JIM -- H,S -- 00 -- -- -- 31N/04W-34Q01 UAVSONs UUNALD 06/27/1977 H 107 lo7 85.00 101 5 @ - 1 @41 044-35wl @-cl 11/14/1974 H 104 104 90.00 97 P 31 N/ 0 4 W -35 -@2 4.0; CHESNES 01/28/1974 H 120 120 86.00 -- 0 3 1 Sl/ 044-35-3;-@F ROBINSON 02/08/1972 H 114 114 83.00 94 P 3 1 N/ 0 4 W-3n--z- R08INSON9 ROGER R 02/01/1974 H 112 112 84. 0 0' -- 0 31N/04W-35Aul CLAPK 01/01/1901 H -- Q0 -- -- -,lN/04W-3:>Dol FOSi@ETT, AbNLR W 09/20/1962 H 94 94 66.15 31N/04W-35E01 PEDERSON 01/01/lqol P 153 153 65.00 3IN/04W-35EO2 IIEDERSON 03/01/1910 P 110 110 88.00 -- S 31N/04W-35HOI CLARK9 ELLIOTT 08/31/1979, 1 616 616 41.30 553 S 31N/04W-35JOI BEEBE. CHAS. Hos -- 65 -- -- L 31N/04W-35LOI HARI(,* kICHAkD -- H -- 122 10.95 -- FRESCHLING 01/16/1974 H 132 132 107.2t) 0 31N/94W-35NOI LIDELL, ERIC 05/31/1978 H 130 130 103.00 0 31N/04W-3:)POI LATZGESELL 1917 Hsl -- 31 7.00 -- @/31N/04W-3t;-q" ):@Oj MCCAHTEH9 NEAL 08/03/1978 H 130 122 82.00 117 S F@31N/04W-3S@-vt Kol BAKEk, JAMES 11/05/19715 H 90 90 17.00 85 0 IN/04W-36-!g@ 8UWK, J W 06/24/1975 H lo3 103 76.00 -- 0 lN/04w-36---;w Cox- ENSIGN 07/01/1974 H 70 70 38.00 0 3 DISCHARGE UMPING OTHER (GALLONS SPECIFIC P UATA PER CAPACITY PERIOD AVAILABLE LOCAL NUMBER MINUTE) (bPM/FT) (HOURS) LG CK 31N/04W-26-4 15 15.0 G U 31N/04W-26-5 18 -- G U 31N/04'4-26601 -- -- C 31N/04W-26JOI 9 0.1 1.5 G U 3jN/04w-2bK0I 10 0.3 1.5 6 U 31N/04W-26HOI -- -- -- C 31N/04W-26901 -- -- C 3lt4/04W-26002 20 4.0 -- 6 C 3'N/04W-27-1 35 8.8 2.0 G U 31fi/04W-27-2 14 0.9 1.0 G U 31N/04W-27NOI C 31N/04W-27Q01 -- C 31?,1/04W-27RO 1 40 6 C 31@4/04W-34-1 20 -- -- 6 U 31N/04W-34FOI 10 0.4 6.5 G U 31 N/04W-34,101 10 0.8 3.0 6 C 311,/04W-34HUI -- -- -- c 3IN/04W-34MO! 25 2.5 -- G C 31 N/0414-34M02 24 24.0 2.0 G U 31PJ/04W-34M-03 30 30.0 2.0 6 U 31N/04W-34POI -- -- -- c 31N/04iv-34001 10 1.0 1.5 6 C 31N/04W-35-1 12 12.0 -- C, U 31N/04W-35-2 14 6.8 2.0 6 U 3lNt/04W-35-3 26 13.0 1.5 G U 31N/04W-35-4 20 20.0 1.5 G U 31@1/04W-35AOI C 31@,1/04W-35UOI 20 2.0 1.0 G C 31N/04W-35EOI 50 7.1 -- G U 31N/04W-35EO2 20 20.0 -- G u 31P4/04W-35Hul 650 9.4 7.5 G U 3lN/04w-35j0l -- -- -- C 31N/04W-35LO1 -- C 31N/04W-3b-AOI 10 -- -- 6 U 31N/04W-36NO1 8 0.5 1.5 G U 31tv/04w-35POI -- -- -- U 31F4/04W-36-06 20 8.0 1.0 G U 3IN/04w-36-1 20 20.0 2.0 C, U 31h/04W-3b-2 30 4.3 -- G U 3IN/04W-36-4 20 1.3 G U C0 C:) CLALLAM CO.9 OUTSIDE WA-212 AREA DEATH TO USE DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINISH 30N/03W-31EO2 MCKINNEY 09/ /1974 H -- 34 11.00 -- 30N/03W-31POI EMERSON9 KENNETH 05/02/1979 H 109 98 81.00 93 S 30'!1U3W-J2EO2 HALEY 04/01/197D P -- 118 F -- P 30ti/03W-34FOI uEvINE, DAN E 05/07/1979 H IP3 ISO 29.00 160 x 300/03)N-35E02 JOHNSON, HOSERT 11/10/1978 H 380 380 45.00 59 x @ ('N/03W-3t-nr-3 bERAGHTY, OR.THOMAS 07/16/1979 H 110 110 83.00 -- 0 ON/U3w-3bFOI OUNSTONE9 CHARLES 1950 H -- -- SO.98 130N/03W-36FO2 MACAULEY9 HOtJERT 11/19/1975 H 93 87 63.50 82 S 30N/U3W-36JO2 WILLIAMS9 LOUIS 10/26/1974 H 77 77 F 28 P 30N/03W-36KOI EDERERt JOHN 06/21/1978 H 123 123 80.00 118 S 3nN/03*t-36LOI ANOERSON* RICHAND C 03/16/1978 H 118 118 80.00 -- 0 30,lj/03w-3bLO2 @NG. FE 10/2fi/1975 H 7 8 77 51.00 72 S 30 N/ U 4*4-0 1,10 1 FLANUEHs 05/14/1973 P -- 70 26.UO- -- S 30 N/ 0 4 W-001 of 3 (i I LK 15014 04/08/1974 H 99 75.00 30N/04W-04409 I mATRIOTTI 12/23/1974 H -- H6 S 30ti/04W-12LO1 WILLIAMSON* 10/12/1968 H 34 21.00 30N/04W-12MUl KHTZO rr,-k 03/ /1957 8.00 30N/04W-12qO2 HOHIN@ 07/02/1960 6.00 30?ilO4w-13FOl HORDEN 10/31/1974 H 43 5.00 30N/04W-13FO3 PARKER 11/04/1974 H 42 A . 0 0 3ON/04W- I 3KOI TENNESON 12/29/1973 H 71 20.00- 66 5 30N/04W-14FOI AOAPIS 06/Ul/1952 1 30 .16.00 -- -- 3CA1104w-23KOl murCHINSN 03/08/1962 66 2T.OO P 3ON/040-25BOI wHELAN 01/01/1901 H 63 46.00 30N/U4W-2SGOI LIVINbSTON 05/03/1974 H -- 101 MOO JON/04W-27AOS HILLS- LAVERNE 08/26/1976 H 170 170 io,,,.oo-- 100 x 30N/U4W-30EOI SOhLECK9 UAVID 08/UV1979 H 202 110 60.00 P q 3ON/05W-07-" L--I' BATZMAN, HOWARO 05/12/1977 H 232 232 laq.50 209 30N/05W-IOAOI, KEHLE & HAWLEY 01/01/1901 U 235 234 213 33* 224" 30N/O5W-lOFOIv CLALLUM .VUU NOI 12/03/1965 P 214 205 177:00 116 S 30N/05W-10FO2\/ PHILLIPS9 D 4 -- U -- 40 -- -- -- 30N/U,3W-14AOI WELLER, CLARENCE 07/13/1979 H 94 94 6P.00 -- 0 30 1 N/05W-16JOI AHbOTT CONSTRUC 01/26/1978 H 68 68 3?.OU 63 5 30N/0@)W-16JO2 TEEFY9 RAY Ob/09/1977 H 68 65 29.Ou 57 P 30N/050-IbFOI PHILLIPS 1935 HqH9S -- 20 13.OU -- 30N1O-3W-I8MOl GkOVES. TE0 04/25/1977 U 180 180 D -- 30N/0SW-I8M02 WOMACK, VINCENT 12/14/1978 H 120 90 33.00 37 P Q 30P;/()3w-l 4-*ACml BATES. RICHARD 05/06/1977 H 17S 813 28.00 37 P 00 30N/0@)w-19LOI HERNANDEZ9 HILL 08/31/1978. H 56 56 10.00 20 x H 30NIU@'W-114001 MARKS. DENNIS 09/19/1977 138 138 116.00 0 DISCHI%RGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOD AVAILABLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) LG CK 30N/03W-JIE02 15 -- -- U 30N/03W-31POI 10 1.2 2.0 6 U 30N/03W-32EO2 25 F -- -- U 301@t/03W-34FOI 5 2.0 G U 3r,m/03v,-35E02 1 -- G U 30N/03W-36-4 15 1.5 G U 30N/03w-3bFUl -- -- -- c 30,j/03w-36FO2 15 5.0 3.0 G c 30,m103W-3bJ02 10 0.2 -- G U 30N/UJW-3bK0l IB 2.2 4.0 6 c 3014/03w-30LOI 3 062 4.5 6 c 3nN/03w-36LO2 5 0.2 2.0 G c 3Wl:/'J4w-0lJ0l 100 100.0 -- 6 c f 30'4/U4W-04N0l 16 -- G U 30N/04W-04RO2 -- Gi C 30114/04W-12LOI 20 6 c 30N/04W-12m0l 120 C 30lo1O4W-leH02 180 G C 3ON/04W-13FOl 45 6 U 30@,.,/04W-1 @003 40 G U 30N/04W-13KOI 12 0.5 2.0 6 U 30N/U4W-j4F0l loo -- -- c 30N/04W-23KOj 50 G U 304/04W-2SdOl .15 G U 30N/04W-25601 Is G U 30,N/04W-27AOS 0.3 -- -- G U 30N/04W-30E0l 0.8 0.0 1.5 6 U 304105W-0 7 -1 20 3.1 2.0 G U 30N/05vJ-l0AOJ 140 67.0 19.0 C 30tj/05w-l0F0l 330 82.5 24.0 G C 30,14/05W-10FO2 -- -- -- C 30N/05W-14AOI 20 20 .0 1.5 G U 30N/05W-lbJ0l 5 0.1 -- G U 30N/O5W-loJO2 7 0.6 2.0 G U 30N/05W-16FOl 64 21.0 4.0 C 3(jN/05W-16M0l -- -- -- 6 C 30N/05W-18MD2 10 1.0 1.5 6 u 3014/05W-19-1 12 1.0 3.0 G U 30k,/05W-19LOI I -- -- 6 C 30.N/03W-19POI 6 1.2 1.5 6 C 00 CLALLAM CO.- OUTSIDE WA-212 AREA DEPTH TO USE DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUM9EP OWNER COMPLETED WATER (FEET) (FEET) (FEET). (FEET) FIN15H 3ON/05W-19UOI CARLSON 10/10/1915 H 126 126 110.00t 0 3ON/05w-19002 HULSE, VIC 03/16/1977 mos 152 152 124.00 0 3ON/05w-19UD3 bEARD9 TOM 01/26/1976 H 135 135 113.50, 0 3m/05W-19901 SHARPE9 LARS E 01/03/1978 H 127 12T 104.OOL 0 3AN/05W-20AOI ROGERS9 6YRON 05/11/1979 H 95 95 60.00t 90 S 3ON/05W-20B01 HILL 02/10/19TO S 119 ill 58.00, 106 S 30tJ/C3W-2lH01 SCHMUCKER 06/ID/1963 IIH go go R . 0 0 -- 0 30m/05w-22wt6V1 UONINER, JEFF 09/11/1979 H 80 80 45.00-- 75 5 3UN/05W-23COl SIMPKINS 1,429 HqS -- 12 6.00 -- -- P o6/19/1979 H 42 38 14.00: 3ON/05W-23MOI TAIT9 TOM 301N/0iW-?bP0 I CHILDERS9 8ILL 05/16/1979 H 135 35 13.50 30 3v@/05fj-27GU1 HOPPER 2, SCOTT II/ /1977 H -- -- -- a, 3pj/Uio1-27H0 I CkAKER. TOm 05/04/1978 H BT 87 68.00 3ON/050-29LO2 PEARSON, 808 OH/2t-/lq76 H 270 270 -- 3ON/05W-29LO3 EATON* NORTHROP 09/13/1976 H 120 120 88.00. 118 x 3ON/054-29MOI ILK- STEVE 03/23/1977 H so AO 31.50 - 18 x 30N/0i"-24m03 EHwICK. UALE 06/15/IQ78 H 4T 47 0.00 20 x ,4 -29MO,+ wALOqON# DUN 0(1/29/1978 H 134 134 32.00 - 34 x 30@JIU34 30@!/130-2vM05 WILLIAMSON' BILL 09/22/076 H 40 40 7.bO 10 x -A0f,,105w-2q!,do1 CROUSE 10/18/19,b H 90 90 19.00 20 x 30N/050-29P0I WRI'GHT, AL 04/09/1976 H 100 100 15.00 10 x 30-4/05W-30601 UPOZ9 40GEH 09/22/19TT H iflo 180 -- ON/05W-30CO4 SHORES# DICK 04/23/14TT U 240 -- 0 -- 0,4/05W-30col RIOERv E 04/2b/1977 H 180 180 66.33 .120 P ON/05W-30CO2 SCOVIL, EL) 04/05/1978 H 112 112 87.00 -- 011/05'4-30CO3 SHORES. UICK 05/02/197T U 180 -- 0 -- ON/05W-3uC05 LEEM. AL 09/05/1979 -- 6D 60 2.00 12 x 30t.'103W-30063 LEEv ED 04/IH/1977 H 94 94 F 34, P 3o,4/05w-30FOI bAlLEY# JOHN W 05/IU/1977 H 135 135 25.00 95 P 3ON/05W-30FO2 MFINER, G 5 04/15/1977 H 200 200 F 20 x 3ON/OiW-30FO3 LEEt E0qJk. 05/10/1977 H 152 152 14.70. 112 P 3ON/05W-30FO4 MULLINS,' MELVIN OH/09/1978 H.S 37 37 5.00 35 x 30.N/05W-30HOI wHITTY 07/24/1974 H 170 170 34.00 13o P 3ON/03d-30JOI TEEL 11/16/lq72 I 9 H 80 80 3.00 11 x 3ON/05W-30KOI BECK, ED 08/14/1979 H 76 76 2.00 10 x 30N/0@,w-JOK02 FRYERq MELL 12/22/1976 H 160 160 0.00 39 x 30N/05w-3ULOI PEAPMAN, BLAINE 10/26/1,476 H 102 lo2 3.50-- 22 x 3ON195W-30LO2 KRICK. RICHARD v312211978 H 200 200 52.00 8 x 30410DW-301-03 EUHANK. JOHN o7/12/1978 H 87 a7 46.00 12 x 3ON/05w-30UOI THIE9 LOUIE 07/31/1979 H 105 los 60.00 20 x 00 DISCHARGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOD AVAILABLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) LG CK 3ot4/05w-19Q0l 12 2.4 G C 30N/05W-19QO2 7 0.4 b c 30N/05W-19UO3 15 1.5 -;.o 6 C 30N/05w-14301 9 0.6 3.0 G C 30N/05W-20AOI 10 0.5 1.5 G u 30PJ/05W-20HOI 8 0.2 2.0 G C 30NI05W-21801 17 0.3 2.0 G C 30tjl35W-??-l 8 1.5 cl U 30N/05W-23COI -- -- -- C 30N105W-23,'401 12 0.5 2.0 G U 30N/05W-26POl 3 0.4 2.0 G u 30tj/03w-27601 -- -- -- 6 C 3n@;/Oow-27HO1 6 1.2 1.5 6 C 30N/05w-2,@L02 -- -- 6 c 30N/05W-29LO3 20 1.0 G C 3061/05W-29MOl 25 0.7 -- G C 30N/UnW-29MG3 6 -- 1.5 C, C 30N/0 : :)W-L9,A04 3 2.0 G C 30N/O5W-29MO'5 15 -- -- 6 c 30'410 5 w-29NO 2 12 0.2 6 C 30N/05W-2VP0l 8 0.1 G C -30601 FJ 3nN/034 6 C i 30N/05W-30C/4 0.00 0.0 G C 30N/05W-30COI 2 0.0 2.0 G C 30N/050-30CO2 6 1.5 1.5 G C 3oN/05w-30CO3 0.00 0.0 -- G C 3oN/05w-30CO5 50 3.3 1.5 G U 30N/05W-130DO3 7 -- 2.0 G c 30NI/05W-30FOI 30 1.5 G C 3nPj/05,4-j0Fu2 5 2.0 a C 30N/05W-30FO3 30 1.5 G C 30NY05W-30FO4 30 -- -- G C 30PJ/0 5W-30HO 1 6 0.1 2.0 G C 30N/05W-30JOI 15 0.3 -- G C 30N/05W-30KOI 50 1.7 1.5 G U 30N/05W-30KO2 8 0.1 -- G C 30N/03w-30LUI 20 -- 1.0 G C 30N/05W-30LOe 2 0.0 -- G C 30N/05W-30LO3 lb 0.5 -- G 'C 30N/05W-30GOI 30 30.0 1.5 G u 00 CLALLAM CO.9 OUTSIDE WA-212 AREA I t CLALLAM CO.9 OUTSIDE WA-212 AREA DEPTH TO USE DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET). (FEET) FINISH 30N/05W-30ROI BAUBLITS 02/10/1975 HoS 98 98 3a.00 23 x N 30N/05W-30RO2 HAGGER- STEVE 09/30/1976 H 100 100 20.00 10 x 30t)/O;w-30R03 HANSON* RAY&dETTY 05/11/1978 HiS 96 96 60.00 J3 x 30P41050-31AOI HALDEMAN 05/02/1968 HoS 357 357 83.00 15 x 30N/05W-31COI MCLEAN 09/U7/1974 H lo2 102 48.00 30 x 30N/05W-.31CO2 ELLEFSON 09/02/1974 H 140 140 7B.00 56 x 30A)/05W-31GOI STAFFORD 08/30/1974 H 174 174 -- 20 x 30N/05W-31GO2 STEVENS, HAROLD 08/12/1977 H 110 110 13.00 80 x 3CN/03w-31GO3 5TAFFOkO&UUNKEL 09/15/1977 H ql 91 1 f,. 0 0 -- 301.'/O@;W-32001 KITSELMANq EDWARD 07/14/1977 H 102 102 53.00 27 x 301)/05w-32KOI WATKINS. kOHERT 10/17/1979 H 112 112 70.00 12 x 'OKI/05W-3?MOI COULTER 09/05/1474 H 160 160 18.00 120 P 30N/03w-32ROI mALONFY 11/27/1966 H95 301 3ol 180.00 -- 0 30N/05W-34()Ol COLLIE9 GARY 07/29/1977 H 36 36 12.00 32 S 30N/O5w-3bE02 GRIFFITH9 CHRIS 03/14/1977 H 94 87 16.00 82 S 30N/0SW-O7H0l BALLARD 01/01/1901 HtS 22 0.46 30-N/0',1-07COl GILLESPIE 0110111,401 H 22 2.37 3ON/05W-07C02 THomAS 01/01/1901 H 16 1.00 3-ON/U5w-U7HOl WHEELER 07/ /1953 H 45 7.4b 4b 3014/Otw-07HO2 OOUGHE9TY 1934 H 48 36.60@ 3pj/05W-O7NOl HYGAARUq EDGAR 07/06/19T8 C 320 320 189.00-1 315 S 30@./05W-07001 NYHUS 1933 H -- 25 15.90 -- -- 30N/06W-081101 8ROOKS&LAkSEN 05/12/19F,7 H 93 q3 69.00 0 30N/OSW-09JOI CHERRY HILL- 8APTIST CH 04/U5/1979 H 155 155 121.00 0 30N/0bW-0qPOj MCC AtJE 06/15/1954 H T2 72 65.00 0 30%/O5w-ljAOj RAYONIER INC 06/ /1941 U 500 F P 30N/06-11KOl HAYMENT 1941 1 66 -- -- 3ON/Q6W-IZHOl 6ALSER, FktD 0112711977 HVS 196 196 180.00 0 30N/05W-14001 PRIEST9 GLEN R 09/06/1979 U 182 152 70.00 -- 30N/'O 5w- I 5MO I PORT ANGELES 01/01/11)01 U 378 378 0 JON/06W-16001 THOMPSON 07/23/1974 HoS 82 82 3P.00 76 S 130 s 30N/06W-16MOI 1RIVIC.4 07/17/1968 19H 135 135 41.00 j 3 ON/ 0 bw- I 7-cV 60 wlLCOX 01/01/14ol H -- 50 -- -- 3Otj/O6w-17AOl MOWHRA H014ERT 03/22/1977 H 265 99 115.Ou 57 F L30N/06 0-17COI DAV15qY;ALPH ob/ly/1978 H 143 142 70.00 137 S 3ON/0 6w- 1 7GO 2 MILLER* CARL 02/09/1476 HqS 122 122 102.00 -- 0 30N/O6W-16AOl OLYMPIC WOOD PD 12/it)/1977 H 200 200 98.00 173 x 30N106w-l 9MO2 JARNAGIN, PAT 11/09/1977 H ]8 18 2.00 14 x 30Nf/0b--2OMOl KECKEL9 HARLAN 08/23/1979 H 96 Q6 50.00 30 x 30N/05W-22COl HAPPY NO.UTUHS 09/19/1977 H 260 260 12.00 -- x DO DISCHARGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOD AVAILABLE LOCAL NUMBER MINUTE) (GPM/FT) (HUURS) LG CK 30N/05W-30R01 35 1.4 G C 30N/05W-30R02 2 -- (i C 3ON/05W-3OkO3 15 1.0 3.0 6 C 30!J/05W-31AOI 30 0.2 3.0 G C 30N105w-31COI 2:5 1.2 1.0 G C 30N/05W-3IC02 10 0.5 1.0 6 C 30ri/05W-31GO1 6 -- -- G C 3nN/U5W-3IG02 7 0.1 ?.0 G C 30N/05w-31GO3 5 -- -- G C 30@iI05W-32DOI 25 1.0 G C 30,N/05W-32KOI 10 1.5 U 30,N/05W-32MOl 15 -- -- G C 30N/05W-J2R0I 15 1.2 3.0 G C 30NI/05W-34001 12 0.8 -- G C 30ti/05W-36ED2 5 0.1 4.0 G U 30N/064-07601 C 30N/05W-07COl C 30N/01,@W-07CO2 C 301:/060-07HOI C 30N106W-07H02 C 3011/05w-07-NOI 10 10.0 4.0 G U 30N/054-07001 -- -- -- C 30N/06W-0bQ0I, 15 3.8 1.5 G U 30N/05W-09JOI 4 -- 3.0 G U 3ON/06W-UQP01 -- -- C 30N/06W-11AOI C 30N/05w-IIKOI -- G C 30N/056-12HUI 13 13.0 -- G C 30N/05W-14001 1 0.0 1.0 G U 30N/06W-15MOI -- -- b U 30N/06w-lbOOl -- -- G C 30N/06W-1bM0.I 600 33.0 4.0 G C 30N'/ObW-17-2 -- -- -- U 30N/06W-I7A0l 3 -- 1.0 6 C 30N/06w-ITCOI 12 0.8 1.0 G U 30N/OSW-17GO2 16 4.0 -- G C 30N/05w-18401. 30 30.0 2.5 G C 30N/06w-19MO2 25 5.0 1.5 G C 30N/Obw-20M.01 5 0.1 2.0 G U 30ti/06w-22COI 3 0.0 2.0 G C 00 CLALLA14 CO.* OUTSIDE WA-212 AREA CLALLAM CO.9 OUTSIDE WA-212 AREA DEPTH TO USE DEOTH DEPTH WATER FIRST UATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET)* (FEET) (FEET) (FEET) F I N I SH 30N/06W-2?D01 HOPKINSt LEE 07/14/1978 H 200 147 10.00 40 P 30N/06W-2eE01 PRICE9 KEN 01/09/1978 H 240 240 [email protected] go P 30N/Obw-22EO2 PRICE, KEN 04/30/lq79 H 200 125 42.70 58 P 30N10bW-22F01 HAPPY @40TOHS 09/21/1977 U 250 250 0 37 x 30N/06W-22F02 ANDERSON 05/27/1974 H 250 250 62.00 x 2ON/06W-23AOI CROTHERS 01/01/1910 H -- 12 2.00 30N/ 0 bw-23--Vm*:R01 EIGENHEkGq EU 08/03/1977 1H 28 26 13.00 ;_1 30N/06W-23GOI CORNELL. JIM 04/03/197a H 37 37 23.00 -- o 30N/06w-23LOI JESSIN(iERP LEONARD 09/07/1978 H 125 125 12.00 13 x 30N/06W-23NOI CORNEBY, PAUL 04/15/1976 H 130 130 24.75 24 x 30K:/06W-23pol TAYLOR9 BROOKE 03/17/1979 H ill Ill 50.00 40 x 3@N/06W-23QOI HARPER, JOHN 03/14/1979 H 88 88 38.00 19 x 30N/U5w-24E01 WEILER* JERRY 03/01/1979 H 165 165 12.00 20 x 30N/06w-24H0j LINDENAU 03/ /1973 H 46 40 32.00 -- 0 30N/06W-24JOl JARNAGIN, PAT 06/07/1977 H 120 120 40.00 is x 30N/06W-24KOI MURRAY 09/12/1964 H 127 127 16.00 -- x 30-N/06W-24K02 KED TER CONSTRU 03/13/1975 H 132 132 22.00 20 x 30N/Obw-24KO3 JURISON 0?/25/1475 H 130 130 13.00 20 x 30N/05W-24KO4 KUSSLFR 04/11/1976 H 250 250 50.00 90 P 30N/06W-24K05 VAN SICKLE9 M. N 07/17/1918 H 71 71 ll.au 20 x 30N/06W-24LO! L014G9 i3ILL 11/09/1977 h 70 70 jo.00 46 x 30ff/06W-24PO 1 COOPER 09/27/1474 HPS 102 102 16.00 ly a S 30N/06W-24PU2 MCDOUGALU9 GERALD 07/05/1977 H 30 30 7.00 18 x 30N/06W-24P03 CHRYSLER9 GRIFF 09/01/1977 H 105 105 44.00 60 x 30N/06W-24RUI ANL)ERSO@j 07/21/1975 H 49 49 33.60 -- 0 30N/UbW-24RO3 RUUD, ART ln/26/1977 H 52 52 26.00 47 5 GAPES, OON U1/30/1977 H 45 45 12.00 10 x 30N'/05kt-L,5602 WOUDSIDE# PAUL 06/21/1977 H 95 95 14.00 18 x 30N/05W-2!:,C01 VALLAT 10/19/1964 H,I 61 61 1 ? . 0 0(+@ 40 P 3GN/UbW-25C01 MALANEY 02/06/1975 H 34 34 T.su 18 x 3ON/05W-2@5CO2 VELIEw GARY 09/13/1977 H 30 30 6.00 30N/05W-2t)E02 kOSE 06/22/1974 H 150 150 A.00 x 30N/Obw-25EO4 RINGUS, WESLEY R 08/U9/197h m 100 100 -- 2o x 30N/05W-2SEGS NORTHERti, ROBERT 08/08/1979 H 230 230 37.00 23 x 3GN/06w-25FOI i<00@4EY. TOM 09/12/1977 H 40 40 12.00 10 x 30N/05W-25FO2 HREN# STEVE 06/19/1978 H 140 140 2.00- 23 A 30N/06W-25GO2 FERGUSON9 806 08/12/1976 H 70 70 F 20 x 30ft/06w-25GO3 POGANYv JOHN 08/U5/1976 H 90 90 41.00 20 x 3ON/06w-25GO4 bAUMwELLq COL. KARL 07/06/1978 H 47 47 26.00 15 x 30N106W-25HOI ZALUSKEY 10/15/1974 m 122 122 10.00 -- x DISCH4RGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOD AVAILAHLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) LG CK 30N10bW-22001 2 6.0 G U 30AII06W-22EOI 1 -- -- G C 3ON/05W-22EO2 1 0.1 2.0 G U 30N/06W-22FOl 0.00 0.0 G C 30N/OSW-22FO2 -- -- 6 c 30N/0bw-23A0l -- -- U 30NI/06w-2jilG-1 7 1.4 1.5 r, u 30NI05W-23001 5 0.4 1.5 6 C 3ON/06W-23LOI 3 -- -- G c 30N/05W-23NOI 13 0.1 1.5 G C 30N/06W-23POI 9 1.5 6 U 30N/OSW-23001 6 1.5 G U 30fj/0bW-24E0I 3 1.5 G U 30N/06W-24H0l 10 -- -- G C 30N/05W-24,j0l 2 0.0 0.5 G C 30N/0bW-24K0l 3 0.0 2.0 6 C 30N/06W-24K02 6 0 1 -- 6 c 30N/05W-24KO3 10 0:1 -- 6 c 30N/06W-24K04 1 0.0 1.5 G c 30N/06W-24KO5 10 0.2 -- b c 30N/05W-24LOI 17 4.3 1.5 G U 30N/DbW-24P0j h -- -- G C 30N/ObW-24PO2 20 2.0 1.5 6 U 30N/Obw-24PO3 15 -- -- 6 C -24ROI IT 3. 6 C 30N/05W 4 -- 30N/Obw-24RO3 15 2.8 1.5 G C 30"/06W-25HOl 5 -- 2-0 G C 300/JbW-25-302 11 1.8 1.5 b c 3f!r-i/0bw-?5CDl 12 F -- -- G C 30N/05W-25C.01 25 2.1 -- G C 30N/05W-25CO2 12 1.2 i.5 G c 30N/06W-25EO2 3 -- C 30N/05W-25EO4 20 -- -- G U 30N/06W-Z5E05 3 0.0 1.0 6 U 30N/05W-25FOl 5 5.0 -- G U 30PI/05W-25FO2 10 F -- G C 30N/0bW-25Go,2 10 0.2 G, U 30N/05W-25G03 7 0.2 6 C 30N/06W-25604 8 0.5 G C 30f,1/06W-25HOl 5 -- G C 00 OD CLALLAM CO.9 OUTSIDE WA-212 AREA CLALLAM CO.* OUTSIDE WA-212 AREA DEPTH TO USE DEPTH DEPTH WATER FIRST UATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMHER OwNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINISH 30N/06W-25JOI BENNETT9 STEVE 02/16/1977 H 140 140 0.00 30 P 30N/05W-25ROI bEOPGli WILLIAM 05/24/1976 H 100 100 0.00 57 S 30N/06W-26DO2 FELTON 10/14/1974 H -- 162 24.00 -- 30N/U6W-26003 MILLER 39 HARLD E 03/06/lq77 H 365 365 20.50 20 3ON/ObW-26EOI SNYDER. JAMES 07/22/1978 H 149 145 14.00 31 P 30N/06W-e6EO2 MILLER9 HAROLD 07/18/1974 H 230 230 35.00 -- x 30N/Obw-26LO2 HRANDLAND, UALE 08/10/1978 H 38 38 4.00 18 x 30N/06w-26MO2 KALAPACAq JOHN 09/21/1978 H 150 150 7.UO+ 22 x 30N/06W-26POI bIGELOW 04/17/1974 H 110 110 40.00 92 x 30N/06W-27AO1 ANDERSON* RAY 03/04/1977 H 325 325 89.00 19 x 31N106W-27AI2 8ELLINGER9 DICK 05/05/1977 H 120 120 50.00 60 p 30t)/06'Af-2700 I BRUCH 02/11/1971 H 130 130 0.00 33 x 30PJ/O(,W-" 0VQc'l LI60N* WARREN 08/11/1975 H 140 120 25.00 40 P 30N/07W-JINUI NORMAN 1933 H -- 156 151.01) -- 30N/07W-0lQOl CRITCHFIELD 01/01/1901 H 15 1.48 30N/07w-02801 PORT ANGELES 1929 118 30N/07W-02HO2 SMITH 1923 U 185 171 .00 30s)/07W-02HOI POLLOW 01/01/1901 H 20 0.73 30N107w-02LO1 V4ALKER -- HqS 200 -- x 30N/07w-03HOI TOilN 1948 H 20 10.00 -- T 3o!4/07w-03401 DEPT FISHERIES 10/16/1974 H 72 72 16.00 67 S 30N/07w-03RO2 PORT ANGELES* RANNEY CLL 10/21/1977 P 63 63 12.92 -- H 3ON/07w-07JOI WHEATLEY, OONALD 10/08/1978 H 70 70 23.00 20 P 30N/07W-07JO2 ALwINE, DENNIS 10/07/1978 H 120 120 53.00- 50 30N/07W-0BL0l EIKEY9 ERNIE 08/02/1979 1 170 170 162.00# 30 x 30@)/07W-09AO1 TRABAND. JOSEPH 01/22/1976 H 177 177 155.00 -- 0 3or4/07W-09AO2 TkA4AND 1970 U 290 290 -- 150 x 3ON/07W-04801 MORGAN, BRIGHAM 09/09/1977 H#S*I 67 67 46.00 -- 30t,i/U7'W-Q I) CO 1 LONG 01/01/1901 U -- 35 4.24 -- 30N/07W-09FOl UORANq EARL 08/06/1979 H 65 65 30.00 20 x 30N/07d-09HOI TRARAND 01/01/1901 H -- is 3.83 :: -- 3GN/07w-09K0l JILESi R. J 08/23/1978 H 39 39 26.00 0 30N/U7%-09P0I JONES9 CHRIS 12/21/1978 H 81 81 36.00 62 P 3ON/07W-10801 UHY CREEK WATER 06/ /1965 P 20 20 9.00 10 P 30N/O7w-10001 bURFOPD 11/41/1975 H 200 200 120.00 123 P 30N/07W-IOROI SAMPSON 01/01/1901 -- 6 0.56 -- 30N/07W-IISUI THORSE N 01/01/1901 272 221.59 30.N/@)7W-11002 EVANGER 1950 U 212 -- 301,1/07W-11JOL GAGNUN 01/01/1901 23 1.24 30N/07W-IIPOI LAmERON 1938 H 'S 14 2.18 00 w DISCHARGE OTHER 0 IGALLONS SPECIFIC PUMPING DATA PER CAPACITY PERIOO AVAILABLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) L0 CK v IV 30N/06W-25J0I 10 -- 2.0 G C 0 30N/ObW-25ROI 6 0.1 1.0 G U 30N/06W-26DO2 20 0.3 -- G U 30N/UbW-26DO3 2 0.0 1.0 6 C 0 30N/Obw-26EOI 9 -- -- G C 30N/06W-26EO2 3 0.1 -- G c 0 30N/ObW-26LO2 5 -- 1.5 G C 3(IN106W-26MG2 3 F 0.4 -- G C 30N/06W-26POI 9 1.3 2.0 G U 30N/06W-27AOI 2 0.0 2.0 6 C 30KI/05W-27AD2 10 -- 2.0 G C cl 30N/05W-27D0I 36 0.8 0.5 b U 30@:/ObW-8-1 0.2 2.0 G U 301)107W-OINDI -- -- C a 30N/0 7W-0 I QU I c 3014/07W-02801 C 30N/07W-02E302 C :X 30N/01W-02H01 C 30N/07W-U?LOI C Fill 3ON/07W-03H01 G C 3PN/O7W-03QDI 40 16.0 -- G C 30h/Q7w-0JR02 7685 396.1 96.0 G c 30N/U7W-07JOI 4 -- -- G C 30N/07W-U7jO2 8 -- G C c 30N/07W-OdLOI 2 F 0.0 G U 30N/07W-09AOI 15 15.0 4.5 G C 3 ON/ 0 7W - U'@O A Q 2 -- -- -- C 3 O.N- 0 7w - 0,o,3 0 1 10 1.0 1.5 6 C 3 0 N 0 7 W - U @O C 0 1 G C 30N/07W-09FOI 10 1.0 1.5 G U 30N/07W-09HOI -- -- -- C 3 0 A,/ 0 7 W - 0 9 K 0 1 5 1.3 1.5 'G C 3ON/07W-U9P0I 15 -- -- G U 30N/07W-10801 200 100 ,0 4.0 G U 30N/07W-10001 15 315,0 2.0 G U 30N/07W-10RUI -- -- C a 3p4/07w-118ul c 3ON/07W-1.1802 C 30N/O?W-11JOI C OR 30N/07W-IIPO1 C t CLALLAM CO.9 OUTSIOL WA-212 AREA CLALLAM CO., OUTSIDE WA-212 AREA OEPTH TO USE DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FEET) (FEET) FINISH 3ON/OBO-13MOl HALLBIJR69 WAYNE 03/25/197H 96 9b 89.00 86 x 3ON/OBW-17NDI MC KEE* DAVID 10/10/1978 H 250 250 202.00 50 P C" 3Oh1/Obw-2I?0l ELVERU4* DARREL 07/11/1978 H 34 34 12.00 -- 0 'o 3ON/O-kW-241101 LEIJUIS, WALTER 07/10/1979 H 94 94 81.0 72 @x 3ON/O9W-IUFOI LRESCENT WTR AS 02/09/1976 H 20 20 5.00 -- 3ON/09W-IIJUIS COUNTY PO DEPT -- U -- -- -- -- 3ON/04W-13AOI NATIONAL PARK9 EAST BEACH 10/30/1979 P 25 25 8.20 20 x 30N/OQ@4-15B(l NATL PARK9 LOG CABIN 10/31/1979 U 200 2OU D -- 3ON/09W-15601 NATL PARK9 LUG CABIN 11/01/1979 U 125 125 0 -- 301,1/09W-26HOI OLYMPIC NATL PK9 BARNES PT 01/04/1967 U 63 45 7.80 38 3ON/Q9w-3cjD0I NATIONAL PARK9 FAIkHOLM 10/22/1979 P 69 69 45.70 -- 0 3ON/O@iW-30FOl OLYMPIC NATL PK* FAIRHULM 01/10/1967 U 63 44 11.80 37 P 3ON/09W-31COl NATIONAL PARK, LA POEL 11/03/1979 U 125 125 D -- 3ON/09W-35HOI OLYMPIC NATL PK- BARNES PT 01/20/1978 R -- -- -- 3ON/lOW-2560IS uLYMPIC NP -- C -- -- -- 3ON/11W-28GO1 SNIDER WORK CNT9 OLYMPIC PK 10/09/1978 R 100 99 6'.25 94 S 3ON/Ilw-28HOI KLAHOWYA CAMPUR 04/11/1958 R 43 42 25.00 29 P 39@111 14-26HO2 U S FOREST SER 12/17/1963 H 150 ISO F 135 P 3Lw111w-2hx&I U 5 FO@?EST SE)4V 121 /1963 H -- I 510 F -- 3ON/12W-25DO1 hHITE9 CALVIN H 05/03/1147h H 20 20 8.00 z 3ON/120-26001 DUHEN, JAMES o7/13/1977 HI B8 12. 0 3ON/12W-27EUI SACKETT9 VEkLIN 05/20/1976 U 310 310 0 3C,N/i2W-27mOl DAVIS 11/25/1914 H 200 200 140.00 0 3ON/12W-27'401 wASHINGTO119 STATE OF 08/04/11477 H 26 26 8.00 -- 0 301/iRW-28001 STARK9 MALCOLM JR 05/09/1978 H 34 34 20.50 23 P 3@N/120-2-mmul HATFS og/2h/1974 H 160 33 20.00 -- S 3nh/I2w-2mQUl WASHINGTON DNR 01/01/1901 H III ill 3A.00 513 P 3ON/12m-30LOI DECKEH9 GORDUN o7/27/1977 H 78 78 43.UO 73 S 30.N/12W-3UMOI DECKER. UORUUN 07/20/1977 U Ila 118 D -- 3ON/l2w-3n0OI f'j(RfmAN 1901 H 93 93 82.00 83 P 301/13@,v-34KOI KONOPASKI n6/26/IY65 U 121 115 97.00 106 P 3ON/13-i-34KO2 OLD CHIEF9 MOBILE PRK 10/07/1971 P91 121 121 93.00 -- P 3GN/13W-34POI PRAIRIE CEDAR u5/21/1976 H 120 110 81.50 86 P 3ON/13w-35E01 bENTLEY 08/27/1951 p 112 i12 102.00 -- 0 3nN/13w-36AOJ MUNSON# bkFG S 09/22/1978 H 110 110 85.00 0 3oN/16W-26001 MILLER 07/18/1914 H -- 230 35.00 -- 3IN/04w-27RUI BODE. F D IO/ /1967 -- 53 53 33.00 311)/04w-34EOI $WANTON* 808 G3/08/1977 H 108 108 89.00 0 3IN/07W-26NOI PHILLIPS* HEN H -- 8 -- -- 3IN/07W-26NO2 HUNT 09/13/19T4 H 43 43 7.00 0 DISCHARGE OTHER (GALLONS SPECIFIC PUMPING DATA PER CAPACITY PEHIOD AVAILABLE LOCAL NUMBER MINUTE) (GPM/FT) (HOURS) LG CK 30N/OSW-13MOI 9 9.0 1.5 G U 30N/09W-1?NOl 10 -- -- G U 30si/05W-21801 20 10.0 4.0 G U 30'1/0kW-24iq0l ro 10.0 1.5 G U -10POI 30N/09W U 30N/09W-IIJOIS 0.5 F -- -- C 30N/09W-13AOI 89 305.1 1.0 G U 30KI/09w-IsHol 0.00 0.0 -- G U 30N/09W-15501 0.00 0.0 -- 6 U 30N/09W-26kOl 60 11.1 3.0 G C 30N/09W-30DO1 75 75.0 2.5 6 U 30N/09W-30FOl 38 4.0 3.5 C 30N/09w-jlCol 0.00 0.0 -- G U 30t,f/ 3 9W- 3514 0 1 -- -- u 3ul4/l0W-2bG0lS -- -- -- c 30N/11W-26,301 30 2.9 10.0 G U 30N/IIW-28HOI 22 170.0 1.0 rl U 30N/lIW-28H02 5 F -- -- G U 30N/11W-28K01 -- U 30N/IPW-25001 C 30N/12W-2f,001 -- -- G C 30N112W-27E0'I 0.00 0.0 6 C 3oNi/12W-27?A01 60 -- G C 30N/12w-27NO1 30 3.0 2.0 G C 30N/12W-28001 a 0.6 2.5 G U 30N/12W-28HOI 10 2.0 -- (; C 30N!/12w-2bR0l 11 5.5 1.0 G C 3uN/12W-30L01 45 45.0 2.5 G C 3JN/l27W-3UM0l 0.00 0.0 -- 6 C 3oN/12W-3suol 3 0.3 -- G C 30N/13W-34K0l 40 40.0 2.0 6 C 30P11/134-34KO2 30 30.0 2.0 6 C 30N/13W-34POI 50 50.0 3.5 6 C 30N/13W-35E0l 10 3.2 6.0 6 U 30N/13W-36AOI 60 -- lo5 G C 30N/16W-26DOI 3 U 31N/04w-Z7kul 40 -- G C 3lN/04W-j4E01 15 2.1 G U 31N/07W-26NOI -- -- c 31N/07W-26K'02 60 60.0 3.0 G U CLALLAM CO.v OUTSIUL WA-212 AREA CLALLAM CO.9 OUTSWE WA-212 AREA USE DEPTH TO DEPTH DEPTH WATER FIRST DATE OF DRILLED OF WELL LEVEL OPENING LOCAL NUMBER OWNER COMPLETED WATER (FEET) (FEET) (FELT) (FEET) FINISH (7) 31N/07w-26POL PHILLIPS 1941 U 55 3.37 31N/07W-27JOI HUPIE9 MARTIN H 14 8.00 31N/07W-27JU3 HEPFER9 LAVERNE 05/ /19b9 41 31N/07W-32NOI JAMES9 LARRY L. 07/29/1977 H 48 48 20.00 19 x n 3 N/07W-33--'ZCr0l MAGNESON 06/14/1974 H 17 17 9.00 14 T 31N/07W-33AOI HOOPER9 ARCHIE m -- 13 11.00 -- 0 31N/07W-33AO2 SKOTHEIM, S 07/16-/-1975 H 30 21 10.00 0 3 N/07W-33FOI HOICE9 kOHERT 1963 H -- 15 .11.00 -- 0 @ 3IN/07W--j4-440?. RAMHU9 CHRIS 05/01/1978 H 80 go 12.60 28 P 3IN/07w-34AOi -- F -- 31ti/07w-34HOI JOHNSON 01/01/1901 H 9 7oO7 31N/07W-34BO3 -- -- 33 F 31N/O?W-34001 SHOTWELL9 JOHN 0 04/13/1977 H 30 30 9.28 31N/07W-34002 KAYMONO 06/14/1974 H 17 17 9.ou 14 T 3IN/07w-34EOI STROMSKIt FRED 02/22/1978 H 160 160 117.00 - 0 3IN/J7w-34Foj MILETICH9 JOHN 09/26/1977 H 122 119 53.00 f)2 P jIN/07w-34H0l CRAIG 01/01/1901 H-S -- 12 10.44 -- -- 31N/07W-34NOI WINTERS* ROBERT 04/01/1477 H 207 205 IlQ.0u 200 5 31N/O?W-34NO2 KEYS* JOHNNY Q9/1611976 vi 140 lq0 114.00 162 P x 31N/07W-34kOl HALBERG - SoH -- 20 8.00 -- 31N/07W-35COl AT AND T 04/04/1965 N9H 124. 124 112.00 119 S 31N/07W-35CO4 AT AND T 03/29/1965 N -- 134 11.00 S 31,N/07W-35DOI WADDELL 11452 H's 15 12.00 3lN/G7W-3SE0l - 33 F 31?4/071.v-35KOI PETERSON 1947 H 260 145.00 31N/07W-JSNOI 53 F 3 1 N/071w-35001 PORT ANGELES 1929 U 135 0 31N105W-28H0I PkICE9 wAYNE 03/2v/19Y9 H 97 94 34.00 89 s j1 N/091W-36-4k-A WIEOERS0,ERGt VICTOR Oti/05/1975 H 92 92 43.00 33 x C'3 IN/04W-36@-,-AO I WIEDEkSiiERG% VICTOR 06/U5/1975 U 60 0 0 -- 31N/0RW-3h-M'1?01 VANDERHOOF9 LAUREN 8 01/13/1976 h 69 b9 3300 0 31 Nloqw-2e-4 401 FHEELUND9 ART 01/17/1976 u 40 0 D 31N/04W-31GOlS TWIN qAINT SITE -- H -- -- 31N/09W-35HOI HARPER, IRWIN&MARY 1892 H - 12 9.00 W 31N/JIW-04DO1 MLRRILLwHING 1960 U - 8520 -- 31tj/11W-09HOI PYSHTTREE f:ARM 1952 U 85 30 - 31N/IIw-IJE01 FERNANJtZ, I -- U -- 11 5.11 3?N/I2w-20"M,lj STERNBWCK 08/26/1975 U 40 0 0 32N/I2WwZlM0l CLALLA@ 11/ /1958 -- 72 -- -- 32N/12w-2bNOI HANSEN# UAN 09/10/1977 H 25 22 7.00 12 x 3 3 3 DISCHARGE UMP I NG OTHER (GALLONS SPECIFIC P DATA PER CAPACITY PERIOD AVAILABLE LOCAL NUMBER MINUTE) (UPM/FT) (HUURS) LG CK 31N/07W-26POI C 31N/07W-27JOI c 31*4/07W-27JO3 -- -- -- U 31N/07W-32NOI 15 1.5 1.5 6 c 31N/07W-33-3 28 -- -- 6 U 17@ 31N/()7W-33A0j -- C 3 1 P41 0 7 w - 3 3 A 0 Z 0.9 6 C 31N/07W-33FOI -- -- G c 31N/07W-34-1 200 67.0 4.0 G U 31N/07W-34402 252 F -- -- U 31Ni/07W-34401 -- C 3 1 N/ 0 7W -34@i 0 3 6 F -- U 3!N/07W-34001 30 1.5 G C 31N/U7W-34002 60 1.5 G C 3Pj/07w-34E0l 10 0.3 2.0 6 U 3lf4/07W-34FOl -- -- -- U 3 N/07W-34HOl -- -- -- C 1 31 '.1/0 ?@-30401 4 0.0 3.5 G U 31N/074-34NO2 5 0.1 -- 6 U 41- 31N/07W-34ROI -- -- -- C P. 31ti/07w-35COI 31 27.0 4.0 G U 31N/07W-35CO4 lb -- -- G U 3IN/07W-35001 -- C 31WON-35E01 5 F U 3lN/U7W-35KUl -- C 3ltJ/07W-351401 6 F U 3IN10 7W-3b-50 I -- -- -- C 3lN/jbo-28H,01 3 0.1 2.5 6 U 0.08 -- -- G U 31pq/Dew-36-2 0.00 0.0 6 U 31N/ORW-36-3 40 6.7 6 U 31N/094-28-1 U.00 0.0 6 U. 3114/09W-31GOIS -- U 31N/094-35MOI U 31PJ/IIW-04001 U 3lt4/11W-09HOI G C 31N/Ilw-IDE01 C 32N/12W-20-1 -- -- C, U 3214/12w-21MOI 200 5.6 0.5 G U 32N/12W-28NOI 10 2.0 1.5 G C 95 APPENDIX III-1 Characteristics of River Scours by Douglas M. Johnson 96 Systems of flow-aligned elliptical, arcuate and spindle- @shaped scour hollows are a common feature of many straight reaches of river channels devoid of meandering tendencies. At low water they form thatched or scattered puddles partly or fully infilled with sediment, and on some rivers at high water echo-sounder records have revealed that the scours are open and migrate downstream. Some scour elements are associated with comparable-in-size megaripples and sand waves and are spread fairly evenly along and across the channel. Other usually much larger scours may be crowded or scattered along a smooth bed or appear only above some streamwise or spanwise segments of the channel, with no relationship to the distribution of smaller bed forms. Many elliptical scours can reach a width of eight meters and up to 50 meters in length and are preserved in the geologic record as trough-type cross stratification. Coleman (1969) has described migrating troughs up to 100 meters wide and well over 2000 meters long from peak flows along the Brahmaputra River. In addition to the scouring action due to the natural flow variations in a river, with increased civil develop- ment along the banks of the river there will be a tendency towards localized channelization due to level construction, etc. Man-made control of the channel width will cause flow velocities to increase during flood stages, thereby increasing the potential extent of scouring action near these locations. A variety of mechanisms for scour action have been suggested. Among these perhaps the most realistic for high flow velocities is the varticity/ model. The model becomes effective as an erosional agent when flow velocities approach what is known as supercritical flow. Supercritical flow occurs when the hydrodynamic Froude numver exceeds 1.0, where the Froude number F is computed using the,formula F= V/ /9-ff- where V is the mean flow velocity, 5 is the mean channel depth, and g is the acceleration of gravity. When F is greater than 1.0 supercritical flow exists. Engineers concerned with canel design make a practice of avoiding supercritical flow because of its great erosive power, and, as pointed out by Koloseus (1971, p. 3-49), the higher stagnation pressures of supercritical flow give rise to uplift forces of such magnitude as to remove the lining of a canal. Hence as a stream reach approaches F=1 the 97 scouring potential must increase substantially and thus under certain circumstances, the Froude number could be used as a qualatative gauge to estimate scouring potential. 98 Appendix IV-1 Submarine Slumping and the initiation of Turbidity Currents by N. R. Morgenstern Marine Geotechnique, A. F. Richards ed. Univ. of Illinois Press, 1967 99 SUBMARINE SLUMPING AND THE INITIATION OF TURBIDITY CURRENTS ABSTRACT The conditions under which submarine slumping is known"o have occurred are reviewed and the agencies causing them are discussed. Special attention is given to earthqijake effects. It is pointed out that slumps can result in a wide variety of sedimentary strPctures and many of these structures are associated with liqUk:faction. The strength of sediments is considered, and the influence of underconsolidation due to high rates cf sedimentation on the strength of marine sediments is treated in detail. The mechanics of slumping arp. analyzed from the puiiit of view of both drained and undrained failur(-. it is thonht that some sl,,-.,,,s transform into high-density turbidity currents. The evidence for the exis- tr!i.,:e or: siich currents is summarized and a theory presented to show that a slump can achieve sufficiently high velocities to transform into a turbidity current if the pore pressures induced at failure are high enough. INTRODUCTION the conditions under which slumping has occurre,l and to observe the influence Much of the progress in under- of the movements on the structure of standing the processes involved in sub- the sediments. Observations of stable aerial landslides has been possible submarine slopes and knowledge of the ofily through detailed analysis of par- properties of the sediments composing ti, ular c.i,-:es. A minimum requirement them can be used to bound the occur- for carrying out such an analysis is rence of slumps. A review of some of knowledge of the slope profile, the the information that is available re- shape and location of the major slip garding submarine slumping suggests surface, the water pressure conditions that there are two problems associated at the time of failure, the appropriate with the phenomenon that deserve par- soil strength parameters, and the soil ticular attention. The first is whether densities. With these data it is pos- it is possible for slumps to occur on sible to perform faily reliable calcu- gentle slopes, particularly on the open lations to account for the movements of continental shelf and slope. The sec- the soil mass. In the case of sub- ond problem is to Account for the wide aqueous landslides or slumps the nec- variety of sedimentary structures that essary information is seldom available have been attributed to slumping. These and few properly documented case records range from large sheets of strata that exist. It is therefore necessary to have been transported intact to tur- extrapolate from experience gained in bidites (Dzul.ynski and Walton, 1965). the study of subaerial movements. it Turbidite deposits are widespread (see i:; also essential to study the fossil Bouma, J.r)62) arid their origin is still structures of slumps preserved in the a matter of some debate. one mechar-ism geological record in order to establish that has been suggested is the trans- formation of a slump into a turbidity current and subsequent deposition cf the turbidite. Most sediments involved in slumps are likely to be normally consolidated. 100 However, in regions of high rates of Sea, he observed that recent sediments sedimentation such as exist in some del- were often absent from the slope leading tas, there will be a lag between the from the upper part of the shore terrace accumulation of the material and the to the deep basin of the sea. He did, consolidation associated with it. This how.ever, find such sediments in a state gives rise to dn excess pore pressure of intense deformation and with dupli- and the sediment is accordingly weaker. cate succession on the steeper lower This underconsolidated material is evi- slopes and concluded that they had dently prone to slumping. Overconsoli- slumped from above on inclinations of dated sediments also exist in a marine 1 to 3 degrees. Slumping on inclina- environment, the overconsolidation hav- tions of 1 degree has been-suggested ing been induced by removal of over- by Shepard (1955) to account for the burden by erosion of sediment during delta-front valleys associated with the the development of submarine canyons Mississippi River. The existence of and channels associated with sea fans. underconsolidated material in this re- It will be seen that some very steep gion suggests that this explanation is slopes that have been observed must be likely. Submarine slumping of Norian composed of material that is either strata in New Zealand has been discussed overconsolidated or cemented. Never- by Grant-Mackie and Lowry (1964) who theless, the amount of exposure of over- describe an exposure of 530 ft of high- consolidated material (excepting in sub- ly disturbed sediment. This layer lies marine canyons) is probably small,and within a sequence of regular undisturbed the influence of this aspect of sediment Upper Triassic strata but displays slump behavior will not be considered in any balls, welded contacts, and other fea- detail. tures associated with submarine slumps. In the following, data regarding By correlating sediments and fauna the slope tngles for both stable and un- authors infer that the slope at the time stable profiles are presented, and the of movement may have been less than 1/2 agencies that can induce slumping are degree. Movement occurred during a discussed. A further section reviews period of tilting of 8 degrees by the the various sedimentary structures that sea floor and the slope angle quoted slumping can produce and shows that sed- must be considered to be a minimum. iments after slumping can achieve a It should be noted that the pos- broad range of mobility from rigid block sibility of slumping on such gentle motion to turbulent flow. Shear strength slopes has been questioned by Moore properties of sediments are then dis- (1961) excepting areas of rapid accu- cussed with special reference to the mulation. In particular, Moore doubts influence of metastability and under- the existence of slumping on the deep consolidation. The mechanics of vari- sea floor and normal cipen continental ous modes of failure are introduced. shelf. Regarding the continental slope, Finally the acceleration of a soil mass he observes that the amount of slumping moving down a slope is analyzed, and will vary with the type of sediment, its some conditions that must be satisfied rate of accumulation and the topographic for transformation into a turbidity features in the regions in which it is current are suggested. being deposited. Detailed discussion of some of Moore's conclusions will be given in a further section. However, OCCURRENCE OF SLUMPING it is of interest here to introduce some aspects of submarine topography Slumping has been observed or has in order to distinguish between the var- been inferred to have occurred on a ious gradients associated with ocean wide range of slope inclinations. One bottom features. A detailed discussion of the first papers to draw attention of submarine topography may be found in to the possibility of slumping on Shepard (1963), Hill (1963), and Menard slopes of gentle gradient was by Heim (1964). (1908) who described the slip that Moving seaward from a continent to flowed into Lake Zug, Switzerland, the ocean floor, it is in general pos- in 1887. The slope had an inclination sible to distinguish between the conti- of 2.5 degrees. Unfortunately, the nental shelf, continental slope and con- reasons for the initiation of the tinental rise. Though by no means uni- movement are not clear. The observa- form,the average slope of the continen- tions of Archanguelsky (1930) are also tal shelf is only 0'07' and is slightly often cited in this context. In study- steeper along the inner half. For the ing a sequence of cores from the Black continental slope, Shepard (1963) quotes 101 an average inclination of 4017' for the the trough. Submarine slumping on a first 6000 feet of descent. Menard smaller scale has been inferred by Van (19611) states that continental slopes Straaten (1949) from the evidence of are about I to 10 km high in the Pacific contorted glacial clays in Finland, and have gradients.of I to 10 degrees. which, he suggests,may have slid off a. However, tile continental slopes are cut steep-sided esker. Finally Kuenen (19149) by submarine canyons. These are impor- has described structures attributed to tant to the problem of slumping because slumping in the Carboniferous rocks of of tile possibility of sediment accumu- southern Wales and he favors the view lating in their heads, and the channel- that these movements took place down ing effect that they provide for the slopes not exceeding a few degrees. flow of the sediment. The slopes of Subaqueous slumps on slopes inclined submarine canyons are also usually great- at steeper angles than those mentioned er than that of the continental shelf. in an earlier paragraph have been dis- The continental rise is generally a cussed by Terzaghi (1956) and Koppejan, smooth feature connecting the continen- van Wamelen, and Weinberg (1948). These tal slope to the abyssal plain. Heezen include tile slope failure in clean sands and Menard (1963) quote an a.verage gra- and gravel in Howe Sound, British Colum- dient for the continental rise of 300:1 bia, which probably had an inclination with some slopes as low as 700:1 and greater than 2A degrees,and the slides others as 'steep as 50:1.* Gradients of composed of fine sand that occur along abyssal plains range from 1000:1 to the coast of Zeeland. Original angles 10,000:1. Other features of interest of 15 degrees are known to exist in tile are the sediment fans at the mouths of latter case. :;ubm,irine canyons, which have their Dill (ig6ha, 1964b, 1966) has ob- origin in slump and turbidity current served in considerable detail the move- (I eposits, and the abyz;:;al hills which ment of' sedim,.-nt in Scripps and La Jolla are small undulations in tile floor of submarine canyons. Slumping in fine tile @ibyssal regions. On the basis of micaceous sand occurred on inclinations slope alone, it is evident that tile of approximately 30 degrees. Sand falls continental slope is much more favor- over steeper inclinations and gravity able for slumping than any of the other creep were also important processes main regions mentioned above. The heads aiding the transport of the material of' submarine canyons provide an extreme- down the slope. ly suitable environment for slumping be- There are many mechanisms that can c:tuse of their steeper inclination and induce slumping. The most common one their action as sediment traps. is probably over-steepening of the slope. The effects of submarine slumping This may occur due to deposition or p.os- have been observed in various geological sibly crustal tilting associated with i;trata in many locations. Among the local tectonic movement. Erosion due many F_-xamples that could be cited are to water currents or turbidity currents the observations of Jones (1937) on may cause local over-steepening lead- Silurian rocks in North Wales and the ing to progressive failure. Slumping discussion by Beets (1946) on Miocene is particularly common at the head of slumping in northern Italy. Renz, Lake- submarine canyons and in the vicinity mail, and van der 14eulen (1955) provide of mouths of large rivers. These are evidence for extensive submarine sliding both environments of rapid deposition. in western Venezuela during the Paleocene fleezen (1956) has observed that sub- and Eocene. For example, the geological marine cables near the mouth of the section near the town of Carora reveals Magdalena River break most frequently slipped masses of strongly contorted in August and in the period of late Palcocene shales containing many Creta- November to early December. The breaks ceous blocks and slabs. The slump-mate- are probably due to turbidity currents rial alternates with very fine-grained initiated by submarine slumps. Progres- Paleocene sandstones and shRles which sive slumping or liquefaction are alter- were apparently deposited in quiet deep native mechanisms. These periods of water. The authors suggest that periods frequent slumping correspond to the of quiet sedimentation were interrupted times when the river has just deposited by tectonic events along the border of its greatest sediment load. Dill (19.64a) has found that the generation of gas associated with the decomposition of plant material that accumulates in a *In accord with soil mechanics practice canyon head can lead to significant a gradient quoted in this way is the ratio creep movements. Wave and storm action of a horizontal to a vert-ica-l distance. is unlikely to have any direct influence 102 on the stability of deeply submerged in Sagami Wan, Japan, and was caused by slopes However, slides in shallow the Kwanto earthquake of 1923. The av- water may be triggered by erosion or erage deepening over the area of the 10 rapid drawdown, nd the displaced sedi- main slump was 100 m, and in all 7 x 10 ment acting as a sudden load could in- cu m of sediment were transported from .duce failure on a slope in deeper water. the bay. Menard (1964) has compiled the approximate volumes of some major ,;hel--rd (1951) has reported the results of Lathymetric traverses repeated for suhirtarine slumps and these data are re- several years at the head of the sub- produced in Table 2, together with the marine canyon at La Jolla, California. Valdez case. There was no correlation between storms and the observed mass movements which Stable slopes of various inclina- occurred an slopes of 5 to 8 degrees. tions have also been observed. Kuenen An example of a slump which occurred in (1950) reports that irrefutable evidence calm weather at the head of the Redondo of slumping was not found in the deep Canyon has been given by Shepard and basins of the Moluccas even though the Emery (1941). slopes are as steep as 10 degrees in Loading due to severe earthquakes places and it is an area of high seis- is widely accepted as an important agen- micity. Sea muds in thicknesses of cy causing slumps. Since some of these half a meter or more have been found on slumps may have transformed into turbid- slopes of at least 15 degrees. Moore ity ourrents and have broken submarine (1960) has also observed recent sedi- cables on their descent, the source areas ments of at least one meter thickness havr., been of particular interest and on slopes up to 18 degrees. Buffington studies have been made of the topography. (1961) has found both Pleistocene sedi- From these bathymetric surveys it is ments standing vertically and medium po.,isibJe to approximate the slope in- sand to be stable at 35 degrees in clinations prior to failure (Heezen and shallow water environments. During Ewing, 1952; Heezen and Ewing, 1955; bathyscaph descents to water depths of Houtz, 1962; Ryan and Heezen, 1965). about 3000 ft in the La Jolla fan Gutenberg (1939) provides evidence for a valley, nearly horizontal beds of stiff submarine slide, caused by the Chilean cohesive clays alternating with cobe- earthquake of November 11, 1922, having sionless silts were found exposed in occurred on a slope of about 6 degrees the wall of the channel, which sloped at a location 100 miles from the epi- at 40 to 45 degrees (Moore, 1965). center. A case of submarine slumping Lesser slopes in silty clay were also due to an earthquake has also been found. It is suggested that these presented by Ambraseys (1960) . The steep slopes are the result of lateral Alaska earthquake of March 27, 1964, erosion by turbidity currents. Slide caused many submarine slumps. The action from the wall of the channel is largest reported to date occurred at also a contributing factor and explains Valdez and contained an estimated volume the existence of down-slope grooves of 75,000,000 cu m (Coulter and 14igli- along the wall. There is no doubt that accio, 1966). An inclination of 6 de- these sediments are overconsolidated. grees wa@ typical of large areas of the However, the ease with which the silts slump, which was composed mainly of loose are disturbed suggests that diagenetic to medium-dense gravelly sand containing bonding may not in this case be a thin lenses of silt. It is.of consider- contributing1actor to the strength of able interest to note that no slump toe the sediments. The studies made by was discovered by the post-earthquake Emery and Terry (1956) of a submarine survey, and it therefore appears that a slope off southern California are also turbidity current was formed and the of interest here. Their echo-sounder sediment moved out a considerable dis- profiles revealed that the shelf had an tance from shore. There is also a his- inclination of 1 degree,and the gradi- tory in the Valdez area of numerous cable ents of the upper portion of the slope breaks occurring during or immediately were generally between 9 and 18 degrees. after earthquakes. The lower slope was more regular and Slope inclinations in the cases had an average inclination of 12 de- mentioned above are presented in Table- grees. This average value is the same 1, and where the submarine slope fail- as that for the gullies found incising ure lay within the epicentral region, the upper slope. These gullies may be a comment is made accordingly. The due to slumping. The slope is under- magnitude and focal depths of the shocks lain by thick sediments, and coring are also given. with penetrations of 10 to 18 ft re- The largest recorded slump occurred covered samples of green mud. The 103 TABLE .1 SOME SLUMPS CAUSED BY EARTHQUAKES Within Focal Ep! c e n t ral Location and Date Slope Magnitude Depth Region Reference degrees M, km .GranJ Banks, 1929 3.5 7.2 Shallow Yes Heezen and Ewing (1952) Orleansville, 1954 4-20 6.7 7 No Heezen and Ewing (1955) Strait of Messina, 1908 4 .7. 5 8 Yes Ryan and Heezen (1965) Suva, 1953 3 6.75 60 Yes Houtz (1962) Chile, 1922 6 8.3 Shallow No Gutenberg (1939) Valdez, 1964 6 8.5 Shallow Yes Coulter and Migliaccio (1966) Aegean Archipelago, 10 7.5 15 No Ambraseys (1960) July 9, 1956 and Admiralty Chart 11o. 1866 (1951), Royal Hellenic Navy TABLE 2. VOLUMES OF SUBMARINE SLUMPS Location Volume M3 Magdalena River Delta 3x 108 Mississippi River Delta 4x 107 Suva, Fiji 1.5 x 108 Valdez, Alaska 7.5 x 107 Folla Fjord 3x 105. Orkdals Fjord 107 Sagami Wan 7 x1010 104 grain size of the specimens seaward of the features in flysch described by the self break decreases with depth in Dzulynski and Slaczka (1958) where the an orderly way which suggests continuous section contains many slump balls. The deposition. The authors provide some origin of pebbly mudstones (Crowell, cross sections with soil mechanics 1957) is also probably due to incoher- classification data. Of considerable ent slumping. The third division in importance are the quantitative data increasing mobility results in fluxotur- that a marine sediment 5 ft below the bidites. Here the mixing of the sedi- mud-line having a liquid limit of 55 ment and its velocity are not sufficient percent, a plastic limit of 30 percent, to develop the features characteristic and a natural moisture content of 70 of turbidites, which are the structures percent is presently stable on a slope resulting from the final division, that of approximately 15 degrees in an area is,turbidity currents. Graded bedding of considerable seismic activity. is an important criterion for distin- guishing turbidites. It is possible that some turbidite structures can be explained by the pulsating bottom cur- SEDIMENTARY STRUCTURES ASSOCIATED WITH rents observed by Dill (1966). SLUMPING Liquefaction plays an important role in causing many minor features It is beyond the scope of this observed in slumps, as well as decreas- study to discuss in detail the many ing the overall shearing resistance of sedimentary structures whose origin the sediment and hence increasing its has been associated with submarine mobility. Liquefaction occurs most slumps and the mass movements that commonly in saturated loose sands and ensue from them. However, it is Of silts which, when loaded, collapse and interest to review briefly the wide transfer the load to the pore water. variety of slump structures that have Pore pressure gradients can be set up been observed, because of the informa- which eliminate the shearing resistance tion this provides for assessing the of the sediment, and if the seepage problem of the mobility of sediments velocity due to the hydraulic gradient after movement has begun. More com- is high enough, solid particles can be prehensive studies have been provided carried with the flow. Liquefaction is by Bouma (1962), Dott (1963), and the cause of the sandstone dikes men- Dzulynski and Walton (1965). tioned in the previous paragraph and It is possible to distinguish four the extensive sand volcanoes described major divisions of increasing mobility by Gill Iand Kuenen (1957). In the lat- of moving sediment. This is not to ter case, the field evidence has prompt- imply that any slump must pass through ed the authors to note that the extru- each division, but it is simply a clas- sion of the sediment required a consid- sification to illustrate the decreasing erable period of t.ime, starting in some disorder of initial sedimentary struc- cases before movement had ceased and in ture. The first stage is a coherent others after planing off of the slumped slump where little mixing of sediment masses. has occurred and the beds have retained Terzaghi (1956) argued against the their identity to a large degree. Fea- existence of slump-initiated turbidity tures associated with this type of slump currents on the basis of the short du- are pull-apart structures with intrusion ration of liquefaction. He felt that of sandstone dikes as described by Kuenen the pore pressures would dissipate (1953) and intraformational folding as quickly and that the slump material described by Fairbridge (1946). The would come to rest within a relatively distinguishing feature of this division short distance from its original loca- is that either the beds have not moved tion. However, after the Alaska Good very far or the composition of the sedi- Friday earthquake, sandspouting occurred ment above the slip surface gave it suf- for a duration of 5 to 10 minutes and ficient shearing resistance to maintain it is likely that excess pore pressures coherence even though it was intensely existed within the sediment for longer deformed. The second stage, which than that (Reimnitz and Marshall, 1965). Dzulynski (1963) has called an incoher- It is also commonexperience that sedi- ent slump, occurs when there has been ments that have been liquefied after an extensive mixing of indurated sediment earthquake remain extremely soft for in a mass of sand, silt, or clay. Ex- some time. A more detailed discussion amples for th--s division are the slump of the influence of pore-pressure dis- structures mapped in Venezuela (Renz, sipation on velocity of slump movements Lakeman, and van der Meulen, 1955) and will be given in a later section. 105 Terzaghi and Peck (1948) state that Each case quoted in Table 3 in- a saturated sand must have a relative cluding the complete graded sea bed den'sity less than 0.4 or 0.5 before it from the Hudson sea fan, satisfies the can start to flow. They also observe criterion put forward by Terzaghi and that tbe most unstable sediments have Peck. Although this alone by no means an effective size, D101 less than 0.1 establishes liquefaction as a mechanism, mm, and a uniformity coefficient, at least the grading of these deposits suggests that the source sediments may D 60 be prone to it. D 10 STRENGTH OF SEDIMENTS less than 5. It is of interest to In terms of effective stress, the analyze the gradings of some slump and shear resistance along a plane of fail- turbidity current deposits to see if ure in a saturated soil is given by they meet this criterion. This only provides a necessary condition that Tf = C I + (a - u)tan these materials were prone to lique- faction. It is possible that part of where Tfdenotes the shear stress on the initial grading was deposited else- where and the data being compared are C' denotes the apparent in terms r'nt representative. The effective sizes cohesion I of ef- and uniformity coefficients dre given denotes the angle of fective in Table 3 and for comparative purposes shearing resistance stress results from sediments liquefied after thl: Niigata earthquake @,f IriGli (Yirhida, a denotes the total I'J65) und from a fine sand which almost stress normal to the liquefied during laboratory shear tests failure plane 01,jerrum, Yringstad, and Kummeneje, and u denotes the pore pres- 1961) are included. sure. TABLE 3. EFFECTIVE SIZES AND UNIFORMITY COEFFICIENTS Effective Uniformity Sediment Size Coefficient Reference D10 ( lam D60 D10 Core A180-1, Top o16 3.3 Heezen (1963) Core A180-2,.64 cm ol6 3.8 of Hudson Sea Fan 0-4 cm .022 4.4 Kuenen (1964) 4-18 cm .035 3.7 18-24 cm .053 3.0 24-48 cm .053 3.4 At 48-72 cm o6o 3.3 San Pedro Basin (lover portion of graded layer) o62 2.6 Gorsline and Emery (1959) Niigata .09 2.8 Kishida (1965) Fine Sand .07 2.5 Bjerrum, Kringstad, and Kummeneje (1961) 106 For normally consolidated clays and clays (Bishop and Eldin, 1950). For a granular soils, the apparent cohesion normally consolidated clay or a sand is zero and equation (1) becomes in the ground, the undrained shear strength, cul is related to the,stresses Tf = (a - u)tan under whichthe soil has been consoli- dLted, the effective angle of shearing It is possible to distinguish be- resistance, and the pore pressures at tween structurally stable and struc- failure by: turally metastable soils. Metastable soils show a very large rate of volume p sin @' [K + (1 - K)A fl- decrease during drained shear and may cu=- (3) even display an initial yield point at 1 + (2A f - 1)sin a stress less than their maximum strength. Some stress-strain relations for stable and metastable soils are where pdenotes the vertical effective shown diagrammatically in Figure 1. pressure, Quick clays and very loose sands K denotes the ratio between the are examples of structurally metastable horizontal and vertical effec- soils which may be defined as soils tive pressures, that, when brought to failure under and Af is the appropriate pore pres- drained conditions, deform further sure parameter at failure under undrained conditions. (Skempton, 1954). For stable clays @' varies between For stress ccnditions associated with 20 and 35 degrees. A correlation no lateral yielding, as might be as- between @' and plasticity index has sumed to exist during deposition either been given by Bjerrum and Simons (1961). horizontally or on a gentle inclination, Stable loose silts and sands typically K may be expressed empirically by have values of @' between 28 and 34 (Bishop, 1958): degrees. Large deformations in soils con- K = 1 - sin taining a clay content greater than approximately 35 per cent induce pre- Equation (3) then becomes ferred orientation of the clay particles .in the shear zone and cause a reduction sin 1 - sin + A sin of 0' (Skempton, 1964). Angles of cu f shearing resistance as low as 10 degrees (5) are not uncommon in clays that have been p 1 + (2Af J)sin 01 subject to large strains. Few data giving strength parameters in terms of For any particular fully consoli- effective stress are available for pre- dated soil, the ratio sent day marine sediments. The results of Moore (1961, 1962) are ambiguous c because the conditions of drainage in __i! his tests are not adequately defined. p This is not the case for the strength data for sediments from the experimental is a constant and indicates that the Mohole (Moore, 1964). The average of undrained strength increases with six results on the calcareous silty depth. It is know that this ratio clay from one borehole gives a @' of correlates closely with the.,plasticity 28 degrees and a cl of about 8 psi. index of many marine clays (Skempton, There is as yet no evidence to suggest 1957), and the correlation is given in that the effective stress strength Figure 2. Owing to sample.disturbance paramenters of stable deep-sea deposits and improvements in testing technique will be any lower than the range com- since the data were gathered, this re- monly encountered on land. Indeed, the latio n may -be considered to he a lower presence of diagenetic bonding agents boundary to the true relation. in.some marine enviroments can make the However, there is no reason to expect sediment stronger than the usual range. that more refined data will produce When a fully saturated soil is major changes in the relation. sheared under undrained conditions and Moore (1964) has shown that the the results are interpreted in terms of strength data from the Mohole sediments total stresses, the material behaves as lie appreciably above the correlation. though it is purely cohesive. This As he has observed, there are at least holds for saturated sands as well as for two factors which may account for this. 107 His experiments were carried out under Consider the stratum shown in fig- isotropic consolidation and this will ure 4. When fully'consolidated, the in general result in a higher value of maximum effective overburden pressures, tile PmS at some depth, Z. is given by c u Pm = Y z (6) P ratio (Skempton and Bishop, 19514). The where y' is the submerged density of actual difference is difficult to esti- the soil, assumed constant with depth. mate because the pore pressure para- The increase of undrained strength meter,iAf, depends upon the history of with depth for a fully consolidated conso dation. It is likely that the material may be denoted by most dominant factor accounting for the deviation from the correlation is car- bonate bonding. Assuming tile relation c of Figure 2 to hold, a predicted value -a = N (7) of P, cu If during consolidation excess pore pres- P sures exist as shown diagrammatically in Figure 4, the effective overburden can be obtained from the plasticity pressure, p, at any instant is index data given by Moore. Figure 3 U shows that the ratio of the predicted P = Y'z - U = Y1z(1 YOZ) (8) to measured values decreases with in- creasing carbonate content. Higher where u is the excess pore pressure at values of that instant. At any instant the ex- c cess pore pressure isochrome may be approximated by a*linear variation with P depth, than might be expected have also been u = nz (9) found in short cores of sh.allow water sediments from Lower Chesapeake Bay and equation (8) becomes (Harrison, Lynch, and Altschaeffl, 1964) and in short cores of deep-sea sedi- p Y'z(l (10) ments (Richards, 1962). Fisk and Mc- Clelland (1959), however, report that However, fully consolidated sediments from tile Mississippi delta agree With the cor- -a.- . u (11) relation. Although it is premature to Y generalize with regard to the undrained strength of recent marine sediments, it where is the average degree of con- is unlikely that a fully consolidated solidation. Therefore the undrained stable material will have an undrained strength available in an underconsoli- strength below the relation shown in dated clay should be proportional to Figure 2. the average degree of consolidation, Terzaghi (1956) drew attention to that is, the influence of high rates of sedi- C ( U)@) = NU (12) mentation on the development of strength pm in a consolidating sediment. Excess pore pressures can develop in a stratum Estimates of the degree of con- that is undergoing an increase in height solidation in a layer subject to sedi- due to deposition. These excess pore mentation at a constant rate can be pressures will.depend upon the rate of obtained from the solution presented by sedimentation, the height of the stratum, Gibson (1958) for the problem of the and the coefficient of consolidation of progress of consolidation in a clay the material. The excess pore pressure layer which increases in thickness with at any level in the stratum will reduce time. Considering a layer growing on . the effective stress under which the an impermeable base at a constant rate, material has been consolidated and, as it is of interest to calculate the de- .is evident from equation (3), the un- gree of consolidation for a range of drained strength at that level will be rates of sedimentation and coefficients reduced accordingly, of consolidation when the layer has 108 grown to a height that might be typical to compute the coefficient of consoli- of a significant submarine slump. A dation for the material from the theo- height of 15 m has been assumed, and co- retical relation obtained by Gibson efficients of consolidation from I x (1958). A value of 2.7 X 10-4 cm2 per 10- 5 cm2/sec for a clay to 1 x 10-2 sec is found, which is quite reason- cTh2/sec for a coarse silt have been able, considering the Atterberg limits adopted. The degrees of consolidation of the material. Now, using this value, of the layer for a range of rates of it is possible to compute the average deposition from abyssal conditions to degree of consolidation for the two extreme deltaic conditions have been other locations if the rates of sedi- computed and are given in Figure 5, mentation can be fixed. For the Grand plotted against the rate of sedimenta- Isle location, a rate of sedimentation tion for the range of consolidation of 3.5 cm per year has been used, based parameters chosen. The results reveal upon the accumulation of 170 ft in 1500 that for a layer of this thickness, years. In the case of the South Pass underconsolidation is only significant location the base of the layer is in- for silty clays and clays deposited at distinct, but bounds for its thickness deltaic rates. Since the heads of some have been given. Calculations have been submarine canyons act as sediment traps, carried out for both bounds with a time the rate of accumulation may be suffi- for deposition of 450 years. The com- ciently high to suggest that undercon- puted degrees of consolidation are given solidation is a factor associated with in Table 5, together with the ratio of slumping in them. It is also possible the observed to speculate that slumping occurred more frequently in the Pleistocene, during the recessicn of the glaciers, p because of higher rates of sedimentation. This, together with turbidity current value to the maximum. The relation be- erosion and a lowered sea level during tween degree of consolidation and avail- the Pleistocene, may be the dominant able strength for this sediment is plot- mechanism accounting for the origin of ted in Figure 6, and it is seen that the many submarine canyons (Kuenen, 1950; linear relationship of equation (12) Shepard, .1963.). fits the data extremely well. Subject to some assumptions, the Metastable sands and silts which relation between underconsolidation and are prone to liquefaction are difficult strength presented in equation (12) is to obtain in an undisturbed state. They corroborated by the observations of Fisk are also difficult to reproduce in the and McClelland (1959) on the deltaic laboratory, and therefore reliable data deposits on the continental shelf off concerning their behavior are accord- Louisiana. The authors provide data ingly rare. Bjerrum, Kringstad, and for three locations of similar composi- Kummeneje (1961), however, have suc- tion, but of different degrees of con- ceeded in carrying out both drained and solidation and hence of different undrained triaxial compression tests on strengths. The relevant information is a very loose fine sand. Their observations assembled in Table 4. of the low strength mobilized are of Evidence of full consolidation for particular interest. Under fully drained the Eugene Isl-and stratum is provided conditions, values of @' as low as 19 de- by the fit of the grees were found. Under undrained condi- tions, the very loose sand showed values Cu of @' aslow as Ildegrees and a ratio of p undrained strength to effective consoli- .dation pressure as low as 0.11. The and plasticity index values with the pore pressures set up during undrained correl.'ation in Figure 2. For purposes failure were ve'ry high. Values of A of of comparison the three cases are plot- 2.7 were observed at failure and the ted on Figure 2. Assuming that the 96 results of one typical test showed that ft of the Eugene Island sediment were A continued to increase after failure to deposited in 10,000 years gives a rate approximatel y 9. It is evident that of sedimentation of 0.29 cm per year. both the drained and undrained strengths Theoretically, infinite time is required of very loose sands are much lower than for full consolidation. However, if it those of corresponding stable materials. is assumed tha't consolidation is essen- The undrained strengths are.comparable tially complete when the degree of con- to the lowest values observed in nor- solidation is 95 percent, it is possible mally consolidated marine clays. Further- 109 TABLE 4. DELTAIC DEPOSITS OFF LOUISIANA (FISK AND McCLELLAND, 1959) Plasticity Location State Liquid Plastic T nLIQX c Depth Age Limit % Limit % % U ft Years p (average) Eugene Island Fully consoli- 8o-go 25-30 53 0.31 96 not less Block 188 dated than 10,000 Grand Isle Un derconsoli- 8o-go 25-30 53 0.15 170 not more Block 23 dated than 1500 South Pass Very undercon- 60-100 20-30 55 0.028 255-320 450 Block 20 solidated (average) TABLE 5. UNDERCONSOLIDATION OF DELTAIC DEPOSITS OFF LOUISIANA Average Degree of cu (observed) Location Rate of.Sedimentation Consolidation -17 cm/year cu (maximum) 717 Eugene Island 0.29 1.00 1.00 Block 188 Grand Isle 3.5 0.48 0.48 Block 23 South Pass 17 0.09 Block 20 21.6 0.08 more, the exceedingly high pore.pres- cu sures set up during undrained failure p are probably an important factor aiding values less than 0.1 for loose cohe- the post-failure mobility of such meta- sionless soils subject to pulsating stable materials. load. Seed and Lee (1964) have studied Observations on the strength of the influence on the strength of a fine sensitive clays, such as the quick clays silty sand of pulsating loads such as of Scandinavia, may also have a bearing might occur during an earthquake, and on the possible in-place strength of they demonstrated that in a given mate- cohesive submarine sediments, if, due rial consolidated to a particular void to the formation of weak bonds, they ratio, the deviator stress required to develop a loose structure. Bjerrum cause failure decreases with the number (1961) has discussed in detail the of pulses to failure. This also depends strength of materials with loose struc- upon the principal stress ratio during ture, and he cites tes-ts on quick clay consolidation and the manner in which which gave drained angles of shearing the pulsating load test is carried out. resistance between 9 and 13 degrees. Seed and Lee have found Of particular importance here is the 110 observation that in undrained tests on tions would involve the bulk density of stich material, failure may occur before the material in the resulting form of the frictional resistance is fully equation (13). Therefore a given amount mobilized. of cohesion is more effective in main- taining stability under submarine con- ditions, all other conditions being MECHANICS OF SLUMPING the --ilfile. When the sediment is a normally consolidated clay or an un- As Moore (1961) has indicated, con- cemented sand or silt, the following sideration of the equilibrium of all in- well-known relation holds at failure: finite slope with failure occurring on a plane or planes parallel to the slope t.an a = tan (14) provides an adequate framework within which to discuss the mechanics of slump- Drained slumping is most commonly ing. It is possible to consider more caused by depositional oversteepening. complicated configurations (for example, Since the 0' for stable material is Morgenstern and Price, 1965); however, generally greater than 20 degrees, and the available data regarding slope pro- few features in deep water have incli- files, se,@iment strength, and initiating nations as steep as this, it appears mechanism are insufficient to warrant that drained slumping of stable sedi- t h i s .The strength of any sediment de- ments is not a dominant mechanism. Tt pends, among other things, upon the can, however, occur on the steep slopes conditions of drainage operating during of erosion channels. Steep slopes such shear. It is therefore essential to as those observed by Moore (1965) rQ- distinguish between drained and undrained quire the existence of some cohesion slumping. it will.be seen that the slope whose origin is either in overconsoli- i ri cliriation at which 51uii,pirig occurs is dation or, cementing to acco@,:nt for rung their stability. Terzaghi ,ly dependent upon whether the ini- tiating proce!-@s induces a drained or all stated that steep slopes of coarse- un,!raine'd slump. A third type of slump- grained sediments are most commonly ing, termed collapse slumping, may also encountered in deltas deposited by be denoted. This type of slumping is mountain streams and cited the sand and associated with metastable sediments, gravel delta of Howe Sound, British and although it has only'been studied in Columbia, as an example. Here slope a subatirial environment, the possibility angles of 27 to 2B degrees are stable. of formation of metastable sediments in The slump which occurred here must have a marine environment suggests that Cal- originally had a slope steeper than lapse slumping may be an important mech- this, and Terzaghi suggested that anism there. It will be defined and residual pore pressures after drawdown discus!;ed in more detail in a later reduced the shearing resistance suf,fi- paragraph. ciently to cause failure. This is not Ila excess pore pressures exist at a drained slump like those considered failure in a drained slump. By consid- above. The influence of drawdown pore ering the horizontal and vertical equi- pressures may be estimated by methods librium of a slice shown in Figure 7, commonly used in the design of earth the relation between the slope angle at dams (Bishop, 1957; Bishop and Morgen- failure and the properties of the sedi- stern, 1960) and will not be considered me,nt may be readily shown to be further here. Under fully drained con- e, ditions the mobility of the sediment tan a -_ tan 0' + yth x sec2 a (13) will be small and it will come to rest when the slope angle is slightly less than the angle of shearing resistance. where a denotes the inclination of the Mobility under undrained conditions slope to the horizontal will be considered in the section re- V denotes the angle of in terms lating to the initiation of turbidity shearing resistance of ef- currents. c' denotes the apparent fective Undrained slumps may be caused by cohesion stress stresses set up during rapid deposition y'denotes submerged density of or erosion. Dynamic loading due to the sediment earthquakes will also produce undrained and h denotes th 'e height of sediment failure. Slumping in underconsolidated participating in the slump. sediment is also best considered in It is of interest to note that a com- terms of the undrained strength of the parable analysis for subaerial condi- material. The influence of an earthquake in of N values for most normally consoli- the analysis of undrained slumping may dated sediments (Figure 2) is taken be incorporated by introducing a borl- to apply (N<0.4), few slopes subject zontal body force, k, as some percentage to undrained loading can stand at of gravity and considering the-equilib- inclinations greater than 25 degrees. rium of a slice in the infinite slope. Overconsolidated sediments and sedi- Ldrthquakes will in general also pro- ments with strong diagenetic bonds can, duce a v,@,rtical acceleration, but this of course, stand more steeply. Slumping is iisually less than the horizont * al on very gentle gradients of, say, less accoleration, and for simplicity will than 2 degrees, without the aid of be neglected here. earthquakes, can only occur in very Considering the equilibrium of underconsolidated material. Terzaghi the slice shown in Figure B, and re- (1956) and Moore (1961) have already solving forces parallel to the slope drawn attention to the evidence that one obtains the low strengths of the very undercon- solidated Mississippi delta sediments Cu - 1 =WO * sin a + k - W - cos a are consistent with slumping on slope (15) angles barely in excess of I degree. If very loose, cohesionless sediments where Cu denotes the undrained strength have an 11 value of about 0.11 as found mobilized at failure by Bjerrum, Kringstad, and Kummeneje W' denotes the submerged density (1961) it is seen that failure takes of the slice and is given by place on slopes of about 6 degrees, y' - b - h and it is of interest to note that .W denotes the bulk density of this is a fairly typical inclination the slice and is given by for the continental shelf. b - 11 Figure 9 shows that even small I is the length along the base earthqua@@e-induced accelerations are of the slice very detrimental to the stability of and k is some percentage of gravity. a submarine slope. However, in a de- After simplification, equation (15) tailed study of mass transport of reduces to sediment in the heads' of Scripps Sub- marine Canyon, California, Chamberlain Cu sin 2a + k COS2 a (16) (19614) concluded that there is insuffi- @Y'h 2 Y cient reason to believe that a relation- ship exists between the occurrence of Equation (16) relates, for undrained submarine canyon deepenings and earth- slumping, the slope angle at which quake disturbances. Based on direct failure takes place to the undrained observations, Dill (1964a) states that strength and density of the sediment, earthquakes have little effect on the the height of the slope, and the hori- failures that cause the removal of zontal earthquake acceleration, if any. sediment from the head of Scripps For slopes of gentle inclination Canyon. The slope failures caused by earthquakes listed in Table 1 provide Cu Cu N (17) evidence that there is at least a _F correlation between submarine slumping and near earthquakes of large magnitude. and for many sediments It seems significant that all the shocks cited in this table had a magni- y Z3y' (18) tude greater than 6.5. Taking 6 degrees as a typical angle representing some Equation (16) now becomes of the cases listed in Table 1, and assuming the sediment to have undrained N sin 2a + 3k COS2 a (19) strengths in terms of N between .25 and 2 Lo, it is seen from Figure 9 that the slope must have responded with an accel- Values of'N required to equili- eration between 5 and 10 percent of brate a range of slopes inclined from gravity. 0 to 20 degrees, and subject to hori- The observations of Emery and zontal accelerations up to 15 percent of Terry (1956), described in an earlier gravity, have been computed and are section, provide an interesting case of plotted in Figure 9. Considering first a relatively steep stable slope in a the stability of slopes free of earth- seismically active area. Since the quake loading, if the observed range sediment has a plasticity index of about 112 25 percent, the value of N might, from type of mechanism h.as only received Figure 2, be at least 0.22 and the detailed attention in the study of one equilibrium slope for undrained failure landslide which occurred in a thin without earthquake loading is 13 degrees. layer of quick clay (Hutchinson, 1961). This fits well within the range of the It is probably a feature peculiar to observed slope angles and is close to structurally metastable sediments'. The the average of 12 degrees. However, analysis of this slide, using pore steeper slopes were observed, and the pressures based upon ground water level index data quoted above refer to a slope observations, indicated that failure of approximately 15 degrees. A slope occurred with a drained angle of shearing of 15 degrees requires an N value of resistance of only 7 1 1.5 degrees. 0.25 for stability. This is within This value was substantiated by both the scatter to be expected from correla- in-place and laboratory shear box tests. tion with Figure 2, but it leaves no Conventional isotropically consolidated margin for incorporating the influence undrained triaxial tests gave values of of earthquake loading. To obviate this @' of 25 degrees, and Bjerrum (1961) has difficulty, it is worthwhile noting suggested that the lower initial yield that although bedrock accelerations is destroyed by sample disturbance and during an earthquake may be high, the reconsolidation. Further information response of the overlying sediment on this phenomenon is given by Bjerrum depends upon its modulus of rigidity, and Landva (1966). Hutchinson (1961) and if this is very low, the shear, also -observed pore pressures in excess stresses induced in the sediment may be of hydrostatic pressure within the clay low, although the displacements will be layer and remarked that the sliding large .%: In a normally consolidated caused breakdown of the clay structure, sediment the modulus of rigidity will and hence part of the overburden load vary with depth, and it could Le that was transferred to the pore water. for typical ground motions associated Therefore, although the initial failure with near earthquakes of magnitude less occurred under drained conditions, than 6, the dynamic stresses in the further movement occurred under un- Sediment are not very significant. if drained conditions. This can only data on the variation of rigidity with happen when the undrained resistance depth in a slope could be obtained, the is less than the drained resistance at solution given by Ambraseys (1959) to failure, as it was in the case discussed the problem of the response to an here. arbitrary ground motion of an elastic Although these quick clays do not oveit,urden with varying rigidity could commonly exist in a submarine environ- be used to investigate this point. ment because they have been made meta- A collapse slump is defined as one stable by the leaching of salt water, that fails initially under drained con- some submarine sediments may achieve ditions, but the deformations associated metastability and high sensitivity in with failure bring about a large in- other ways and could be subject to crease in pore pressures. These pore collapse slumping. Therefore the pressures reduce the shearing resistance, Possibility of initial slumping under and the soil mass accelerates. This drained conditions with acceleration under undrained conditions on slopes *The dynamic shear stress in the sedi- Of S to 10 degreescannot be excluded ment is given by: without further study. Moore (1961) concluded-that in T VS (20) general most sediments are theoreti- 9 cally stable to great thicknesses on where Td denotes the dynamic shear stress very steep slopes. This conclusion Vs denotes the shear wave velocity was based upon the use of strength parameters typical for drained com- denotes the particle velocity pression of stable sediments, and the analysis presented here, for this case, and denotes the mass density. is in agreement. Undrained failure 9 of stable, fully consolidated sediments If the computed response of the sediment can lead to slumping on slope .s of more to earthquake loading shows low strain gentle inclination, particularly if rates and hence low particle velocities, the sediment responds to earthquake and if Vs is small due to the low loading with A significant acceleration. rigidity, the dynamic stress, T d, will Therefore considerable slumping may also be small. occur on the normal open shelf where 113 collapse slumping may also be impor- and distribution of abyssal plains, tant. in agreement with Moore, the channels, and fans (Menard, 1964). deep sea is probably almost free of The timing of submarine cable breaks, slumping. This is because the grarli- after slumping was caused by an earth- ents of most physical features there quake,demonstrates the mobility of are very low; sediments are likely to the sediment. The first confirmation be fully consolidated and possibly that a slump can transform into a stronger due to diagenetic bonding, turbidity current was given by.Heezen, and the slopes are situated out of Ericson, and Ewing (1954), who dis- . range of several of the agencies which covered a graded bed of silt south of can produce undrained failure. Slump- the Grand Banks. This bed had its ing is undoubtedly frequent in areas origin in a turbidity current caused of rapid deposition, and -here may by the slump which occurred during the occur on very gentle gradients. earthquake of 1929. Heezen and Drake (.1964) have suggested that there was deep-seated coherent slumping as well INITIATION OF TURBIDITY CURRENTS in this case. Slumping has also been cited by Holtedahl (11365) as the When a s.lump takes place in a initiating agency to account for the stable cohesive sediment of low sensi- abundant recent turbidites found in tivity, experience of subaerial land- the Hardangerfjord, Norway. slides suggests that shearing will Not all turbidity currents have take place on a plane or set of planes their origin in slumps. In the case while the mass of the sediment remains of the Congo Submarine Canyons (Ileezen reiatively intact. The mass of sedi- and others, 1964) cable breaks occurred -ment should come to rest at a new equi- most frequently at the times of greatest librium position consistent with the bed load discharge, and since a delta strength obtaining after failure, and is not being formed at the river mouth, although it may exhibit features it is possible that large sediment dis- associated with a @, .,oherent slump, such charges continue directly as turbidity flows. as intraformational folding, it is Only low density turbidity currents difficult to imagine that the stresses have been directly observed. These acting on the slump mass during motion often occur due to the discharge of can disrupt its structure sufficiently sediment by a river into a lake or .to allow .1ispersion of the sediment reservoir. In the case of the Lake anJ mixirkg with water. However, cohe- Mead turbidity current, it is known sive sediments of high sensitivity and that the excess density is only about cohesionless soils, particularly 1 percent and the velocity less than metastable ones, can achieve a greater 2 ft per sec on a gradient of approxi- mobility, and in the limit a slump may mately 2000:1 (Gould, 19-51). Yuenen lie transf'ormed into a turbidity current. (1950) postulated the existence of. There is considerable evidence turbidity currents with densities com- that some sediments in the deep sea parable to the bulk density of typical have had their origin in shallow water. sediments and was able to produce them In a study of deep-sea sands, Kuenen in the laboratory. The density of (1964) stated that practically all turbidity currents in the sea remains deep-sea sands were emplaced by debatable. -The,high-density current turbidity currents. Heezen and Hollis- explains sea-floor phenomena more ter (1964) suggested that although easily, but is yet to be observed. if deep-sea currents are capable of trans- the low-density current begins as a porting coarse material, they cannot slump, it is not clear how the extreme account for the graded bedding which dispersion of the sediment occurs. The is a common feature of deep-sea sands. twisting and abrasion of cables broken However, in the light of.Dill's obser- by the Suva turbidity current described vations (1964a, 1966) of bottom current by Houtz and Wellman (1962) favors the Pulsations and creep and slump effects, high density interpretation. Alterna- these conclusions are possibly prema- tive mechanisms for a sequence of cable ture, andthe presence of deep-sea sands breaks, such as a wave of liquefaction cannot be taken as wholly unambiguous or progressive slumping, appear less evidence for the existence of turbidity satisfactory. .Currents. Other evidence for turbidity Data on times of breakage of sub- current deposition includes the dis- marine cables provide evidence that placement of shallow-water benthonic turbidity currents' can maintain veloci- fauna to deep water, and-the relief ties of about 15 to 30 ft per sec on 114 the very gentle gradients of the abyssal obtaining in the slope is less than plains. Although it is generally that shown in Figure 11, motion will accepted that higher velocities are not occur. If, however, it is greater, developed on the steeper continental though not necessarily liquefied, the slope, few conclusive data are available sediment will not be in equilibrium and the exact values are still debated. and it will accelerate due to the force Menard (19610 suggests that the Grand unbalance acting upon the mass. (The Banks turbidity current reached a viscous stress acting on the upper velocity of 63 ft per see before it surface may be neglected.) Assuming began to decelerate, and even higher that the mass is initially at rest, values have been quoted. the equation of motion gives While there has been considerable study of the mechanics of turbidity V [y'sin -(y'cosa-n)tan @']t (23) flow (see Johnson, 1962, 1964, for a r review) little attention has been paid where V rdenotes. velocity for this to the problem of how -a current is rigid block model initiated. Moreover, small-scale ex- t denotes time periments carried out on a naturally and g denotes the acceleration sloping sea floor 40 ft below sea level due to gravity. were not successful in producing a It is seen that for this model the velocity high-density, high-velocity current increases linearly with time, and de- (Buffington, 1961). In the following, pends upon the slope angle, the excess the acceleration of a slump after, pore pressure gradient, and the density failure is considered in an attempt to and strength of the sediment. A dia- delineate some of the conditions neces- grammatic velocity profile is shown in sary for a slump to attain sufficient Figure 10. velocity that it may transform into a A more realistic model may be turlj@dity current. These considerations developed by incorporating a viscous may explain the failure of the experi- resistance due to the strain rate in ments mentioned previously. the se-diment. This would give rise to The problem is best treated in a velocity profile of the type shown terms of effective stress. it is for this mode of flow in Figure 10. assumQd that some unspecified mechanism Since the slope is infinite there is has brought the cohesionless sediment no variation of any stress or strain- on an infinite slope into a state of rate in the x direction. The equation limiting equilibrium by inducing an of motion for an infinitesimal element undrained failure, and that the excess acceleratihg in the x direction becomes pore pressure in the sediment at this .3 Txz Y a Vv instant is given by y1sin a - (24) a z g a t U = hz (21) where Vv denotes the velocity in the x direction. where u denotes the excess pore There is no acceleration in the z di- pressure rection. Incorporating a viscous n is some number resistance into the failure criterion and z is measured perpendicular to for the sediment gives the slope, increasing downwards avv from the surface of the siope. xz = (Ylcos a-z - nz) tan @.' - rl_@_z If the slice shown in Figure 10 is to (25) be in a state of limiting equilibrium, where fl denotes the viscosity of the it is readily shown that sediment. n cos, a tan 0' - sin a The viscous term is negative here Y tan (22) because, owing to the choice of axes, the velocity gradient is negative. n Substituting equation (25) into (24) From equation (22) the values of Tr' gives have been computed for@ a range of slope angles and for values of 0' of 10, 20,_ and 30 degrees. These values are 32V av plotted in Figure 11. If for agiven v v b (26) value of a and 01 the magnitude of 3Z2 a3t -.2- where a= gn Y Y (27) 115 andb y'sina - (y'cosa - n)tan0' and comparing equation (32) with equa n tion (23) one finds (28) V = V (33) Equation 26) is to be solved subject to v the boundary conditions In the early stages of motion the maxi- t 0, V 0; mum velocity developed in the friction- v al-viscous flow will be the same as 3V (29) that in the purely frictional flow. > 0 Z 0, __L 0; The average velocity will be slightly Dz less. For larger times the viscosity z h, Vv 0. will now be more significant. Viscosity data for sediments of high concentra- where h is the depth of the slump. tion are scarce. However, on the basis This problem has been considered by of experiments reported by Yano and Carslaw and Jaeger (1959) in the con- Daido (1965) values of between 0.4 and text of heat conduction and the solu- 0.5 lb (force) sec per sq ft may be tion is: used in calculations for the concentra- tion of sediments likely to exist in (_,)n an accelerating slump. bh2 Z2 32 The process of transformation into v = 2 -1 - 3 1)3 a turbidity current involves the onset h2 71 T1=o (2n + of turbulence and the likelihood of -a(2n + 1)212t some mixing with overlying water due to instability and wave formation at the (2n + 1) 71z. e 11h2 interface. This is a difficult problem (30) and is by no means fully resolved at present. Among the factors that would Equation (30) may be expressed in terms deter a slump from transforming into a of a dimensionless depth factor turbidity current are rapid decrease of slope inclination and the dissipation of pore pressure. It is of interest, then, to adopt a relationship that has been applied to the steady state flow time factor of a turbidity current in order to find at a velocity at which it may be assumed that transformation is complete, and then, for an assumed slump, compute the time required to achieve this velocity. and velocity factor The degree of dissipation at this time 2V can also be estimated. v A slump 30 f.t thick is assumed to bh2 have occurred on a slope of 5 degrees and following Kuenen (1952) it is and plotted graphically as in rigure assumed that the Chezy equation is valid 12 to reveal the development of the when the tur bidity current is created. velocity profile with increasing time. It is also assumed that the bulk density The maximum velocity occurs at the of the sediment is three times th sub- surface of the flow, and plotting the -merged density. From the Chezy equation velocity factor against time factor for a velocity of 58.5 ft per sec is ob- z = 0, it is seen from Figure 13 that tained. If it be further assumed that for a small time a linear relationship the angle of shearing resistance is 20 exists. More particularly degrees and n 2V v 2 at 'Y - = - (31) b112 1,2 is 0.8, this velocity is attained in only 340 seconds. It is evident that Therefore, for small time the degree of dissipation of pore pressure for a slump of thi's size after Vv Cyl sina - (-y' cosa n)tan 0']t 340 seconds is negligible for all but Y the coarsest sediment. It seems prob- (32) able that in the experiments carried 116 out by Buffington (1961) the amount of REFERENCES sediment was so small that, aggravated by spreading, the drainage path was Ambraseys, N. N. (1959). 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Deep-sea sands Ionian Sea submarine canyons and the and ancient turbidites, Turbidites, 1908 Messina turbidity current, Bouma, A. H., and Brouwever, A., eds. Bulletin of the Geological Society Amsterdam, Elsevier. of America, Vol. 76, pp. 915-932. Menard, 11. W. (1964). Marine Geology of Seed, If. B., and Lee, K. L. (1964). the Pacific. New York, McGraw-Hill Pulsating load tests on samples of Book Company. fine silty sand from Anchorage, Alaska, Report on Anchorage Area* Moore, D. G. (1960). Acoustic reflection Soil Studies, Alaska. Seattle,' studies of the continental shelf and Washington, Shannon and Wilson, Inc. slope off southern California, Bulletin of the Geological Society Shepard, F. P. (1951). Mass movements of America, Vol. 71, pp. 1121-1136. in submarine canyon beads, Trans- actions of the American Geophysical (1961). Submarine Union, Vol. 32, pp. 405-418. slumps, Journal of Sedimentary Petrology, Vol. 31, pp. 343-357. (1955). Delta-front valleys bordering the Mississippi (1962). Bearing strength distributaries, Bulletin of the and other physical properties of Geological Society of America. some shallow and deep-sea sediments Vol. 66, pp. 1489-1498. from the north Pacific, Bulletin of the Geological Society of America, (1963). Submarine Vol. 73, Pp. 1163-1166. Geology (2nd edition). New York, Harper and Row. (1964). Shear strength and related properties of sediments Shepard, F. P., and Emery, K. 0. (1941). from experimental Mohole (Guadalupe Submarine Topography off the site) Journal of Geophysical Research, California Coast. Geological Society Vol. 69, pp. 4271-4291. of America Special Paper No. 31. (1965). Erosional Skempton, A. W., (1954). The pore channel wall in La Jolla sea-fan pressure coefficients A and B, valley seen from bathyscaph Trieste Geotechnique, Vol. 4, pp. 143-147. II, Bulletin of the Geological Society of America, Vol. 76, pp. 385-392. (1957). Discussion on the planning and design of the new Morgenstern, N. R., and Price, V. E. Hong Kong Airport, Proceedings of (1965). The analysis of the stability the Institution of Civil Engineers, of general slip surfaces, Geotechnique, Vol. 7, pp. 305-307. Vol. 15, pp. 79-93. 120 Skempton, A. W. (1964). The long-term of the Eighth Texas Conference om stability of slopes, G45otechnique, Soil Mechanics and Foundation vol. 14, pp. 77-101. Engineering. Harvard Soil Mechanics Series No. 52 (41 pp. reprint). Skempton, A. W., and Bishop, A. W. (19511). Soils, Ch. 10, Building Terzaghi, K., and Peck, R. B. (1948). Soil Afechanics in Engineering Materials, Beiner, M., ed. Amsterdam, I No-th-Holland Publishing Company. Pi,actiee. New York, John Wiley & Sons. van Straaten, L. M. J., (1949). Occurrence in Finland of structures Yano, K., and Daido, A. (1965). due to sub-aqueous sliding of Fundamental study on mud-flow, sediments, Bulletin of the Geological Bulletin of the Disaster Prevention Commission of Finland, No. 144. Research Institute, Kyoto University, vol. 14, pp. 69-83. Terzaghi, K. (1956). Varieties of Submarine Slope Failures. Proceedings 121 STABLE STABLE METASTABLE METASTABLE STRAIN INCREASE STABLE STABLE 0 > METASTABLE DECREASE FIGURE 1. DIAGRAMMATIC STRESS STRAIN RELATIONS FOR STABLE AND METASTABLE SEDIMENTS. 0.6 0.5 0-4 -jl-@CUGENE ISLAND BLOCK 108 0-3 0-2 GRAND ISLAND BLOCK 2,3 0-1 L SOUTH PASS BLOCK 20 00 10 20 30 40 50 .60 70 80 90 100 110 120 PLASTICITY INDEX FIGURE 2. RELATION BETWEEN UNDRAINED STRENGTH AND PLASTICITY INDEX FOR NORMALLY CONSOLIDATED SEDIMENT. Fj 123 100 so z z 0 60 z 0 ED 40 20 0 1-0 0.8 0.6 0-4 0-2 0 Cu (PRE D I C TED) P C u (OBSERVED) P FIGURE 3. INFLUENCE OF CARBONATE CONTENT ON UNDRAINED STRENGTH OF SEDIMENTS FROM EXPERIMENTAL MOHOLE. WATER LEVEL MUD-LINE LIKELY EXCESS PORE \/PRESSURE DISTRIBUTION z u ASSUMED EXCESS PORE PRESSURE DISTRIBUTION u - n z /o'ANN N, B A S E FIGURE 4. AN UNDERCONSOLIDATED STRATUM. .......... Cv 100 --------- (Cfh2/Sec) 2 I X 10 S/Z r 0 q 0 z 0 80 x 70 0 V) z 1> o 0 L) - 50 0 uj Lu 40 09 Lu 1 10-4 0 30 LLJ 0 -< 20 Lu > 10 0 1 X 1071 1 5 10 so 100 500 1000 5000 10000 (ABYSSAL) RATE OF SEDIMENTATION cm.1 1000 YEARS (DELTAIC) FIGURE 5. RELATION BETWEEN RATE OF SEDIMENTATION AND DEGREE OF CONSOLIDATION FOR 15 m LAYER. 125 100 80 z 0 60 0 z 0 U 40 LA- 0 ui w 20 0 0 0-2 0-4 0.6 0.8 1.0 C u (A C TU A L) p C u (M A X.) p FIGURE 6. INFLUENCE OF UNDERCONSOLIDATION ON UNDRAINED STRENGTH OF MISSISSIPPI. DELTA SEDIMENTS. 126 b w'sin oL wl W'cos s CL \N wo= e'bh e'bh-sincL=c'b.secd+ r'bh.cos d-Juno' ton cL-= ton 0'+. -!L!. SeC 2d. Yh FIGURE 7. EQUILIBRIUM OF INFINITE SLOPE UNDER DRAINED CONDITIONS. b kw h WIF SC U.I. OL w sin d w, FIGURE 8. EQUILIBRIUM OF INFLNITE SLOPE UNDER UNDRAINED CONDITIONS. 200 I so Lai 0\0 z 0 LLj 14r 141- CL- 0 00 -4 .5 0-7 0.6 0 0.1 o-2 0-3 0 0 o cu N FIGURE 9. RELATION BETWEEN SLOPE ANGLE AND UNDRAINED STRENGTH FOR AN INFINITE SLOPE AT LIMITING EQUILIBRIUM AND SUBJECT TO AN EARTHQUAKE ACCELERATION k PERCENT OF GRAVITY. 0 0 128 RIGID BLOCK MODEL Vr wl u =nz s VELOCITY PROFILE \N FOR EQUILIBRIUM r z 2rhb-sincL= (X'hb-coscL-nhb) tanO' VI SCO- FRICTIONAL MODEL x Vr TXZ lrxz + 6TXZ d z z VELOCITY z PROFILE FIGURE 10. ACCELERATION OF AN INFINITE SLOPE. V 120, 1.0 0. z 0.6 0-4 0 CL 0-2 0 0 5. loo ISO 200 2 So 30* SLOPE ANGLE d FIGURE 11. RELATION BETWEEN EXCESS PORE PRESSURE AND INCLINATION FOR AN INFINITE SLOPE AT LIMITING EQUILIBRIUM. 0 C) 6 0 6 0 0-2 0-4 cr 0 0-6 0-8 1.0 0 0-2 0.4 0.6 0.8 1.0 VELOCITY FACTOR bh2 FIGURE 12. VELOCITY PROFILES FOR INCREASING VALUES OF-TIME FACTOR a' 2* 0 h 130 0.5 -A 0.4 z1Z 0 0.3 u- 0.2 u 0 -i LJ 0.1 0 0 0.05 0-10 0.15 0-2 0-25 0-30 TIME FACTOR at h2 FIGURE 13. RELATION BETWEEN VELOCIT y FACTOR AND TIME FACTOR AT 0. h 131 I Appendix VIII-1 Characteristics of Marine Seismic Sources by Douglas M. Johnson 132 Appendix VIII-1 Characteristics of Marine Seismic Sources Introduction "High resolution continuous seismic reflection" (or continuous seismic sounding) is the widest-used and most economical method for studying the first hundred metres of soil beneath the sea floor. The method enables the geometry, structure and con- figuration of the geolocial strata to be determined. However, in the prevailing state of techniques, seismics alone does not make it possible to make any affirmation: - as to the nature of the soils, - and yet less, as to their physical and mechanical properties. While certain interpretations sometimes justify a presumption as to the state of consolidation of the soils (owing to the,degree of penetration, for instance of signals with a given frequency and energy), these assumptions must necessarily be verified by core samples or in situ geotechnical measurements. Preliminary recording of seismic profiles on a marine. site makes it possible: - to fix the locations of the geological and geo- technical soundings (drilling/core drillings and in situ measurements) as a function of the variations in the configuration of the subsoil, - to reduce the number of these soundings, - to extrapolate where necessary the results of core drillings and in situ measurements. All seismic techniques currently applied for the reconnaissance of marine soils use the continuous reflection method. The refraction method is applied only when seismic reflection proves to be inoperative or the results obtained do not yield the expected accuracy. Several types of devices are used in "high resolution seismics." The main of them are: - sediment sounders (or echo sounders) - boomers 133 - sparkers - side scan sonar These devices are characterized by their transmission frequency and consequently the penetration of the signal and its resolving power (or definition): - the penetration is inversely proportional to the transmission frequency, - the resolving power (and relective quality) decreases with the penetration and increases with frequency. Since "Boomer", Echo Sounders, and Side Scan Sonar was used in the Shannon-Wilson reports, a discussion of their characteristics has been included in this Appendix. 134 BOOMERS (AND THE UNIBOOM) The boomer or thumper is an electromechanical source invented by EEG. Principle and characteristics of the boomer Principle of the boomer The boomer consists of: - an induction coil against which an aluminium plate is applied by a system of springs, - a bank of capacitors (connected to a sparking circuit) producing electrical discharges through the coil at regular intervals. With each discharge, the eddy currents induced in the conductive plate cause it to move violently away from the coil. The initial movement of the plate triggers the acoustic pulse. Characteristics of the boomer and Uniboom. The acoustic signature of a 1,000 J boomer has a signal duration of about 5 ms. The spectrum for this boomer ranges from 200 to 2,000 Hz. From the standpoint of enery distribution, the figure reveals: a very high amplitude of the initial pulse peak (a), a peak of negative amplitude (b) extending the signal. This secondary peak is caused by the cavitation which arises behind the plate in the depressurized zone. In the Uniboom system, the secondary pulse is eliminated by providing an elastic diaphragm on the inner face of the plate from the depressurized side. This diaphragm then absorbs part of the enrgy and thus limits the cavitation. The duration of the Uniboom. signal is limited to about 0.2 ms. 135 The frequency spectrum ranges from 500 to 10,000 Hz on the average (the frequency decreases slightly as the energy output increases). The resolving power: - of the boomer proper is not less than 2 m, owing to the considerable length of the signal, - with the Uniboom, it can theoretically get down to 30-40 cm (comparable to the best sediment sounders). 136 Principle and equipment of the echo sounder Principle of the echo sounder The echo sounder puts out a brief ultrasonic pulse which is reflected from the sea bottom. The return echo is amplified and then continuously recorded. Let V be the speed of sound in water and t the time interval between the emitted and return echo, the depth H is given by: H Vt 2 Equipment of the echo sounder Transmission and reception are ensured by a common electro-acoustic transformer or transducer which converts the mechanical vibrations into electrical vibrations of the same frequency. Coupled to an electric pulse generator, the transducer converts the electrical energy into acoustic energy on transmission, and conversely the reflected acoustic signal is converted into an electrical signal. The most widely used transducers are based on the piezoelectric properties of certain ceramics (barium titanate, zirconate). They vibrate at a certain resonance frequency. These vibrations, transmitted to the water, act as sound pulses. The optimum frequency range, which depends on the depths of water and nature of the bottom, extends from about 15 to 200 kHz, depending on the type of device. The higher the frequency, the more efficient the absorption. At the recording end, the propagation times measured are converted into depth, depending on the speed of sound in water (from 1,460 to 1,560 m/s in sea water). For a given speed, the rate of the stylus, which inscribes along a strip of paper, determines the scale of the soundingst namely the number of metres of water represented on the width of the recording paper. 137 Characteristics of transducers Transducers are characterized by their nominal frequency, directivity and level of energy. The nominal frequency of a transducer designates its transmission frequency under permanent excitation (i.e., resonance). For precision echo sounders, used for bathymetry, the sound beam is relatively narrow. The following are typical orders of magnitude: - for common echo sounders: 10-20 0at 50-30 kHz - for large diameter echo sounders with very narrow beams, used at great water depths: 3-60 at 30-15 kHz The transmission level of a transducer is a measure of the energy transmitted along the axis of the transducer, measured one metre away. A high transmission for the same electric power is the sign of better efficiency. Resolving power of an echo sounder Resolving power of an echo sounder essentially depends on the duration of the pulse, the angle of the ultrasonic beam, the depth of the water and topography of the bottom. A resolving power is limited by the fact that it is impossible to transmit an extremely brief signal. If At is the shortest discernible time interval between two echoes, then the depth resolutions is: AH Y - At 2 where: V is the speed of sound in water. 138 Principle of the side-scan sonar. Formation of the echoes The side-scan sonar transducer acts both as transmitter and receiver of the ultrasonic signals. The system generally consists of: - a round-nosed cylindrical body towed from the vessel (known as the "fish"), containing one or two (1) transducers (together with the associated electronic circuits), - a towing cable ensuring the elctrical and mechanical links to the towing vessel, - a one or two rack recorder using either electro- sensitive paper or a magnetic tape. The side-scan sonar transducer: - transmits short sound pulses to the water, per- pendicular to the direction of travel, - receives the echoes recorded aboard the vessel (following conversion into electric pulses). The frequencies used vary from a few tens to about 100 kHz, depending on the particular unit. Formation of the images The sound pulses transmitted at regular time intervals (the repetition rate essentially depends on the lateral range selected) and the echoes resulting from the irregularities on the sea bottom are recorded as a function of time (two-way trip): clearly, the nearest echoes arrive first, followed by echoes from more distant zones at ever increasing intervals. Each group of echoes resulting from a transmission is displayed on the recorder in the form of a trace inscribed cross-wise by the stylus on the recording paper which moves longitudinally. As the vessel advances and the pulses occur one after the other, an image is formed on the recording paper by (1) The sonar is generally bilateral. 139 juxtapostion of the traces (somewhat similar to that obtained on a television screen). Geometry of the ultrasonic beam The fineness and precision of the recording are a function of the narrowness of the ultrasonic beam, and of the frequency and duration of the pulse transmitted. The shape of the transducer is selected so as to transmit a fan-shaped beam: - with an angle of a few degrees in the horizontal plane (azimuth), - with an angle of about 10 to few tens of degrees in the vertical plane (elevation). The ultrasonic beam can be broken down into the following: - a primary lobe with an angle defined conventionally as the sector in which the sound intensity is only 3 dB beneath that of the axial (maximum) intensity, - a number of secondary lobes. Even though only the primary lobe is actually used in practice, the secondary lobes present a certain interest. In particular, the sub-vertical lobe: - gives a section of the bottom of the sea along the path of the vessel, - enables any echo from an object situated in the water near the vertical of the vessel to be identified (for instance a shoal of fish). Formation of the echoes.' Angle of incidence The features of the bottom brought to light are: - either of topographical nature (variation of the angle of incidence), - or related to the physical characteristics of the soil (variations in the coefficient of reflection or backscattering). The way in which topographic echoes are formed is shown in Fig. All the folds in the bottom cause 140 the angle of incidence of the acoustic rays to vary and hence also the amount of reflected energy. The useful part of the recording is that corresponding to angles of incidence of less than 300, where the coefficient of reflection varies sharply with the angle of incidence. The ideal conditions therefore prevail for detecting variations in the angle of incidence and hence variations in the topography. A change in the nature of the bottom modifies the intensity of the signal as much or even more than a change in the gradient (especially if the angle of incidence is between 20 and 600). The reflection coefficient varies considerably when changing from mud to pebbles or rock, while sand lies somewhere in between. Characteristics of the side-scan sonar The side-scan sonar is essentially characterized by its longitudinal and transverse resolving powers. Lateral range The maximum range of a side-scan sonar depends on many factors, the leading ones being: - the characteristics of the instrument: - the pulse duration, - the transmission power, - the signal/noise ptio, - the frequency (rF = 1,300 is an empirical formula expressing the range in kilometres for an optimum frequency in kilocycles), - the physico-chemical properties of the medium through which the sound waves are propagated, - the implementation parameters the height of the "fish" above the bottom, the inclination of the axis of the beam from the horizontal. 141 Distortion of side-scan sonar images There are var ious causes for the distortion of side- scan images, including the following: - the obliqueness of the beams - the slope of the bottom, - the anisotropy of the medium through which the rays propagate, - the navigating conditions - the scales on the recordings. DATE DUE GAYLORDINo. 2333 PRINTED IN U.S.A. 3 66 6