ML19329F224

Geology,Seismicity & Hydrology Study, for Proposed Midland Site.Received as Part of Amend 6

ML19329F224
Person / Time
Site:	Midland
Issue date:	03/22/1968
From:	Burgess R, Stevens A CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.)
To:
References
NUDOCS 8006230750
Download: ML19329F224 (91)

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.f2ad g G.a. &msA #4 CONSUMERS POWER COMPANY PROPOSED MIDLAND NUCLEAR SITE Geology, Seismicity and Hydrology Study March 22, 1968 Report by A. H. Stevens Approved by R. J. Burgess March 22, 1968

INDEK Page No. INTRODUCTION....................... 1 PREGIACIAL GEOLOGY.................... 2 GIACIAL GEOLOGY 3 FAULTS.......................... 6 SEISMICITY,....................... 6 Seismic History.................... 6 Probable Maximum Earthquake Intensity Previously Felt at the Midland Site 9 Probable Magnitude of Future Earthquake Occurrences.. 9 Amplification Ratio of Glacial Material........ 10 HYDROLOGY 10 Surface Hydrology................... 10 Subsurface Hydrology 12 Plant Site Considerations............... 14 CONCLUSIONS 16 LITERA WRE CITED..................... 17 ILLUSTRATIONS APPENDIX......................... 4

IFfRODUCTION The Midland Plant site is located on a glacial lake plain along the Tittabavassee River about one mile south of the city of Midland. The topography of the area is com-paratively flat with elevations ranging from 600 feet to 625 feet above mean sea leve). Vegetation covers most of the arcs and the soils are mainly sands, clays and clay-send mixtures. The site lies in the Tittabavassee River Basin which is characterized by a few lakes and an extensive arti-ficial drainage system due to poor natural drainage. The: Basin covers 2,140 square miles that includes te. counties and is drained by five rivers; the Tobacco, Salt, Chippeva, Pine and Tittabavassee Rivers. The four smaller rivers merge with the Tittabavassee west of the city of Midland. In order to evaluate the geology, hydrology, engineering geology and seismicity, a drilling program and a seismic survey were completed. The drilling program consisted of ten soil borings of which nine were 100 feet deep and one 200 feet deep. Soil samples were taken at five-foot intervals for the first 100 feet and 25-foot samples from 100 to 200 foot depth. Also, two prior borings by Dames & Moore and a 1956 shallow boring survey by Dow Chemical Company are included. One additional hole, Maness #1, was taken 75 feet into Bedrock (432' deep) and five feet of the Bedrock was cared.

2 A seismic survey was also completed in order to better evaluate the geologic conditions and to provide an amplification factor for the seismicity study. The survey consisted of refraction, uphole and crosshole shooting. PREIACIAL GEOLOGY At the site, the lower Pennsylvanian Saginaw formation forms the bedrock (Figure 1). It consists of a series of nearly flat lying red, green, grey and black micaceous shales interbedded with white, tan and red sandstones and siltatones. Minor quantities of argillaceous limestone, coal, anhydrite, gypsum, siderite, and pyrite are also present in the formation. Se Saginaw formation represents a heterogeneous sequence of lenticular beds of continental origin that were deposited in a cyclic pattern. Preglacial erosion has scoured stream channels into the Saginaw formation which were later modified by the movement of glaciers. Figure 2 is a contour map on the top of the bedrock surface and exhibits a stream channel in the site area. The top of the bedrock in the site location is between 350 to 360 feet below the ground level. This was confirmed by a seismic refraction survey over the site'. (See Appendix) The coarse grained sandstones and siltstones of the Saginaw formation commonly contain water which is the source of domestic supply in some areas. The aquifers are recharged at the surface or ,-~.

3 from the glacial till. At depth, the quantity of dissolved mineral matter increases with some sandstones and shales containing brackish water in certain locales. The porosity and permeability of these layers varies greatly from one area to another and cannot be predicted with any assurance.1 Brine and salt removal from the Devonian Detroit River group has been conducted by Dow Chemical Company in the area at depths of approximately 4200 feet. Dow has selectively positioned the salt wells and recharged the brine aquifer with depleted brine. In a letter from Dow personnel, they state: " Natural brine is pumped from and injected back into the Sylvania sandstone. By this me.ans, pressure is maintained at a relatively constant level of approximately 1200 feet from the surface. " Solution mining of salt is conducted in Section 28. The salt is mined in the D9troit River section of the Devonian forma-tion and occurs as thin b dded layers located between 4100 feet and 4300 feet deep. Surface elevation checks han been taken of the salt field area since 1958. Within the limits of surveying and bench mark accuracy no change in elevations have been observed." (SeeAppendix) GIACIAL GE0IOGY The Great IAkes region is covend by a thick mantle of l glacial drift consisting of unconsolidated clay, sand, gravel and till. The deposits are Pleistocene in age and represent four distinct glacial periods. The fourth and final glacier which melted 5,000 to 10,000 years ago, formed the land features which now characterize the Michigan lands cape, l ..-._1.

k In the Midland area the glacial material is repre-sented by 350 to 360 feet of laxe deposits of various ages and types (Figures 3 and 4). These lake deposits may be divided into five types (Figures 5 and 6): (A) The upper layer is a veneer of brown quartz sand which becomes clayey in some areas. It is very soft and often contains water. The sand varies from zero to 40 feet in thickness over the area and represents a lake bottcza or beach sand. (B) The second zone is an extremely compact, impermeable blue-grey clay. It often contains very thin silt layers and occasional pebbles. The highly compact nature of the clay is probably due to pre-consolidation by one of the following: (1) weight of an overlying glacier; (2) weight of overlying sediments that have been eroded away; (3) the chemical nature in which the clay was fermed. Of the three, the preconsolidation by the weight of the glacier seems to be the most reasonable. The clay varies in thickness due to erosion on its surface. In the site area, three borings penetrated through the clay and the thickness varied from 135 feet to 170 feet. (C) Underlying the blue-grey clay is a very fine grained brown sand which was 25 feet thick in the two borings that penetrated through it. Ihe sand is water saturated and under artesian pressure. This zone represents a good potential water producing zone.

1 5 (D) The fourth unit in the drift is a brown-grey gumbo clay. It is impemeable and due to its tacky character, the clay was very difficult to drill. Becauseonlyoneboring(Manessfl) penetrated through this clay, its variation in thickness and areal extent are unknown. (E) The final drift zone is a thick sequence of sands and gravels (134 feet) which are water saturated and under artesian pressure. This layer represents a potential water producing zone although the quality of the water is expected to be poor. The Maness #1 boring is the only hole to penetrate this laye' completely. How the thickness and areal extent vary on this body is unknown. However, since this deposit is most likely a lake or flood plain deposit, it would be expected to be present under the entire site area. A' seismic survey over the area enhanced the findings of the boring program. (See Appendix) Based on velocity interfaces, thN e stratumu were delineated. The upper stratum was a 5200 foot per second velocity layer corresponMng to the surface brown sand deposit. 1 The velocity of this layer indicates that the zone is water saturaf.ed. The blue-grey clay layer and the sand and gravel aquifers were repre-sented by a 6100 foot per second velocity zone. The relatively high vel-ocity it. this layer conveys the thought that both the blue-grey clay and the arteaian aquifers have been preconsolidated to same extent. Also, the l l seismic data indicates that these glacial members are present under the l entire site area. The third stratum, identified by the seismic survey, I I r,.,,. ..--.---...s.

6 is a 10,000 foot per second layer which corresponds to the Bedrock formation. This velocity is consistent with velocity measurements performed on Bedrock cores. FAULTS No faults have been mapped in the vicinity of the Midland site. One proposed regional fault zone, the Howell fault, has been mapped in the lower peninsula and it lies about 80 miles south of the proposed location (Figure 7). However, this fault zone is the source of much academic argument concerning its presence. To date, the existence of the proposed Howell fault zone has not been definitely proven. Earthquake activity associated with this fault zone has been nonexistent since 1804. (This date is considered to be the beginning of recorded seismicity for this area.) One earth-qude epicenter of Intensity IV was recorded in prmrimity to the proposed fault zone in 1918 by the Monthly Weather Review. The validity of the data and the relationship, if any, of the earth-l quake epicenter to the proposed fault zone is imimnwn. SEISMICITY l Seismic History The Midland Nuclear Plant site is located in an area of relatively quiet seismic activity. A study of the avnilable data I (Figure 7) indicates that only one earthquake epicenter of Intensity VIII has been recorded in a 250-mile radius of Midland (Figure 8). -.m-

7 The majority of the earthquake epicenters recorded in the Michigan area have had intensities of V to VI. Only one epicenter has been recorded within 50 miles of the proposed location. However, the lo-cation of this epicenter is open to argument because the village cited as having the earthquake does not exist in the area where the epicenter has been placed. It is possible that the earthquake did occur in that village due to its proximity to an active fault. How-ever, the village is W miles from the site area. Since the beginning of recorded seismicity, five earth-quake epicenters have been noted within an 150-mile radius of the site. Descriptions of these historic earthquakes are as follows: February 7, 1872 - 8:00 AM Wenona, Michigan area reported to have been shaken by an earthquake. It consisted of three shocks lasting 30 seconds and was only local in areal extent. However, no Wenona, Michigan, exists in the Saginav area. There is a Wenona Beach, an amusement park on Saginaw Bay, and a copper mining town by that name located in the Keveenav Peninsula in proximity to the Keveenav fault. The problem has been researched and it is unknown which area was meant in the description. From the j earthquake reports, it seems possible that the shocks were associated with mining activities in the Keveenav Peninsula or the Keveenav fault. August 17, 1877 - 10:50 AM An earthquake was reported in Greenfield, Michigan, not far from Detroit. Horses were reported to have been frightened and the tremor was said to sound like a train. It was felt over a 200 square mile area.

8. February 4, 1883 - 5:00 AM 'Ihe earthquake was felt mainly in southern Michigan and northern Indiana although it was noted in Bloomington, Illinois and St. Louis, Missouri. At Kalamazoo, Michigan windows were cracked and buildings shaken. An estimated area felt for this earthquake was 8,000 square miles. February 22, 1918 An earthquake epicenter was recorded northeast of the city of Lansing by the Monthly Weather Review. No other information was given except that it was an Intensity IV. August 9, 1% 7 - 8:h7 FM A strong earthquake was felt in south-central Michigan. It was also noted in parts of Indiana, Ohio, Illinois and Wisconsin and the estimated area felt was 50,000 square miles. Chimneys were damaged and plaster was cracked in Athens, Coldwater, Colon, Matteson Lake, Sherwood and Union City, Michigan. Based on information from the 1%7 U.S. Coast and Geodetic Survey's earthquake data, an isoseismal map was prepared. (Figure 8A) At the epicenter, the intensity was recorded as VI but in the Midland area the intensity was III or less. Any future earth-quakes in southern Michigan area would most likely show the same atten-tuation with distance.

9 Probable Maximum Earthquake Intensity Previously Felt at the Midland Site Although the maximum intensities of hiatorical earth-quakes occurring in Michigan have been V to VI, it is doubtful that the intensities felt at the Midland site were that great. Based on the historical data that has been recorded, the maximum intensity previously felt at the site was probably at IV. 221s corresponds to horizontal ground acceleration of.01 to.02g. Probable Magnitude of Future Earthquake Occurrences C. F. Richter has prepared a seismic regionalization map of the United States illustrating the maximum probable earthquake intensity of any given area. Ihe Midland site is placed in a maximum probable intensity of VIII (IM). He based his estimate on the 1812 earthquake related to the St. Lawrence Rift and the seismic activity related to the Cincinnati and Findlay Arches. However, it is also mentioned that his estimate is unsupported by any knowr earthquake data in the area classified as Intensity VIII. Fct the Michigan Basin area an Intensity VIII is too large a magnitude based on the historical information available. Past history has shown that the magnitudes of earth-quakes occurring in the Michigan area have been on the order of V to VI (PN). Ihe intensities of future earthquakes cannot be predicted with any certainty. However, from the data available, it is believed that the maximum creditable earthquake in an 150-mile radius of the site area would be placed at an Intensity VI, which corresponds to a horizontal ground acceleration of.06g. o .-.e

10 4 Amplification Ratio of Glacial Material A study of the amplification effects of the glacial material was performed by Weston Geophysical Engineers, Inc. based on data they collected in the site area. h eir results (see appendix) showed that for the frequency range in which the natural frequency of the plant buildings would exist, the amplification ratio on an assumed free surface of blue-grey clay would be less than 2.0. Due to the high competency of the clay, it would not be expected to significantly amplify seismic tremors being transmitted from the bedrock.- 2e amplification factor on the free surface of the brown surface sand is much greater in magnitude than the blue-grey clay. It would be recommended that this layer be stripped before construction. HYDROLOGY Surface Hydrology h e Midland Plant lies in the southeastern portion of the Tittabawassee River Basin which is 2,l+00 square miles in area (Figure 9). De river flows eastward toward Lake Huron and in the Midland area the slope of the river is one foot per mile. Se average rate of flow measured at the Midland check point for i a 29-year period is 1,519 cubic feet per second (Figure 10). Tne l maximum recorded flow occurred on May 28, 1916 and was 31+,800 CFS while the minimum recorded flow was 111 CFS on August 21, 1949 _2e 2 i highest discharge usually occurs between the months of February and June. I e n.

11 h e average annual rainfall for a 40-year period of the Tittabawassee River Basin in the form of rain, snow, sleet, hail, frost and fog is about 29 inches per year (Figure 11). Fifty-one percent of this precipitation occurs between May and September. The average annual snowfall of the Midland area is 38 inches per year. The deposits of the Tittabawassee River Basin in the Midland area consist of a thin veneer of sand underlain by hard lake clays. Where the sand is thick, the permeability is fair to good. However, this sand is perched on a thick impermeable clay which causes the effective permeability of the sand-clay zone to be very poor. Due to poor natural drainage caused by the lack of good permeability, artificial drainage is used in over one-half of the Tittabawassee River Basin. Most of this artificial drainage is concentrated in the southern and e. astern portions of the Basin of which the site area is a par'.. In Midland County, 90% of the farms had to be artificially drained before the land could be made usable. Runoff is fairly moderate due to the poor permeability, equaling about 30% of the average rainfall (21 year average). he direction of the runoff in the site area is toward the river (Figure 11). 1 In the Midland area the Tittabawassee River has had a history of flooding. Waters reach flood stage (Elev 601) three i out of every five years. Seventy-five percent of the floods occur before May 15th of the year and are primarily caused by rain en snow accompanied by a sudden rise in temperature. However, intense summer rains have also caused flooding. i l l l I

l i 12 Dow Chemical Company personnel have studied the flooding characteristics of the Tittabawassee River in the Midland heir conclusions state that the "100-year rain flood" would area. have an elevation of 618' above sea level. Be "100-year rain flood" is a statistical value of the greatest rain flood that would occur in the ares over an 100-year period. Figure 12 describes the depths of the water that would be expected over the site area due to the "100-year rain flood" and the depths of water of the maximum recorded flood of March 28, 1916. It can be seen that about 15 feet of water would be expected in the site area due to the "100-year rain flood". The proposed raising of the site area 25 feet would avoid flooding by the "100-year rain flood". Subsurface Hydrology 'In the eastern lowland of the Tittabawassee River Basin no normal ground water table exists. The presence of a thick, impermeable clay member (Figure 5 & 6) has produced two hydrological conditions. Rey are: (1) A perched water table in the brown sand member above the thick blue-grey clay section. (2) Several artesian aquifers in the sand and gravel members lying under the blue-grey clay. I I The perched water table is confined in the upper i brown sand which varies from 0 to 142 feet thick in the borings. Several pemeability tests were performed on this member and values varied from 10 to 538 feet per year. The borings and seismic data indicates that the sand is water saturated.

13 Figure 13 is a contour map on the top of the water table in the upper sand as indicated fr a the borings..From the figure it can be seen that the direction of flow of the ground water is toward the river. It will be noted that the data used is of various ages. Howe?er, rsst history hat shown that the water table in the surface sand varies only from two to three feet seasonally. Therefore, the data would seem to be coherent. During periods of flooding, water fr a the river would be charging the sand. The exact effect of this action on the direction of the ground water movement is unknown. However, under such conditions two things would be likely to happen: (1) ground water flow would be to the southeast paralleling the river and (2) ground water flow directly toward the river would be prohibited by the hydrostatic pressure of the river water invading the sand. Bis could cause a temporary static hydrological condition in the upper sand. From Figures 5 and 6 it can be seen that under the thick blue-grey clay member several sand and gravel members exist separated by clay layers. These sand and gravel members are water saturated and under artesian pressure. A pump test was performed on the uppermost artesian zone. Through a five-foot screen set in the lower five feet of the sand, the zone flowed two gallons per minute at a height of 42" above the ground. With a 45-foot bail-down the zone could be pumped at 20 gallons per minute. The direction of flow of these artesian i enes is unknown. However, based on the fact that moraines lie several miles to the east and that two borings (Maness #1 and ARPA water well) recorded different artesian flow conditions, it would appear that the flow is from east to west. 7 g-----

14 Potential ground water supp3y is at,ailable at the site from the sands and gravels beneath the blue-grey clay and from the Saginaw sandstone member of the Saginaw formation (Figures 5 & 6). However, the quality of the water is expected to be poor. W e State Geological Survey has established that the salt water-fresh water interface in the area is about 500 feet above mean sea level. Locally, the elevation of the interface may be higher than 500 feet due to contamination frcm old s&lt wells, coal borings and improperly cased or plug wells.$ A chemical analysis of water from the upper artesian zone e:chibited a high chloride content and it is expected that the water in the aquifers beneath is likewise brackish. Plant Site Considerations If accidental discharge of radioactive material would occur, it would be difficult to imagine any contamination reaching the artesian aquifers beneatn the thick, impermeable blue-grey clay. B erefore, the main consideration would lie in the perched water table in the surface sand. Contamiaation in the perched water table would flow toward the river at a rate of about 500 feet per year and then downstream toward Lake Huron. Under flood conditions the contamination would have easy access to the river. In the vicinity of the site, domestic water wells would not be affected by released radioactive materials, since the ground water flow in the upper sand is from the domestic wells toward the site area. Also, the domestic wells obtain their water from the aquifers beneath the blue-grey clay members.

15 - l 'Ihe effect of flooding on the spread of contamination is difficult to evaluate. Centamination would be spread over the flooded surface but under flood conditions the radioactive materials would be quickly dispersed. Dcanestic water wells in the area should not be affected since their source is benea.th the thick clay member. The recharge area for these aquifers is believed to be the moraines which exist several miles to the east and southeast of the site. The river does come in contact with these moraines about six miles to the southeast near Freeland, Michigan. However, it is believed that the radioactive material would be well dispersed by the time it came in contact with moraines. 4 .e-e -~, e-

16 CONCLUSIONS (1) No geologic conditions have been found which would prohibit the construction of a nuclear plant on the proposed site. (2) No active faults have been recorded in the site area. (3) Only one earthquake epicenter has been recorded in a fifty-mile radius of Midland and its validity is in doubt. (4) The maximum creditable earthquake intensity in the Midland area would be a VI. This would correspond to a ground acceleration of.05 to.078 (5) The proposed raising of the site area 25 feet would avoid flooding. l (6) water released at the surface drains towards the river by means of a perched water table in the site area. (7) Contamination of domestic water wells by surface discharged radioactive materials is not believed possible due to the existing ground water conditions and glacial geology. w y g +r- -N w wr yF T"

17 LITERATURE CITED 1. deWitt, Wallace, " Geology of the Michigan Basin With Reference to Subsurface Disposal of Radioactive Wastes", U.S. Geological Survey, TEI Report 771, 1960, 2. Heck, W. H. and Eppley, R. A., " Earthquake History of the United States", Part I, U.S. Coast and Geodetic Survey, 1958. 3 Hobbs, W. H., " Earthquakes in Michigan", Michigan Geological and Biological Survey Publication #5, 1911. 4 Richter, C. F., " Seismic Regionalization", Bulletin of the Seismological Society of America, Vol 49, No. 2, April 1959 5 " Water Researce Conditions and Uses in the Tittabawassee River Basin", State of Michigan Water Resources Commission,1960. 6. " Water Resource Data for Michigan", Part I Surface Water Records, United States Geological Survey, Water Resources Division. 7. G. P. Wollard, " Areas of Tectonic Activity in the United States as Indicated by Earthquake Epicenters", Transactions of the American Geophysical Union, December 1956.

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FIGURE 8 MODIFIED MERCALLI IFTENSITY SCALE OF 1931 (Abridged) 1. Not felt except by a very few under especi:lly favorable circumstances. (1 Rossi-Forel scale.) 2. Felt only by a few persons at rest, especially on upper floors of buildings. Delicately suspended objects may swing. 3 Felt quite noticeably indoors, especially on upper floors of buildings, but many people do not recognize it as an earthquake. Standing motorcars may rock slightly. Vibration like passing of truck. Duration estimated. (3 Rossi-Forel scale.) 4. During the day feJt indoors by many, outdoors by few. At night some awakened. Dishes, vindows, doors disturbed; valls make creaking sound. Sensation like heavy truck striking building. Standing motorcars rocked noticeably. (4 to 5 Rossi-Forel scale.) 5 Felt by nearly everyone, many awakened. Some dishes, windows, etc. broken; a few instances of cracked plaster, unstable objects overturned. Disturbance of trees, poles, and other tall objects sometimes noticed. Pendulum clocks may stop. (5 to 6 Rossi-Forel scale.)

2 6. Felt by all, many frightened and run outdoors. Some heavy furniture moved; a few instances of fallen plaster or damaged chimneys. Damage slight. (6 to 7 Rossi-Forel scale.) 7 Everybody runs outdoors. Damage negligible in buildings of good design and construction; slight to moderate in well-built ordinary structures; considerable in poorly built or badly designed structures; some chimneys broken. Noticed by persons driving motorcars. (8 Rossi-Forel scale.) 8. Damage slight in specially designed structures; considerable in ordinary substantial buildings with partial collapse; M in poorly built structures. Panel valls thrown out of frame structures. Fall of chimneys, factory stacks, columns, monuments, valls. Heavy furniture overturned. Sand and mud ejected in small amounts. Changes in vell vater, Persens driving motorcars disturbed (8+ to 9-Rossi-Forel scale.) 9 Damage considerable in specially designed structures; vell-designed frame structures thrown out of plumb; great in substantial buildings, with partial collapse. Buildings shifted off foundations. Ground cracked conspicuously. Underground pipes broken. (9+ Rossi-Forel scale.) 4 e, ,.n.

3 10. Some well-built wooden structures destroyed; most masonry and frame structures destroyed with foundations; ground badly cracked. Rails bent. Landslides considerable from river-banks and steep slopes. Shifted sand and mud. Water splashed (slopped) over banks. (10 Rossi-Forel scale.)

11. Few, if any, (masonry) structures remain standing. Bridges destroyed. Broad fissures in ground. Underground pipe-lines completely out of service. Earth slumps and land slips in soft ground. Rails bent greatly.

12. Damage total. Waves seen on ground surfaces. Lines of sight and level distorted. Objects thrown upward into air. Modified Mercalli Intensity Scale of 1931. Harry O. Wood and Frank Neumann, Bulletin of the Seismological Society of America, vol. 21, No. h, December 1931.

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s s N FIGURE 12 Depth of Flood Waters in Feet "100-Year Rain n oot" - I nov 618' -] s / ---Maximan Flood Rooorded ( \\ ,\\ since 1907 - E nv 9 0' g \\ Scale 1" = 1000' / g gl } D r NN o D G %o t / Is % \\ 's N f Cs N, y f" ). lO 2O s lmp r 'd /p y \\ (/ {} t]m / 1 ~ss ig /,. m '/ ~ \\ \\ ( 7 j Proposed Plant / L****I** \\ f g / / I t s \\ 'N N \\ $h \\ \\o O 'N \\ M \\ \\.e s \\\\\\ \\ \\\\ M N \\ ) \\ N s \\ \\ s O \\ \\ l \\ - Existing Creeks s \\ I 3

l THE DOW CHEMICAL C O M PANY MIDLAN D DOWISION MIDLAN D. MICMIGAN February 9, 1968 Consumers Power Co. 212 West Michigan Ave. Jackson, Michigan 49201 Attn: Alan Stevens, Geology Dept. NUCLEAR POWER PLANT SITE MIDLAND COUNTY On Jan. 31 you and Mr. Bob Barber met with Dow representa-tives, R. C. Hultin, C. W. Querio & J. R. Burroughs, to discuss the location or site for the proposed nuclear power plant at Midland. The area of interest includes Sec. 27, 28, 33 & 34 of Midland Twp., Midland County. T14N - R2E. We agreed to provide you with information and data which would be of value in evaluating this area for the plant location. Natural brine is pumped from and injected back into the Sylvania Sandstone. By this means pressure is maintained at the relativel." constant level of approx.1200' from the surface. Solution mining of salt is conducted in Section 28. The salt mined is in the Detroit River section of the Devonian formation and occurs as thin bedded layers located between 4100 & 4300' deep. Surface elevations have been taken of the salt field area since 1958. Within +he limits of surveying and bench mark accuracy no change in elevations have been observed. A cmall volume (20 to 30 gpm) of potable fresh water is pumped from 3 to 4 wells in this area. No pressure decline is apparent and no attempt has been made to determine the movement of water in the small aquifers which we believe are not continuous. The following material has been compiled and we understand you will pick it up in person on Monday, Feb. 12. /I. Aerial map of area which includes well locations. /2. Report on glacial drift and potential ground water resources at Midland, Michigan.

Nuclear Power Plant Site - Midland County /3 Detection of buried bed rock valleys by the gravity method. v4 Earth resistivity survey for subsurface soil investigation. J. Soil test report. 6. Data on fresh water wells in area. .<7. Geological sample logs of brine, salt and disposal wells in this area. '8. Map of salt well area with elevation data. d. Tittsbawassee River gradient for different flood stages. do. Maps showing pipe line locations & soil descriptions. 1. Hydrograph or river flow history. Available from U.S.O.S. in Lansing. - 12. 50 & 100 year flood contours. We hope the above infomation will aid you in evaluating the proposed plant site. If we can be of further assistance feel free to contact us. Yours truly, ed R. C. Hultin Section Manager Wells & Gas Fields cc: J. R. Burroughs, Power, 500 Blds. R. E. Reinker, Manager, Basic Operations, 256 Bldg. J. N. O'Connor, Legal, 2030 Bldg. R. J. Bennett, Legal, 2030 Bldg. gervcb 2-f2 Af D

a SEISMIC MEASUREMENTS AND OVERBURDEN AMPLIFICATION CURVES MIDLAND NUCLEAR POWER PLANT MIDIAND, MICHIGAN prepared for CONSUMERS POWER COMPANY ~ by WESTON GEOPHYSICAL ENGINEERS, INC. WESTON, MASSACHUSETIS l l l l e l

WESTON GEOPHYSICAL ENGINEERS, INC. POST OFFICF, BOX 306 WzsTON. MASSACHUSETTS 02193 un con, March 21,1968 s Consumers Power Company 212 West Michigan Avenue Jackson, Michigan Gentlemen: This report is a formal, complete presentation of the seismic investigat ton and amplitude ratio conducted in accordance with your Purchase ( rder Number 11351 issued March 11, 1968. Preliminary data on this study was reviewed with Mr. A. Stevens in our office on March 20, 1968. Sincerely, WESTON GEOPHYSICAL ENGINEERS, INC. If th' ff Richard J. Holt RJH:Jh i i l

1 s SEISMIC MEASUREMENTS AND OVERBURDEN AMPLIFICATION CURVES MIDIAND NUCLEAR POWER PIANT MIDLAND, MICHIGAN WESTON GEOPHYSICAL ENGINEERS, INC. WESTON, MASSACHUSETTS i l

SEISMIC MEASUREMENTS AND OVERBURDEN AMPLIEICATION CURVES MIDLAND, MICHIGAN INTRODUCTION A seismic field investigation program took place at the proposed Midland Nuclear Power Plant Site, Midland, Michigan, during the period March 5 - 16, 1968. This investigation consisted of seismic refraction measurements and in-place determinations of elastic constants based on the velocity values of "P" waves and "S" waves. A boring program had detected an extremely dense clay layer existing at shallow depths and extending to over 150 feet below ground surface. Borings in adjacent areas have established the depth to rock at over 300 feet below ground surface. PURPOSE The prieary objectives of this seismic investigation program were as follows: to determine the average depth to rock throughout the plant site and to measure seismic velocities of longitudinal (P) and Shear (S) waves for overburden materials and bedrock. In order to mhke reliable measurements of shear wave velocities, field operations were' conducted in sevaral directions on the surface of the ground, in boreholes, and by cross-hole measuring techniques.

._ RESULTS Seismic Survey Results On the profile sections which accompany this report, we have indicated the velocity discontinuities and the low velocity contrast between the upper layer whose velocity is 5,200 ft./sec. and the under-fing layer of 6,100 ft./sec. Is difficult in some instances to accurately delineate without extensive field work. The bedrock velocity is a relatively high value and bedrock) is readily distinguished from the overlying overburden materials. Shear Wave and Elastic Moduli Measurements Although measurements of shear wave velocity values and elastic moduli values were made principally in the vicinity of Borehole 11, ad-ditional data was obtained in different positions along the surface of the ground. in other individual boreholes as well as from cross-hole shooting. Values for the unit weights of the various matedals were obtained from the Michigan Drilling Company. These values were used with the seismic velocity values to prepare the following summary of velocity and elastic moduli data:

a) Overburden material existing from ground surface to approximately 50 feet deep: Longitudinal (P) wave velocity = 5,200 ft./sec. Shear (S) wave velocity = 850 ft./sec. Poisson's Ratio =.49 Young's Modulus E) = 5.09 x 10 psi Shear (rigidity) Modulus (G) = 1.71 x 104 psi. Density = 110 lbs./ft. b) Overburden materials from approximately 50 feet below ground surface to approximately 140 feet below ground surface: Longitudinal (P) nave velocity = 6,100 ft./sec. Shear (S) wave velocity = 2,300 ft./sec. Poisson's Ratio =.42 Young's Modulus $) = 4.37 x 105 p,g, Shear (rigidity) Modulus (G) = 1.54 x 105 p,g, Density = 135 lbs./ft.3 c) Overburden materials extending from approximately 140 feet below ground surface to bedrock (approx-imately 340 feet below ground surface): Longitudinal (P) wave velocity = 6,100ft./sec. Shear (S) wave velocity = 3,000 ft./sec. Poisson's Ratio =.34 Young's Modulus E) = 7.03 x 105 p,g, Shear (rigidity) Mudulus (G) = 2.62 x 10 psi. Density = 135 lbs./ft.3 d) Bedrock: Longitudinal (P) wave velocity = 10,000 ft./sec. Shear (S) wave velocity = 5,000 ft./sec. Poisson's Ratio =.33 Young's Modulus $) = 2.16 x 106 p,1, Shear (rigidity) Modulus (G) = 8.09 x 105 psi. CONCLUSIONS Comparing the depth to rock and the delineation of dense clay layer from the looser materials overlying the clay and materials between the clay and bedrock surface, the seismic profile data generally is in good agreement with boring logs.

Relatively high velocity values and elastic moduli values were determined for all overburden materials except for the thin surface layer consisting of sands whose "P" wave velocity is 5,200 ft./sec. and "S" velocity is 850 ft./sec.

AMPLIFICATION RATIO The amplification curves shown in Figures 1 and 2 were computed based on seismic field measurements. The amplification ratio shown on the vertical axis of Figure 1 Indicates the amplitude of the seismic wave that w.ould be measured at the surface of the blue clay compared to the amplitude of the same incident energy recorded on an (assumed) exposed surface of the bd-rock material. Effectively, this ratio compares the existing conditions to the case where the overburden has been stripped from the bedrock. The amplitude ratio in Figure 2 is for the case of unconsolidated sand material (shear velocity of 850 ft./sec.) exposed at the surface and overlyinc the blue clay. The computation procedure takes into account reflection end refraction of seismic energy within a particular stratum as well as out-side it. The computations were accomplished on an IBM 360-70 Computer. F

' Tne measured parameters used as input data were de'nsity, shear velocity, compressional velocity, thickness and an assumed dampin,g value (viscosity) of the earth materials involved. The seismic data indicates a very competent overburden mat-erial from the rock surface up to the top of the blue clay which has a shear or transverse velocity of 2,300 ft./sec. This competency is reflected in the amplification curves, Figure 1, which shows an amplification of seismic motion generally less than twice the motion at a free rock surface. It is also evident that the motion on the surface of the unconsol-idated sand material which has a shear velocity of 850 ft./sec. is considerably more than a free surface on the blue clay. i 1 t ,~

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i 'dF4 44 1e#tg 9/g t-ll % 3B lies i ec s !r 11 o 15 k 18 3C g l%, i MILLER RD. 5 ll /3A aA 6a IJ y SCALE $ 4 O 1000 2000 FT. VI i _i i STEWART RO. SEtSuic Suavtv MlOLAND NUCLEAR power PLANT MictA.NO, MICHIGAN for CONSUMERS POWER COMPANY by WESTON GEOPHYSIC A.L ENGIN EEA.S, INC.

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Geologie Log of Maness Bedrock Test #1 Midland Nuclear Plant Site February 29, 1968 From Samples and Dr111er's Log Elevation of Hole - 605 44 GL Drilling Type Material Depth Elev. Thickness Organic matter and topsoil 0-14" 605.4 14" Med to fine grained, red to bra streaked quartz sand with streaks of organic matter; drilled about 1 min /ft 14"-41' 604 41' Gray-blue clay, very courpact, quite sticky, minor silt con-tent, occasional pebbles; drilled 2 min /ft 42'-108' 563 66' Sandy blue-gray clay approaching an argillaceous sand, occasional pebbles; drilled 1-1/2 min /ft 108'-165' 497 57' White quartz sand 165'-167' 440 2' Blue-gray clay, occasional pebbles 167'-170' 438 3' Quartz sand 170'-171' 435 l' Blue-gray clay 171'-172' 434 l' Sand 172'-172 5' 433 0 6" Blue-gray clay 172 5'-176' 432 5 3 5' Very compact, hard blue clay 176'-177' 429 l' Compact, hard, fine grained sand 177'-182' 428 5' i. T ,,,w, - vc

2 Drilling Type Material Depth Elev. Thickness Very fine grained quartz sand, fairly well compacted but not so much so as previous sand; minor clay content - probably make suitable water zone 182'-207' 423 25' Brown-gray gumbo clay very sticky, drilled 6 min /,ft 207'-212' 398 5' Erown-gray sandy clay; more like a sand than a clay; silt sized sand - quartzose - high clay content 212'-223' 393 11' Very soft, very fine grained brown quartz sand, easily drilled, good water Sand, silt sized sand grains; begin to get occasional pebbles of pea gravel size as you go deeper intothesand; drilled 20sec/ft 223'-246' 382 23' Pea gravel and sand 246'-247' 359 l' Soft, very fine grained brown water sand, easily drilled; drilled 20 sec/ft, hard streak between 263'-265', gravel con-tent becomes greaten the deeper into the sand one goes; gravel varies in size from 1/16" to 1/4" diameter; this zone is taking drilling fluid, must be very porous and pemeable 247'-275' 358 28' Pea gravel and sand, excellent for water zone, also taking drilling /16"to1/4",apparently fluid, grain size of gravel 1 unsorted; minor clay content 275'-304' 330 29' Medium sized gravel particles size from 1/8" to 1/2" diameter, unsorted 304'-305' 301 l' .___m._

3 Drilling Type Material Depth Elev. Thickness Very compact medium grained gravel with sand, difficult to drill; drilled 5 min /ft 305'-306' 300 l' Gravel and sand, easily drilled most likely water bearing 306'-309' 299 3' Medium to coarse gravel - size varied from 1/8" to 1/2" diam-eter and larger; very difficult to drill, find occasional thin sand layer; drilled 15 min /ft 309'-315' 296 6' Hard compact sand with clay seams 315'-319' 290 4' Very compact clay, very diffi-cult to drill, brn in color 319'-322' 286 3' Porous sand, very soft, medium grained quartz and with pea gravel; get coarse gravel streaks in places; drilled 30sec/ftverygravellynear base 322'-357' 283 35' Bedrock - black-gray shale 357'-418' 248 61' Pennsylvanian Saginav Formation Core 363'-360' Description 363'-365' competent black-gray micaceous shale with stringers of silt sized white quartz sand 1/16" to 1/8" thick; laminated ap-pearance 365'-366' Very soft shale or clay, inecmpetent, black-gray in color 366'-367 5' competent black-gray micaceous shale with stringers of silt sizedwhitequartzsand1/16"to1/8" thick;laminatedap-pearance 367 5'-368' Very soft black-gray shale or hard clay, incompetent c

= k Drilling Type Material Depth Elev. Thickness Gray shaley sandstone, very fine grained, easily drilled, probably a good water cand ("Saginav Sand") kl8'- 187 lk' TD in Saginav Sand at k32 root depth, elev 173' above sea level. AHS sep AHS 3/7 68 I l l I 9

WATER WELL ARPA Project 655 Building Well Drilled By: H. Nelson, Cont, Mt. Pleasant, Michigan Log: Surface to 11 Feet Fill Sand and Clay 12 Feet to 165 Feet Clay 165 Feet to 175 TD sandy Clay Total Depth 175 Feet Set 170 feet 4-1/2"ODgalvanizedcasing 7-foot #10 Slot Johnson Screen with 5 feet exposed. Three feet of 3 inch galvanized pipe on top of screen with lead packer. Well flowed 8 GIN at surface. Will produce 15 GPM with 5 feet draw down. Will set pump about 40 feet down hole. 1 e,- ,--o" ~

MICHIGAN DRILLING CO. FILE NO. 56-341 SOILS EXPLORATIN Proposed No. 9 Dow Plant

Midland, Michigan THei DW1 JHEMICAL COMPANY Midland, Michigan 1

l i i October 19,1966 3Y MICifIGAN DRILLING CCf.?/J. ' 13911 Frairi2 Avenue Detroit 38, Michigan i i l

V ....... " '......MICHIGAN DRILL 1NG CO. p b c....u...m .=c. m.' 13911 PR AIRIE AVENUE D E TR oli 3 8, M I C H I G A N WEBSTER 3 8717 Job No. 56-341 The Dow Chemical Company c/o Engineerinj Department Midland, Michigan Oc tober 19,1956 Attention: Mr. Kenneth Dice

Subject:

Soils Exploration Proposed No. 9 Pond Gentlemen: In accordance with the authorization contained in your Purchase Jrder No. 50651-X-FAE we nave made a a soils exploration on the site of the abave referenced project. This consisted of twenty-four (24) soil test oorings which were drilled to depths ranging from fif teen to fif ty-two feet (15' to 528) below the existing ground surface. The results of this investigation,together with our recommendations are to be found in tr.a accompanying report. Soil samples will be delivered to your office within a week or so. Very truly yours, MICHIGAN GaILLIA JJ4PANY JNHT/p J.N.Hargrave-Thomas ...c m..... .m. ..m..m...........,..,,.. e

Consistency. The resistance of the soil to rapid distortion is measured by dropping a 1-5/8-inch diameter ball from a height of 12 inches onto the flat surface of a firmly supported sample. The diam-eter of the resulting impression, measured in inches, is called the extremely "consistencya, and is interpreted in terms varying from n soft" to "hard" in accordance with the usual notation. The results of these tests are found on the logs. Shear. The resistance of the soil to slowly increasing shearing stress is measured by placing the sample encased in a three-section tube on a cradle mounted on a plattom scale. The middle unsupported tube section is sheared away from the two end sections at right angles by a transverse load applied in increments. The shearing strength is measured as the ultimate or maxi =um stress thet caused failure. The ultimate bearing capacity of footings without surcharge at complete failure of the soil in shear for an ideall.y plastic soil is apprmhtely five times the shearing resistance. Using a factor of safety of two against ultimate failure, the bearing capacity is then about2)timesthisshearingresistance. For soft soils, the factor of safety should be even larger, for the strain that accompanies stress and the vertical displacement that accompanies the loading of the foot-ing is disproportionately great. (For soft or weak soils, the factor of safety should be larger in order to maintain tolerable settlements.) The recommended bearing capacities are given in the last section of the report. I, m-

Moisture Content. A portion of each sample is weighed, even-dried and re-weighed to obtain the moisture content, which is the loss in weight during drying expressed as a percentage of the oven dry weight of the soil sample. This data is helpful in distinguishing between different soil layers and in interpreting other data. Composition. The percentage composition of coarse and fine sand in the soil sample is obtained by sieving. The percentages of silt and clay are determined by measuring the density of a suspension of soil dispersed in water. Readings are taken after a definite successive interval of time when the sand and when the silt have settled out of suspension in accordance with Stoke s Law. These are supplementary s tests perfomed mainly for identification of soil types and as a check on the types r'eported in the driller's field log. Unconfined Compression Test. The unconfined compression test measures the ultimate compressive resistance of the soil. It is per-formed by compressing a cylinder of undisturbed soil (1-3/8" diam. x 3a high) in a compression testing machine at the rate of approz-imately 1/10 inch per minute and weighing the load induced. A load deflection curve is plotted and the ultimate strength is taken at a pronounced failure or at 20 percent deformation (.6") if the sample fails by general squeezing. The ultimate shearing strength is computed on the basis of the original cross section area as one-half the ultimate compressive strength of the sample, in accordance with principles of mechanics. A factor of safety of 2 to 4 should be applied to this value for engineering computations of bearing capacity, lateral' pressure and stability. For ordinary conditions, where some settlement is tolerable, a factor of safety of 3 may be used against ultimate quick failure.. ..._m._..

MICHIGAN DRILLING CO. FILE NO. 56-341 LOCATION OF SITE & BORINGS: The site of the proposed No. 9 Pond, on which this soils exploration has been made, lies on the south side of the Tittabawassee River, west of U.S.10, in Midland, Michigan. Twenty-four (24) soil test borings have been made in the locations directed by you on the site plan provided, and marked in the field by your survey crews. These borings are numbered 329 through 355 with the exception of Boring No.'s 348,349 and 352. The borings were drilled to depths ranging from fif teen feet (1580) to fif ty-two feet (S2') below the exist-ing ground surface. GENERAL SCHL STRUCTURE: There is no typical soil profile to be found upon this site, but generally the soils consist of various strata of clay, pockets of sand in places. In Boring No.'s 329,351 and 355 the soils are predominantly granular materials which extended from the ground surface to and beyond the full depth of each boring.In Boring No. 329 the granular soils extended to a depth of at least fif ty-two feet ($28). In this boring the deep sand is extremely compact and consists of a fine grey material.Above a depth of sixteen feet (168) there are various layers of sand which contain enough clay to cause them to mold. In Boring No. 330 the upper soils consisted of very stiff to extremely stif t clays but a bed of extremely compact medium to coarse grey sand was found at a depth of seventeen f eet (17'). This extended to at least a depth of twenty feet (20'). .,, ~

MICHIGAN DRILLING CO. FILE NO. In Eoring No.'s 351 and 355 the soils consisted of medium compact to compact light brown sand extending to depths of approximately twenty feet (208) below which there was extremely compact brown or grey sand. These soils extended to depths of at least twenty-five f eet (258 ). In all other borings except doring No.:s 335,337, 340,342,345.346,347 and 350, pockets of sand were found in the clay strata. These layers of sand were varied from a few inches to more than six f eet (6 ) in tnickness.In places a mixture of clay and sand was found, while in other places the sand consistec of medium to fine grained materials. In Boring No.'s 332,341,344,353 and 354 the sand or sandy material was found immediately belcw the top soil and generally these granular mixtures did not extend more than a f ew feet. Detailed soil descriptions are to be f ound on the accompanying logs of soil borinss, and a general soil profile is to be founu at the end of tnis report. uGJhD hMIEh: Ground water was tound in all borings except Boring ho.'s 337,339,340,341,342,344,345,346,347,350,353 and 354 Where the water was found.it lay at deptns ranging from six inches (6") in Boring ho. 336 to nineteen feet (198) in Boring No. 351. Generally, the volume of water was heavy, but in boring No. 332 and 336 it was recorded as being mecium. In many Dorings, the elevation of the water indicates tha t it is not a true ground water table but is rather a local pocket of water contained in the porous sands. i who

l MICHIGAN DRILLING CO. FILE NO. SOIL TESTS. Perietration resistance tests made during sampling show tt at generally the soils on this site have high strengths. A tabulation of these results is appended, and this shows that most of the soils required more than twenty (20) blows of a one huncred and forty pound (140 lb.) drop hammer to drive a standard sampling spoon a distance of twelve inches (12"). Slight weaknesses were found in Boring No.'s 329,331 332,333,339,351 and 355, where the upper strata of soils required from seven (7) to twelve (12) blows in the penetration tests. In Boring No.t s 333,334 and 338, s tra ta of alluvium were encountered which caused the penetration values at depths of seven to ten feet (7' to 10') to decrease to a range of one (1) to three and one-nalf (36) blows. bndisturbed samples of the clay strata, or the sand and clay materials showed high strengths when subjected to laboratory ring shear and unconfined compression shear tests. Many of these samples however, were extremely brittle in cnaractor and f ailed rapidly when subjected to snearing stresses. Some of the samples of blue clay contained a high percentage of sand and pebbles which caused them to fail at an early stage in the uncontined compression tests. Many of 1 i the samples howed a shear strengtn in excess of twelve thou-I sand.six hundred pounds (12,600 lbs.) per square foot, which was the maximum range of the proving ring assembly on the testing machine..

l MICHIGAN DRILLING CO. FILE NO. Detailed soil test results are to be found on the accompanying logs of soil borings. RECOMMENDATIONF,3 We understand that sheet piling is to be driven along the perimeter of this site, and that it is desired to drive this sheeting into strata of impervious material. The only area along the perimeter which shows exten-sive or deep beds of granular soils is in the northwest por-tion where Boring No.'s 329,330,331,351 and 355 are located. In the area of these borings the sand material extends to depths ranging from twenty-five to fif ty-two f eet (25 toS28), or it is found in pockets below an upper layer of impervious clay. In order to obtain an effective seal against seep-age of liquids from the interior of the pond area, the sheeting should be driven into the strata of impervious clay, We do not believe that the thin layer of sand found in Boring No. 333 will cause any difficulty as it is believed that this is a local pocket of sand. In most of the other borings, the impervious clay lies at depths of not more than ten f eet (10'), and therefore sheeting driven to a maximum depth of thirteen f eet (13') below the present ground surf ace will provide an adequate seal. Penetration resistance tests and shear test results indicate that extremely high resistances taill be encountered when driving the sheeting. In the extremely stif f clays or the layers of cemented sands, the frictional resistance will increase with greater depth, and care should be taken during the driving of this sheeting to insure the.t it is not deformed when __

MICHIGAN oRILLING CO. FILE NO. 56-341 these hard stzata are penetrated. If near refusai is encounterd at any time, we suggest that further attempts to drive the sheeting be abandoned. Fost of the granular soils en this site are medium to fine in texture, and where they are very compact to extreme-ly compact, their porosity is such that the passage of water or liquids through them will be extremely slow. If there is any tendency for seepage to take place, we do not consider that the volume would be objectionable. 9 8-m. --5. .y. 9----- > - - = w

MICHIGAN DRILLING COMPANY ~429 i o41 m9v LOG OF SolL BORING sonino no suarAes st.sv. 78.5 The Dow Chemical Company Joemo'6 v1 P w ser 11I0" enouwe war:R TAM e S1te aTa mm

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MICHIGAN DRILLING COMPANY lu-4-56 LOG OF SOIL BORINr; 331 on. sunrae sury. 71.9 so,u.56-341 ,,u,,, m on,.csm,e,, c_ ny enoumo wayan va-3'6" Site *Ta seca m Midland. Michioan

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J MICHIGAN DRILLING COMPANY ~ 333 oar 10 7 % LOG. OF SolL BORING somewe, SURFACE E4.sv. 69.4 ~ Joe No.66-341 passesyThe nm cha,4em1. in ni-' enoumowAramTA= 12'0" ard I.'.t c h iq u n -l 1

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J MICHIGAN DRILLING COMPANY o m 1c-9-56 LOG OF SolL BORING 334 soni sunrAcs ansv. <-) a $6-341 m m The Dow Chemical Company ,o, % 7,t. LacAra Si+c "T" e.W. m m,Heevy L!I e81 a nd. utehlgan l s E! I 35 l {ll*l*a, soet assememon l .If f. g Sof t moist s'wamp' ottom material b g heavy vegeta, tion Sof t wet swampbottom material 334 4 A., f 2 16 95 17 d7S 7 b Sof t moist smooth beriegated clay .N, 8 b.g+.I 33.: 3 l' 18 _m.gg Very sof t mois t seampbottom material ,g large amou4t of vWgetation 334 C 10 d 10 .g.. g. - S11gntly compact moist fine grey sanil 4 4\\- li \\- Aeafht amount o.f c1 y arse grey san um compact oist a 2 and gravel s -14. Extremely t,tif f moist lalue clay, I nigh sand and pebble content 39 .60 11 4025 0350 134 b 18. 334 ii E 4 6b .50 0 7250 12600 22. i X l .Ja. --,---,n ,.--.-a nv.,. -.-e

MICHIGAN DRILLING COMPANY o.rc_in-6-so LOG OF SolL BORING m suarAcastav. AR.1 00-341 The Dew Chemical Companv Pauuect Joe No encumo warrn TABLE O'b" Site "T" s.aca m e.W.votu - Heavv Midland. Michiaan 1s O 5 a ly l 1l

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r MICHIGAN DRILLING COMPANY LOG OF SCIL BORING on.10-e4- % somme N. m Joe No.'.4-341 The Dow Chemical Company MECT omoWNO WATER TABL' 8 ' O " LocAT"= Eit' "I" e,w, m Medium Midland. Michican I Iln i 1 i it !!c l el li.:l,, $ g g {j j l l soit oseca m h, ,g g g s s st L !g i! 8 5 3 - 6" Firra mois t topsoil /f Stiff moist brown clay, sand & pebbles ~ 336 A L. Extremely stiff moJat brown clay.nigh 33.55 12 1065C 4775 sand and pebble content. A , Extrernely stiff moist brown clay.high 336 B sand & pebbic content, oxidized 62.50 10 7750 10850 A-I st oaks Exkremely coepact wet fine grey sand $kNemelycompactmoistcoarsegrey 330 C 85 4 sand, slight amount of clay 14 1L l Extremely stiff moist blue clay, high A sand and pebble content 336 3 92 .35 10 6650 12600 1L g. ~ A i

MICHIGAN DRILLING COMPANY on.10-L-56 l.OG OF SOIL BORING .ine w.237 sunPAce stav. 77.0 aos No.$6-341 %,cyThe Dow Cnemical Company enouwo waren vant. Dane Locae S i te "T" 141dland,141chigan 8.W.vesuu-ll l l l-lll;a-llll*.lhla lI g ! c' '~ Firm mois L topcoil f[*,[f ~ S tiH moh t bran clay sand and peb-L, bles, lenses of sand and silt [.T[ 337 i _A. Very stiff moist brown clay, sand and 22 40 12 102J012600 pebbles, lenses of sand and silt JL. 337 1. Extremely. stiff seest brown clay, 73.% 8 22 % SMO A., sand and pebbles, oxidized streaks [ 33/ C ./ Extremely stiff moiat brown clay, /e send and pebbles 1L s Extremely stiff moist mixed blue and

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m 1 MICHIGAN DBIT.IING COMPANY t.-r-56 LOG OP' Soll BORING sonine u. 2'ri on, suarace stav. 71.1 JOB No :.e-341 paoamer The Dow Chemical Come.1ny onouno wayan ya.t, P:.mc S ito "T = mm e.w.vosuu, Midlande Michigan I i it f. l 2I fg g f!g I con. ossemenON 45 5 3 fe.. E. 3 l I .!4 5 8 o I o cyf Firm moist topsoil, heavy vegetation /t

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MICHIGAN DRIIIDIG COMPANY ou,10.Ii_*6 LOG OF SOIL. BORING sonin no 34o seewoM341 mua The Dow Chemical Cocoany Site "Ta onouwo warum vaa a*une Loca m Midland. Michigan .s.w.votuu-Zl I i It I"i

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MICHIGA'N DRILLING COMPANY on. b _11-56 LOG OF SolL BORING eonineu. 1:1 ht-3dl sunrAct sogy,77.1 Josuc PaoJacy The Dow Chemical Comoany Site aTa enouMD WATEM TAgte NGnc Loca e s.W.VOLuwe MiciaM. Michicar, Si e i ie ig!!e i. I ll.1I. .i 1

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MICHIGAN DRILLING COMPANY o.n 10-11-56 Loo or soit soRING .iwa n. v1 % -343 sumerAes stav.80.3 ,o, % %,a The Do_w Chemical Company en@UNO WAMR M= *b' b* LocAe S ite "T" , Heavy Midland. Michi2an 'I I ll .E l I.i.!!!;; l l l I I o" Firm acis,t topsoil.neavy vegeta tic i ~ S tif f noist sandy brown clay .i':.i.'.: Very compact meist medium to coarse ),}[..t.*: 7 brown sand, slight amount of clay 20.60 '13 343 A A- .. :H:.

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._2 345 %._a_3= Extremely stif f mois t mixed blue and 32.50 6210 N25 , brown clay, high sand and pebtsle ~ content 345 b 30.60 5250 12600 u% Extremel stiff moist blue clay. sand and pebtfed lenses of ss.td and silt 1-p*., . ~%oxidized streaks i 340 0 _10 a't ri 20 .60 65180 12600 2 Extremely stif f. oint blue clay. sand and pebblec lensos of sand and silt 1A. '.j); i 34S D ,\\. 26 .60 63C] 7750 ~10- [ .2Q. I i i 3A-AQ-l

MICHIGAN DRILLING COMPANY In in "E LOG OF SOIL BORING . sac oar-so a. %-341 encaser The Bsw Cnamical coenany enouwa wA m v4= 6 u 5ito "7a LocA &

e. w. mun faldla nd.141chigan l

0 5 Et I i it: I s ll3.,.!f .I l,, .I, 23 -l 31 5 l:lo [g! eg e 2 sat ossemiemm 8 5 I r year-6" Firm maict topsoll.neavy vegetc:ior, 2 +, ' j Very stif f meist mined Lit.e and brown . y c14y: 6Lgh sand and pcbble content

! ' t

/. A. N Extre.T.ely s tif f mois t blue cla y, r.19h S4.60 10 wvu 132,6 . sand ane pebele content a _a ' A;. 8s@ Extremely stif f c.als t blue cl.iy..and 27.65 12 747, 230 34s g_ ja' ano petLics lenset, of silt s b'k u d '7Mk{h' Very stlff.aoict blue clay, sand and 23.55 11 8100 's3 %

3. S

,\\ t pebbles lesnse of silt \\ \\ \\ 343 J h Very stif f meist blue clay. sand and 20 .SS 9 4325 3175 i g g pebbles, lenses of sitl s l 2d.

MICHIGAN DRILLING COMPANY ~ o n. ' -:1-56 LOG OF SolL BORING sonine u. 247 sunrAcz stav. r,'1.2 Tne Dow C :enical Cc..:.oa ny ,,,,. 3 : t .,g n, L8CA " site ~

e. w. vowas-fald la nd..'11 c hin a n r-t

!.i l.l ! -; I i i, in 5 T. l:ill1 s m o..c-io 8 I l

1. d s, 1

-a. . o WW l'3 Firn moist topsoil. heavy vegetat ion {/*J.' ' Stiff moist brcwn clay.cand and p r'- 2 / pebbles J.:7 A A y'~ Extremely stiff moist brown clay. sand 27.L0 13 6600 B750 / and petbles, cxidized streaks Extremelv stiff moist blue clay sand h@Dsl and. pebbles, streaks of sand 26.55 23 9800 12600 3.;7 i; 5,. Extremely stif f moist blue clay.cand 1-6 g\\ and pebbles 37 A \\ Very stif f moist blue clay, sand and iL pebbles ~ 1A. 347 7 Very stif f moist blue clay, sand and 22.% 13 2900 4125 pebbles 1 M e 3L l 1 k

MICHIGAN DRILLING COMPANY ir-)."A LOG OF SOIL BORING eenm. n. 250 OAT-eunrAct stav.11.0 Joe No. u -341 mec7 The Dow Cnemical Company SMOUNO WATER TAP = I;F 00 3 m7e S. W. WOLusse l'.4 r81 A n-4 _ '2 8 e h i r a n i !g 1:gll?;r,il <j< I 8 I

i L

...e.m. s l l, l { u, I, .s i [ 6 e u s. =-* 6" Firm moist topsoli 6xtremely stiff moist browr clay, high sand and pebble content. Icoses of i 3S0 A A_ sand and silt 36.50 13 202S a . 50 E Extremely stiff moist smooth blue clay 26.S5 11 4625 5100 _m lenses of silt t 350 C 10 syn 32.70 12 3650 2725 \\s sN ] gg.ss Extremely stiff moist smooth blue clay g \\s lenses of silt \\ M \\\\\\ \\ g [x3 24.70 12 5877 3840 350 0 Very stif f moist smooth blue clay, s g \\\\g s slight amount of silt Y\\g la. V 2n. ,.22. 24. e 31. aa. 2Q. 33. 24. aa. i l aa. - ~ ~

t MICHIGAN DRILLING COMPANY 10-9-56 LOG OF SOIL BORING sonine u.. v' cu, sunrAct ELav. ## * *3 som No %-341 macy The Dew c n, ieal cn cana, OnOUNO W ATE. TABL= 1 3 ' d " 3 i g. n7

• NM" " U d

Midland,t.*ichigan '. i n i i r 1e

: e

..li g !.! ! ! ; ; ii i i

i. t. j ! g

" ' * " * " - ~ i -- -ww S" Firm moist topsoil.neavy vegetation Medium compact moist fine reddisn ,g. brown sand M A A-7 13 ',.,.. 1;tggum compact moist fine light brown

e. i, c, Compact moist fine light brown sacd

-.i; A-39i a s 1

1....

t :. : *. Compact moist fine light brown sand. ~ - n- .Y: streaks of clay Very compact moist fir.c light brown le 1.; 31.1 e _1gl. ;.,(.. : ;g:- f -lf.;,. sand

12. 3,i;q 1,.'..

c.. :. /.; Extremely compact moist fine brown ,4.l.f,[.I.T .~f t. i sand it %'1 D jj'.ls'{!- i r*J 76 3 . ?..'.V9 s,. Extremely compact moist fine grey i i,.[.f,j,$.i' sand _la-t. ..,~. D 351 E

30.. '

5.' ; ; 5 95 10 ~

,S.f,f,',.

..jf, / Extremely compact wet fine grey scnd

24. - ij j'E, 3S1 F

RE 10 ~ X

l MICHIGAN DRILLING COMPANY I f'-6 'st o.r-LOG Olr SOIL BORING 353 .onine n. s w acastay 90.1 CC-3'I The Dow Cnenical Comoany ses no pocascrz enouwo waren vae J1one mm ' Site =;a

8. w. votu=-

!'i a 1 a na. '.*! c - t m n "'I i I E i I !r !!c gi. ij. i gIs!!!: es.[ j

i u

I

s i

a .a h,"g[(({iEP,is t topsoil slignt amount oi A .). ' '. '; '. Campac t noi:,t fine reddish brown sand ,.i. *a l *.* E3 A Extremely stif f moist brown clay, 32 .73 13 3750 12600 sand and pebbles, oxidized streaks ._a_ 332 8 Extremely stiff moist blue clay. sand 85 .60 11 4470 3450 A-and pebbles _b. Extremely stiff moist blue clay, high 353 L 93 .50 10 2125 12600 sand and pebble content 12. 2 Extrecely stiff moist blue clay, high 353 3 sand and pebble contest LO6 .35 8 5903 1950 E 21.

MICHIGAN DRItuMG COMPANY N-7-56 LOG OF SolL BORING eomu u. m o.,, sunrAct ELav.00 = L_ 'b " The Dow Chemical Comoany r;gne Joe No PROJECT SROuhD WATEM TAgLe gg g ea

e. w. voouns-Midl a rid. Michican i

I i

e it

: t c:

llll= r I s l !I =! e R' t soet orecamvion =g{ !=J s a t E 3

i. Ie a e i d a 3

1 = f[ 'f Nhi9tgggst tp soil.slignt amount of Very stiff moist sandy brown clay ._2 ~~ ~ Extremely stiff moist brown clay, hio n ,,. 4 1 ' sand and pebble content, ox'.dized - to..6s 14 15,50 1300 / s treaks l ,,g_ Extremely stiff moist brown clay, 3 ,l sand and pebbles, oxidized streaks. 63 12 2800 4950 334 4 lenses of silt Extremely stif f moist mixed smooth - N brown & blue clay, lenses of sand and si Lt 3S4

_E,'s' } Extremely stiff moist smooth blue cla /40

.60 10 5000 9550 lenses of sand and silt s s _12. s - _tA. 3S4 D ( Extremely stiff moist smooth blue 27 70 13 2125 4100 ' \\s. s clay, lenses of sand and silt f g _.11. 1 t

MICHIGAN DRILLING COMPANY oar d % LOG OF SOIL BORING %. 355 somNo_h*341 pecuscy The Dow Chemical Comoany Site "T= omoWND WATER TAF = 9'0" a.ocA m Midland. Micnigan

e. w. vos.um

!'e avv

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v. r.

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l> b s

0,ix.:e: 1 gq,.{,,.) 73 12 / 3:$ F za. 3C. 2i'. l 38.

gr,y pm. iv. - r C,s, r q. gg2Fjgho~_9 PCED SITO PQh( OIEBICAt. CQtP.A/(DIDLA, NQ MICHIMN s A l ..,. EI fEARD PENETAATIfJN kESISTAEE TEST RESULTS s t Vi ' WJ.'O 329 330' 331 332,333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 350 3St 3S3 354 3SS 90.0 1 f,.- d- '. s > 7 an A ~ 80.0 ?. i ' to 20 46 54 27 36 18 I' 32 So S8 6S 29 2 26 26 20 ~ 29 g3 9% 13 33 43 S3 Sa 28 23 M M BS 63 g 76 hn

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• 0 40 of 30*

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\\ r-l REPORT PRELIMINARY SITE INVESTIGATION PROPOSED PLANT MIDLAND, MICHIGAN FOR THE DOW CHEMICAL COMPANY 1097-036-07, 1 e

C_Qlt DAM ES S MOORE -*'*;*;; * ';;;;m '. co.ueaNr.. 4..uco ca.r .c c cc. ......c.........................,.. e 30s wttf J4Ca SO N SouLtva90

• C M sC AGo. e LU NOs t 408o6
• 3st 922 =s772 pamfNtas sautsatwoupSON OCORQC O LCat a s Sociat e: wiLuam o..an ronc January 27. 1967 The Dow Chemical Company Corporate Engineering Building 47 Midland, Michigan Attention:

Mr. K. D. Dice Gentlemen: Fifteen copies of our " Report, Preliminary Site Investigation, Proposed Plant, Midland, Michigan, for The Dow Chemical Company" are here-with submitted. The scope of our investigation was planned in collaboration with Mr. K. D. Dice of The Dow Chemical Company. Preliminary structural data, a topographic map, and other Information pertinent to our investigation were provided to us by Mr. Olce. Based on our preliminary investigation, it is our opinion that the site is sultable for the construction of the Proposed Plant. Please contact us if you have any questions regarding the contents of our report. yours very truly, DAMES & MOORE f George D. Leal GDL:EFG:mf ......n. .. o...c.. e

REPORT PRELIMINARY SITE INVESTIGATION PROPOSED PLANT MIDLAND, MICHIGAN FOR THE DOW CHEMICAL COMPANY S CO PE This report presents the results of our preliminary site Investiga-tion for a Proposed Plant which may be constructed in Midland, Michigan for The Dow Chemical Company. The general location of the proposed site is shown with respect to local topographic features on Plate 1. Vicinity Map and is shown with respect to the plant coordinate system on Plate 2. Plot Plan. The purposes of our investigation were as follows: 1 - To perform a preliminary study of site, areal and regional geology and ground water hydrology and to evaluate the suitability of the site, with respect to its geologic and hydrologic characteristics, for the construction of the Proposed Plant. Our geologic and hydrologic study will consist of: (a) Review of relevant published geologic literature; (b) Visual reconnaissance of the site and the surround-Ing area; (c) Examination and interpolation of maps, aerial photcgraphs, boring logs, and other available information in the files of The Dow Chemical Company; t

2 (d) Drilling of two borings in the immadiate vicinity of the Proposed Plant. (e) Evaluation of pertinent physical properties of the on-site soils by laboratory testing. 2 - To present preliminary data pertaining to the choice of and design of suitable fcundation types for the proposed structures. These data will include an evaluation of the supporting capacity and estimates of foundation settlements for suitable foundation types. 3 - To provide recommendations relating to surface and subsurface construction, including excavating and dewaturing operations, construction of compacted fills, and related operations. 4 - To evaluate, in preliminary terms, suitable sources of on-site and off-site borrow materials for use in the construction of fills. DESIGN CONSIDERATIONS We understand that the proposed plant grade will be raised approxi-mately 25 feet above existing grade by the placement of compacted fill ma te r i a l s. The Proposed Plant will consist essentially of two major structures and appurtenant facilities. One of the major structures will be approximately ISO feet in diameter an1 will impose a gross bearing pressure on the order of 8,000 pounds per square foot at a depth of approximately 50 feet below .m.,-

.- the proposed final planned grade. The second major *.:ructure will be approxi-mately 40 feet in width and will impose a gross bearing pressure of approxi-mately 3,000 pounds per square foot at a depth of approximately 20 feet below the proposed final planned grade. The appurtenant facilities will probably be supported on spread foundations established in the fill at relatively shallow depths. For purposes of report presentation, the two major structures will hereinaf ter be referred to as: 1 - 50 Foot Deep Structure; and 2 - 20 Foot Deep Structure. GEOLOGY AND S ITE CONDITIONS GEOLOGY: Geologic Framework: The site of the Proposed Plant is located in the area physiograph-Ically defined as the Great Lake Section of the Central Lowland Province, and is situated near the center of the area known geologically as the Michigsn Basin. Basically, the Great Lake Section is mantled with glacial deposits resulting from the Wisconsin glacial advance and retreat. This glacial mantle covers the Michigan Basin. The Michigan Basin is a broad circular structural basin lying almost entirely within the State of Michigan. The basin is com-posed of successive layers of sedimentary rocks that were deposited during the Paleozoic Era in a depression formed in the Precambrian Basement rocks. A bedrock column depicting the bedrock units underlying the region is pre-sented on the following page. The bedrock immediately underlying the site s of the Proposed Plant is believed to be the Saginaw Sandstone. v

E LEVATION 87., D e ^ - it.7 #." W7 D RIF T PLEISTOCENE 0: + 500' 25,000 YEARS

&., T.

.u. 200,000,000 YEARS OF $35%; EROSION AND ICE AGE f.M]h.hi M SAGINAW SEA LEVEL Ns..M w.

_.._~

1 P,X BAYPORT i-e {df5N@S MICHIGAN MISSISSIP PI AN -500' 30,000,000 YEARS _,f _1 i jdhhMj$ht MARSHALL r_- _~ M COLDWATER ~. - = ~ __ :- +1000' _=.-- -~ - SUNBURY M-- B E R E A - 2000' -_ B_E D F_O R D, ____~ T-ANYRIM -= I I 1 I -2500' E V's DEVON I AN i 1 i 2 55,000,000 YEARS 1-i p M, _ TRAVERSE I E.~ l t -3000' ROGERS CITY r 1 i r'i 'r--' DUNDEE I I l-LEGEND -3500' DETROIT RIVER -W<m -- SHALE

=

r__=- D " RICHFIELD SOUR ZONE" T ff 'L h LIMESTONE f -4000' I RICHFIELD ZONE g --r L-DOLOMITE I / I [p,, . L g7..,{, Icse SANDSTONE [', ANHYDRITE -4500' i i 1 -. SYLVANIA _ _' i i4 SALT l l 1 TOTAL DE PTH 5447, 6300'- S ALIN A S ALT 7900'- N I AG A RA BEDROCK FORMATIONS IN MIDLAND COUNTY, MICH.

I

Recent Deposits

1 As a result of river and wind depositions since the Wisconsin 1 Glacial stage, the Great Lake Section is partially covered with a variable thickness of alluvial and aeolian soils. The alluvial solls are stream deposits, while the aeollan soils, consisting primarily of sand, are windblown deposits. Aeollan deposits, in the form of sand dunes, are present in the vicinity of the site. Some alluvial soils may also exist on the site area, but they are believed to occur in relatively thin strata near the ground surface. Pleistocene Deposits: As a result of the glacial activity, the bedrock of the area is covered by a considerable thickness of glacial soils consisting of glacial tills, glacial outwesh, and glacial lake deposits. The last of the four major glacial stages removed practically all traces of the previous three glacial stages. Therefore, the glacial deposits at the site represent the deposits asscelated with the last glaciation which in itself consisted of a series of advances and retreats of the Ice f ront. Reference to available data Indicates that the glacial deposits in the vicinity of the Proposed Plant are on the order of 200 to 250 feet in thickness. SITE CONDITIONS: Surface Conditlens: The site of the Proposed Plant is located on a flood plain south of the Tittabawassee River. However, apparently only a minor amount of alluvial materials have been deposited at the site as the result of flooding. The ground surface across the site is not level due to small natural depressions

i and man-made excavations in the form of ditches and borrev pits. A man-made ditch, excavated for the relocation of Bullock Creek, is located immediately west of the site. The location of Bullock Creek and the relocated ditch are shown on Plate 1. An on-site borrow pit has been excavated at the loca, tion shown on Plate 2. This pit extends to the west and joins the ditch. The area west of the ditch contains settling ponds and the area south of the site contains several plant buildings. Surface vegetation consists essentially of grass, weeds, and a few small trees. Subsurface Conditions: The subsurface conditions at the site were Investigated by drilling two borings at the locations shown on Plate 2. Ground surface elevations at the boring locations ranged from approximately 75 to 78. These elevations refer to the Plant Datum. We understtod that Plant Datum pl 26. 'Is equal to the U.S.G.S. Datum, in addition, tr.e logs of several shallow borings drilled in the vicinity of the site in 1956 were reviewed. The borirgs revealed that the surface deposits at the sitegare fairly complex, and an accurate definition of the variability of the upper deposits at the site could not be developed from our preliminary explorations. Our test borings, Berings 730 and 731, Indicate that the soils above approxi-mately elevation 40 vary in composition and certain physical properties. Variable soll types were apparently also encountered in the borings previously drilled in 1956. However, the soils below apprcximately elevation 40 appear to be uniform. In Boring 730, a two foot thick surface layer of topsoll and com-pressible organic soils was encountered. Underlying these surface soils are firm clayey soils of glacial origin which contain gravel and lenses of silt

. and which extend to approximately elevation 40. The lenses of sllt dip at an angle of approximately 75 degrees with the horizontal. In Boring 731, a nine inch thick layer of topsoll was encountered. Dense sandy soils underlie the topsoll and extend to a depth of approximately two feet. These surface soils are underlain by very dense glacial soils which extend below elevation 40. The glacial solls consist essentially of silt, sand and gravel with some clay binder, in comparing the soils above elevation 40 in the two borings, the silty soils of Boring 731 are observed to have higher densities, somewhat higher strengths, and to be somewhat less compressible than the clayey soils of Boring 730. Although these soils differ somewhat as described above, the upper soils In both borings are of glacial origin, are very firm, and exhibit a considerable degree of,preconsolidation.from the weight of glaciers which formerly covered the site. The solls encountered below elevation 40 are relatively uniform, and consist of very dense glacial soils composed of slit, sand, and gravel with some clay binder. These essentially silty solls extend to approximately elevation 20. The solls penetrated by the borings below elevation 20 are very firm cohesive solls, silty clay with gravel, which extend to elevation -80 at the location of Boring 731 Boring 730 was terminated at approximately elevation -15. More detailed descriptions of the soils penetrated by the borings are presented on the Log of Scrings in the Appendix to this report. 9 WATER CONDITIONS: Surf ace Water - The site is presently subjected to periodic flood-Ing. We understand that the highest measured elevation of the Tittabawassee River was 86, recorded in 1912. Tne river attained elevation 84 in 1948. The projected 50 year flood elevation is 87, and the projected 100 year flood elevation is 90. The site is presently drained by the borrow pit, which exists be-tween Borings 730 and 731, by the man-made ditch west of the site, and by natural dralnage toward the river which forms the northern boundary of the site. Surface dralnage appears to be excellent and no extensive undrained areas are evident in the proposed building area. The elevation of the water in the Tlttabawassee Alver, the ditch, and the borrow-pit was at approximately elevation 66 at the time of our field investigation in January, 1967. G ound Water - A ground water level of approximately elevation 70 was observed in Boring 731 during January,1967. However, this is probably not a true ground water level in that a static condition could probably not be obtained during the relatively short observation period. inquiries regarding scatic water levels in shallow wells of the l area were inconclusive, and no conclusions regarding the depth and directions of movement of ground water flow in the overburden soils can be inferred from our preliminary Investigation. However, the soils encountered in the test borings are relatively impermeable and ground water movements should be relatively slow in the site area. Frost Penetration: We understand that the water lines are Installed at a depth of approx-Imately five feet below the ground surface in Midland, Michigan to avoid freezing.

9 DISCUS $ 10N AND RECOMMENDATIONS CENERAL: Based on the results of our preliminary site investigation, it is considered that geologic conditions favor the siting of the Proposed Plant at the planned location. The major hydrologic factor to be considered is that of flooding and flood protection. More detailed explorations and analyses will be required to further define site geologic and hydrologic ch.racteristics, and to develop finalized data for design and construction, it is considered that the Proposed Plant structures may be supported on conventional spread or mat type foundations. Settlement of foundations which will be structurally and operationally permissible have not as yet been provided to us. However, it is considered that the settlements which spread and/or mat type foundations will undergo can probably be tolerated. Pre-liminary foundation design data and estimated settlements are presented in a subsequent section of this report, DES IGN DATA. Recommendations relative to the earthwork operations required in the attainment of the final grades are presented in the following section, EARTHWORK. EARTHWORK: Earthwork operations, including stripping, cutting, excavating, filling and compacting operations, will be required in the atta!nment of the final planned grades. Stripping: it is recommended that the topsoll, containing roots and other organic material, be stripped from all areas to be occupied by structures and pavement s. it is estleated that the average depth of stripping required to remove the topsoll will be on the order of 6 to 12 inches.

. Cuttino: It is recommended that soft natural solls below the topsoll, which can not be readily compacted, be cut f rom all areas to be occupied by struc-tures, pavements, and fills, it is estimated that the depth of cutting required to remove the soft soils ir the vicinity of Boring 730 will be on the order of 24 Inches. Deeper cuts may be required in other areas and in the borrow pit between the borings where soils have sof tened due to the pond.ng of water. Excavatino: For purposes of this report, It is assumed that excavation of the natural soils will be performed prior to filling operations. The deepest excavation will therefore be to a depth of approximately 25 feet below exist-Irg grade. Based on the results of our two preliminary borings, it is anticipated that the excavation will extend through predominantly firm, cohesive glacial soils. On this basis, it is considered that the temporary banks of the excavation will stand essentially vertically, although some localized slough-Ing may be anticipated, it is estimated that the amount of seepage water which will enter the excavation will be relatively small and that it can be removed by pumping from sumps. However, previous borings ind!cate that some sandy soils may be present in the area, and additional explorations will be required to substantiate the preliminary tecommendations outlined above, if extensive deposits of sandy soils are encountered, a more extensive dewatering system will be required and sloped or braced excavations will be necessary. l l

. Due to the fact that the site is subject to flooding, it is sug-gested that consideration be given to protecting the excavation from flooding during construction by the placement of dikes around the construction area. Filling: It is anticipated that fills will be required for the following purposes: I - Fllls for the construction of dikes for temporary flood protection; 2 - Fills to raise the grade for permanent flood pro-tection; and 3 - Fills for the support of structures and pavements. The selection of suitable fill materials to be utilized for any of the above outlined purposes will be dependent upon the function which the fill is intended to perform. Fill Materials - Satisfactory fill materials, consisting of granular materials, from off-site sources and cohesive fill from on-site excavations, are available. Prior to the selection of the fill materials, it is recom-mended that the sources of the materials be Inspected and that laboratory compaction tests be performed to evaluate their suitability for specf fic purposes and to establish criteria for their placement and compaction. We understand that some sand deposits are located on The Dow Chem! cal Company property. -and that certain of these sand materilas may be available at the time of construction. In addition, The Dow Chemical Company possesses a stock-pile of slag, which may be suitable for use in the con-struction of certain fills. We understand that the slag is composed of uni-formly graded sand size particles and that it is free draining.

4 Two of f-site sources of granular fill were located. Data relative to these off-site sources of fill are presented in the Appendix to this report. Filh For Temporary Flood Protection - It is suggested that a peripheral dlke 3ystem be provided around the proposed construction site to prote-t the area from flood waters of the T!ttabawassee River during flood periods during the initial phases of the construction period. Olkes may be constructed of cohesive materials removed from the on-site excavation, or may be obtained f rom other on-site borrow areas. It is considered that the operation of hauling equipment over the dikes will probably provide sufficent compaction. The in-place materials which will support the dikes should be investigated to ascertain that they will satisfactorily support the dikes. Fills For Permanent Flood Protection - We understand that approxi-mately 25 feet of fill naterial will be placed over the site to raise the site grade above the anticipated flood level. We assume that the majority of this fill will not be subjected to structural or vehicular loads. On this basis, fills for permanent flood protection may be constructed of any readily available materials f rom on-site or off-site sources. These fill materials should he constructed in layers approximately 12 inches in loose thickness and each layer should be compa-ted to a dry density of approximately 85 percent of the maximum dry density attainable from the American Association of State Highway Officials Test Designation: T 180-57 in order to prevent excessive subsidence within the fill. The exposed edges of the fill should

, be protected by rip-rap or by some other means to prevent erosion by flood

waters, in the area of the major structures, the weight of the 25 foot thickness of fill will cause consolidation of the natural soils supporting the structures. If the structural foundations are in place prior to con-struction of the fill, settlement of the foundations due to the placement of the fill will range up to approximately one-quarter inch.

Fills For The Support of Structures And Pavements - it is recom-mended that fills placed for the support of structures and pavements be composed of selected granular materials placed and compacted under the technical supervision of a quallfled soils engineer. it is further recom-mended that field density tests be performed during the filling operations to determine that the project specifications are complied with, it is recommended that granular fill materials intended for the support of structures be placed in layers approximately eight inches in loose thickness, and that each layer be compacted to a dry density on the order of 95 to 100 percent of the maximum dry density obtainaole by the American Association of State Highway Officials Test Designation: T 180-57. The degree of compaction should be determined based on the strength and compressibility properties of the compacted materials and the type of structures to be supported. ,,m

. Granular fill materials Intended for-the support of pavements should be placed in a similar manner but need not be compacted in accordance with the same stringent requirements as fill placed for the support of structures. The degree of compaction may be determined based on the desired bearing characteristics for pavement support. Use of compacted cohesive soils obtainea from on-site sources has been considered. However, the placement and compaction of cohesive fills to high densities requires very careful control of moisture content, and it is generally impractical to attempt to place and compact cohesive fills during periods of wet and/or f reezing weather. For these reasons, the use of com-pacted cohesive fills for the support of structures and pavements is not recommended. DESIGN DATA: General: Although the strength and compressibility characteristics of the upper soll strata vary somewhat between our two preliminary borings, it is our opinien that all of the soils encountered at the site are competent to support the proposed structures. On this basis, the site is considered suit-able for the proposed plant and plcnning may be based on the preliminary design data provided herein. Prior to final siting and design of the major structures, a more extensive subsurface investigation should be undertaken to further define site characteristics and to develop finalized data for design and construction. The preliminary data and recommendations which pertain to struc-tures and pavements established on fill are based on the a??.umption that earthwork operations will be performed in compliance with the recommendations

provided in the preceding section of this report. For purposes of this report, we have assumed that the 50 Foot Deep Structure will be established on soll strata similar to those encountered in Boring 731, and that the 20 Foot Deep Structure will be established on soll strata similar to those encountered in Boring 730. 50 Foot Deep Structure; it is recommended that this structure be supported on a mat type foundation established at the planned grade, which is approximately 25 feet below existing grade. The foundation may be proportioned utilizing a. earing pressure of up to 8,000 pounds per square foot. This bearing pressure refers to the total design load, dead and live, and contains a factor of safety on the order of four to five. Prior to the pouring of concrete, it is recommended that all loose and sof t materials and water be removed from the bottom of the foundation excavation. in order to prevent sof tening of the foundation materials under the action of construction equipment, it may be desirable to place a layer of coarse granular material, such as sand an'd gravel or crushed rock, or a lean concrete " mud-mat" at the bottom of the excavation upon completion of excavating operations. The structure will undergo settlement caused by the foundaticn load and an additional amount of settlement caused by the weight of the adj. cant fill. Besed on the results of our settlement analyses, it is estimated that the structure will undergo settlemens on the order of three-quarters of an inch at the center and one-half of an inch at the edge due to the imposition of the foundation load. It is estimated that the structure will undergo an additional amount of settlement on the order of one-quarter of an inch at l l

~ 16-the edge due to the weight of the adjacent fill. Thus, the effect of the combined foundation and fill loads will cause total settlement on the order of three-quarters of an inch. 20 Foot Deep Structure: it is recommended that this structure be supported on a mat-type foundation established at the planr.e6 grade on approxinately five feet of compacted fill materials, underlain by the firm natural soils. The foundation may be proportioned utilizing a bearing pressure of 3,000 pounds per square foot. This bearing pressure refers to the total design load, dead and live, and contains a factor of safety In excess of five. The structure will undergo settlements caused by the foundation load and an additional amount of settlement caused by the weight of the adjacent fill. Based on the results of our settlement aralyses, it is estimated that the structure will undergo settlenents on the order of one-quarter of an inch due to the imposition of the foundation loads and an additional one-quarter of an inch due to the weight of the adjaccnt fill. Thus, the effect of the combined foundation and fill loads will cause total settlement on the order of one-half of an inch. Appurtenant FxcIllties: Appurtenant Facilities may be supported on spread or mat-type foundations established in compacted fill. The bearing pressures to be utilized in the design of the foundations will depend on the type of fill materials and the degree of compaction attained. r v m w+ ,n ~ y-

i 1 l Substructure Walls: It is recommended that backfill materials placed adjacent to buried substructure walls consist of clean granular materials, placed and compacted in accordance with recommendations presented in a previous section, EARTHWORK - Fills For The Support of Structures And Pavements. Substructure walls should be designed to resist the lateral pres-sures imposed by clean compacted granular soils, and the hydrostatic pres-sures imposed by flood waters. The magnitude and distribution of soll pres-sures can be evaluated at such time that the final arrangement, depth and details of the structures are known. --ooo-- The following Plates and Appendix are attached and complete this ~ report: Vicinity Map Plate 1 Plot Plan Plate 2 Appendix - Explorations, Laboratory Tests and Fill Cost Data Respectfully submitted, DAMES & MOORE George D. Leal e y e- -~y-w r-7y y F

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[ pp v.. p ':*+n g...,........ - m r =#{ u 7 F 9... % !" f d i..::....:.. .* 3 - f c.;g -a.~ l t kes ,.tts %.e i - A,, VICINITY MAP SCALE 124C00 4 a a r _,+1 s _- + - --- - - - n--. 1000 0 1000 2000 YT 470 STr EM YC 'f E T m ~ _.'z_--m:---- 3 S 0 t 5 (0-t'E4 au _m _. _. m. _ - _ _... _ = - - CONTCUR INTERVAL 5 FEET 047uw $ *.EAN SE4 LEVEs NOTE: THIS VICINITY MAP IS TAKEN FROM A PORTION OF THE MIDLAND SOUTH, MICHIGAN U.S.G.S. QUADRANGLE. DATED 1962. PL. ATE I --n- - - -- - * --w '-* m.. .----mw vwe-*--+,4 m-e-ww--wyew '---u-,w7-i- -we w-*

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APPENDIX EXPLORATIONS. LABORATORY TESTS AND FILL COST DATA EXPLORATIONS: The subsurface conditions at the site were Investigated by drilling two test borings, Boring 730 and Boring 731, with truck-mounted auger type and rotary-wash type drilling equipment. The test borings were drilled to depths ranging f rom 60 feet to 150 feet below the ground surface. Graphical representations of the soils penetrated by the borings are shown on Plates A-1 A and A-18, Log of Borings. The method utilized in classifying the soils is defined by the Unified Soll Classification System presented on Plate A-2. Undisturbed samples of the various soils penetrated by the borings were obtained in a soil sampler of the type Illustrated en Plate A-3, Soll Sampler Type U. The boring locations were staked in the field by a survey crew from The Dow Chemical Company, who also provided us with the ground surface eleva-tion at each boring location. The elevation of the water level recorded in Boring 731 is presented on the Log of Borings. LABORATORY TFSTS : Laboratory tests were perforned to classify certain soils and to evaluate the strength end compressibility characteristics cf the soil strata penetrated. In addition, moisture-density tests were performed for correla-tion purposes.

A-2 Strenath Tests: Direct shear tests and unconfined compression tests were performed on undisturbed samples of the soils penetrated by the borings to evaluate the strength characteristics of the various soll strata. The direct shear tests were performed in the manner described on Plate A-4, Method of Per ferming Direct Shear and Friction Tests. Several of the more silty samples were saturated for a period of approximately one week prior to the testing. The results of these saturated strength tests did not dif fer appreciably f rom tests performed on sample.; which were not subjected to submergence before testing. This is primarily due to the f act that the natural soils at the site are saturated in-place. Unconfined compression tests were performed in the manner described on Plate A-5, Methods of Performing Unconfined Compression and Triaxial Compression Tests. A stress-strain curve was plotted for each test and the shearing strengtn of the materi'ai tested was estimated from these curves. The results of the strength tests are presented to the left of the Log of Borings in the manner described by the Key to Test Data shown on Piste A-2. Consolidation Tests: Consolidation tests were perforced on selected samples to provide data for estimating the settlements which fills and foundations wl!.I undergo. The consolidation tests were performed in the manner described on Plate A-6, Method of Performing Consolidation Tests. The results of the consolidation tests are presentes on Plate A-7, Consolidation Test Data. Crain size Analyses: Grain size analyses, including hydrometer analyses, were performed on selected soll samples to more accurately classify certain soil types

A-3 penetrated by the borings. The results of the grain size analyses are pre-sented on Plate A-8, Grain Size Analyses. Atterberg Limits: The liquid limit end plastic limit of the soil samples subjected to grain size analyses were determined to more accurately classify the soil types. The results of the Attarberg limits are presented on Plate A-8, beneath the grain size curve to which they apply. Moisture-0ensity Tests: Moisture-density tests were performed in conjunction with each strength test and consolidation test. Additional moisture-density tests were performed for correlation purposes. The results of the moisture-density tests are presented to the lef t of the Log of Borings in the manner descr' bed by the Key to Test Data shown on Plate A-2. FILL COST DATA: Two contacts were made to obtain preliminary data regarding the availability and cost of granular fill f rom off-site sources. Data obtained are as follows: I - Fisher Sand And Gravel 921 South Jefferson Midland, Michigan Phone: TE 5-7187 Fill Material - Sand Approximate Cost per cubic yard delivered to the site - $1.00 2 - Driar Brothers 1933 East Airport Road Midland. Michigan Phone: 631-3460 Fili Material - Sand Approximate Cost per cubic yard delivered to the site - $1.15 --oCo--

~ A-4 The following Plates are attached and complete this Appendix: Log of Borings (Boring 730) Plate A-IA Log of Borings (Boring 731) Plate A-1B Plate A-2 Unified Soil Classification System and Key to Test Data Plate A-3 Soll Sampler Type U Plate A-4 Method of Performing Direct Shear ano Friction Tests Plate A-5 Methods of Performing Unconfined Compression and I Triaxial Compression Tests Plate A-6 Method of Performing Consolidation Tests Plate A-7 Consolidation Test Data Plate A-8 Grain Size Analyses and Atterberg Limits i ?

l BORING 730 SHEARIN'G STRENGTH IN LDS/SQM hg svence stimerov r,s cor. 4 6000 3000 4000 3000 2000 /000 0 ly m M l 3 sruscas mscutane see - rus-e,- r mg ggswg """t"'""**"3'"''"w"=' ,x,.., n.,,, ue %a CL 7C is es-en

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N .'l f oeivi cos eu# SOIL SAMPLER TYPE U mecnamism I FOR SOILS DIFFICULT TO RETAIN IN SAMPLER / U.5. PATENT NO.2,318,042 g coupumo ~'h' - N' N WATEp OUTLETS y N, '.=- l2 =*a ,f % %\\ r v ,,: =o. rismmo root p l ( wroperneoa tet / cuecu valves i ne N I watve cws y s f b .'.i,'une'o'f!'i I' I .y j ALTERNATE ATTACHMENTS p .. ".V.'o.' "..!.".'u.?/.!.'"..<- i; '. J ..o-1 CC Rt.4 ET AINE R >vi o'o"lv'i toom r <'6!9 2!,'se d i uf....q r s g L asG - coe af AINING i St ~ ~ PE co.g.,.g.. I i' '-.m=m'"?.. l i """'o? 7M M "" j 4 ..u.o Z,'.'E..a.*.1,,",*:, u l N v secuso saeta scisaects PLATE A-3

M ETHOD OF PERFORMtNG DIRECT SHEAR AND FRICTION TESTS DIRECT SHEAR TESTS ARE PERFORMED TO DETERMINE THE SHE ARING STRENG THS OF SOILS. FRICTION TESTS ARE PERFORMED TO DETERMINE THE FRICTIONAL RE-S! STANCES BE1 TEEN SOILS AND VARIOUS OTHER MATE-RIALS SUCH AS WOOD. STEEL, OR CONCRETE. THE TESTS ARE PERFORMED IN TliE LABOR ATORY TO SIMULATE J ANTICIPATED FIELD CONDITIONS. f*., g EACH SAMPLE IS TESTED WITHIN THREE BRASS RINGS, TWO AND ONE-HALF INCHES IN DIAMETER AND ONE INCH & RECORDING APPARATUS IN LENGTH. UNDISTURBED SAMPLES OF IN-PLACE SOILS ARE TESTED IN RINGS TA KEN FROM THE SAMPLING DEVtCE IN THICH TliE SAMPLES TERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN STRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO PREDETERMLNED CONDITIONS A DIRECT SHEAR T ESTS A THREE-INCH LENGTH OF THE SAMPLE IS TESTED IN DIRECT DOUBLE SHEAR. A CO SURE, APPROPRIATE TO THE CONDITIONS OF THE PROBLEM FOR % HICH THE TEST IS BEING PER-FORMED, IS APPLIED NORMAL TO THE ENDS OF THE SAMPLE THROUGil POROUS STONES. A SHEARING 1 l l FAILURE OF Tile SAMPLE IS CAUSED BY MOVING THE CENTER RING IN A DIRECTION PERPE TO THE AXIS OF T!!E SAMPLE. TRANSVERSE MOVEMENT OF THE OUTER RINGS IS PREVENTED. THE SHEARING FAILURE MAY BE ACCOMPLISilED BY APPLYING TO THE CENTER RI CONSTANT RATE OF LOAD, A CONSTANT RATE OF DEFLECTION, OR INCREMENTS OF LOAD OR DE-FLECTION. IN EACH CASE, THE SHEARING LOAD AND THE DEFLECTIONS IN BOTH THE AXIAL AND TRANSVERSE DIRECTIONS ARE RECORDED AND PLOTTED. THE SHEARING STRENGTH OF T IS DETERNGNED FROM THE RESULTING LOAD-DEFLECTION CURVES. FRICTION TESTS IN ORDER TO DETERMINE THE FRICTIONAL RESISTANCE BETWEEN SOIL AND T MATERI ALS, THE CENTER RING OF SOIL IN THE DIRECT SHEAR TEST IS REPLACED BY A DISK OF THE MATERI AL TO BE TESTED. THE TEST IS THEN PERFORMED IN THE SAME MANNER AS THE D SHEAR TEST BY FORCING THE DISK OF NMTERIAL FROM THE SOIL SURFACES. sammans a secome a**vro santis scata. css PLATE A-4

M ETHODS OF P ERFORMING UNCONFINED COMPRESSION AND TRIAXI AL COMPR FS<foN TFSTS THE SHEARING STRENGTHS OF SOILS ARE DETERMINED G g FROM THE RESULTS OF UNCONFINED COMPRESSION AND l j l TRIAXIAL COMPRESSION TESTS. IN TRIAXIAL COMPRES-e SION TESTS THE TEST METHOD AND THE MAGNITUDE OF llQl THE CONFINING P RE SSURE ARE CHOSEN TO SIMULATE ANTICIPATED FIELD CONDIDONS. ,l UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS ARE PER FORMED ON UNDISTURBED OR REMOLDED y{j S/ MPLES OF SO!L APPROXIMATELY SIX INCllES IN LENGTH fi AND TTO AND ONE-II A LF INCilES IN DI AMETER. THE TESTS ARF RUN EITHER STRAIN-CONTROLLED OR STR ESS-4 l ! CONTROLLED. IN A STRAIN-CONTROL LED TEST Tile

• h(p SAMPLE IS SUBJECTED TO A CONSTANT RATE OF DEFLEC-

~ lil M '* h TION AND DIE RESULTING STRESSES ARE RECORDED. IN A STRESS-CONTROLLED TEST THE SAMPLE IS SUBJ ECTED ~ TO EQUAL INCREMENTS OF LOAD WITH EACH INCREMENT h B EING MAINTAINED UNTIL AN EQUILIBRIUM CONDITION 41TH RESPECT TO STRAIN 15 ACHIEVED. YIELD, PEAK, OR ULTIMATE STRESSES ARE DETERMINED TRIAXIAL COMPRESSION TEST UNIT FROM THE STRESS-STRAIN PLOT FOR EACH SAMPLE AND THE PRINCIPAL STRESSES ARE EVALUATED. TifE PRINCIPAL STRESSES ARE PLOTTED ON A MOHR'S CIRCLE DIAGRAM TO DETERMINE THE SHE ARING STRENGTH OF THE SOIL TYPE BEING TESTED. UNCONFINED COMPRESSION TESTS CAN BE PERFORMED ONLY ON SAMPLES tlTH SUFFICIENT C SION SO THAT DIE SOIL TILL STAND AS AN UNSUPPORTED CYLINDER. TilESE TESTS MAY BE RUN AT N ATUR AL MOISTURE CONTENT OR ON ARTIFICIALLY SATURATED SOILS. IN A TRIAXIAL COMPRESSION TEST Tite SAMPLE IS ENCASED IN A RUBBER MEMDR ANE. PLACED IN TEST CHAMBER, AND SUBJECTED TO A CONFINING PRESSURE THROUGHOUT THE DURATION OF THE TEST. NORMALLY, THIS CONFINING PRESSURE IS MAINTAINED AT A CONSTANT LEVEL. ALTHOUGli FOR SPECIAL TESTS IT MAY BE VARIED IN RELATION TO TiiE ME ASURED STRESSES. TRIAXIA L COMPRES-SION TESTS MAY BE RUN ON SOILS AT FIELD MOISTURE CONTENT OR ON ARTIFICIALLY SATUR ATED SAMPLES. THE TESTS ARE PERFORMED IN ONE OF Tile FOLLOTING H AYS: U NCONSOLID AT ED-UND R AIN E D: THE CONFINING PR ESSURE IS IMPOSED ON Tif E SAMPLE AT THE START OF THE TEST. NO DR AIN AGE IS PERMITTED AND Ti1E STRESSES 111lCil ARE MEASURED REPR ESENT Tile SU\\f OF THE INTERGRANULAR STRESSES AND PORF TATER PR ESSUR ES. CONSOUD ATE D-UNDR AINED: THE SAMPLE IS ALLO 4 ED TO CONSOLIDATE FULLY UNDER THE APPLIED CONFINING PRESSURE PRIOR TO THE START OF THE TEST. THE VOLUME l CH ANGE IS DETERMINED BY MEASURING Tile u ATER AND OR AIR EXPEL.Lf D DL RING l CONSO LID A TION. NO DRAINAGE IS PERMITTED DURING THE TEST AND THE STRESSES l E HICH ARE ME ASURED A RE THE S AME AS FOR TiiE UNCONSOLID ATED-UNDR AINED TEST. DR AINFD: THE INTERGRANULAR STRESSES IN A S UIPLE MAY BE ME ASURED TO PER-FORMING A DR AINE D, OR SLO 4, TEST. IN Tlits TEST THE SAMPLE IS FCI.I.Y S ATUR ATED AND CONSOLIDATED PRIOR TO THE START OF THE TEST. DL' RING THE TEST, DR AINAGE IS PERMITTED AND THE TEST IS PERFORMED AT A SLO 4 ENOUGH R ATE TO PREVENT Tile Bt ILDt*P OF FOR E 4 ATER PRESSURES. THE RESULTING STRESSES EHICII ARE MEAS-l URED R EPRESENT ONLY THE INTERGR ANUL AR STRESSES. THESE TESTS ARE USUAI.LY PERFORMED ON SAMPLES OF GENFR ALLY NON-CollESIVE SOILS. ALTHOl'GH Tile TEST PROCEDUR E is APPL.!CADI.E TO COHESIVF SOILS IF A SUFFirlENTLY Slot TEST R ATE IS USFD. AN ALTERNATE ME ANS OF 03TAINING THE DATA RESULTING FROM THE DR AINED TEST IS TO PER-FORM AN UNDR AINED TEST IN 4HICH SPECI AL EQUIPMENT IS USED TO MEA 90RF THE PORE E ATER P R ESSUR ES. THE DIFFERENCES DET4EEN Tile TOTAL STRESSES AND THE PORE

• ATER PRESSURFS MEASURED ARE THE INTERGR ANULAR STRESSES.

ommons a moooses PLATE A-5

M ETHOD OF PERFORMING CONSOLIDATION TESTS CONSOLIDATION TESTS ARE PERFORMED TO EVALUATE THE VOLUME CHANGES OF SOILS SUBJE TO INCRE ASED LOADS. TIME-CONSOLIDATION AND PRESSURE-CONSOLIDATION CURVES MAY BE PLOT-TED FROM THE DATA OBTAINED IN THE TESTS. ENGINEERING ANALYSES BASED ON THESE CURVES PERMIT ESTIMATES TO BE MADE OF THE PROBABLE MAGNITUDE AND RATE OF SETTLEMENT OF THE TESTED SOILS UNDER APPLIED LOADS. EACH SAMPLE IS TESTED TITHIN BRASS RINGS ITO AND ONE-HALF INCHES IN DIAMETER AND ONE INCH IN LENGTH. UNDIS. y-l N TURBED SAMPLES OF IN-PLACE SOILS ARE TESTED IN RINGS ] TAKEN FROM THE SAMPLING DEVICE IN THICH THE SAMPLES O TERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN CONSTRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO q PREDETERMINED CONDITIONS AND TESTED. g IN TESTING. THE SAMPLE IS RIGIDLY CONFINED LATERALLY BY THE BRASS RING. AXIAL LOADS ARE TRANSMITTED TO THE ENDS OF THE SAMPLE BY POROUS DISKS. THE DISKS ALI.OT DRAINAGE OF THE LOADED SAMPLE. THE AXIAL COMPRESSION OR EXPANSION OF THE SAMPLE IS MEASURED BY A MICROMETER DIAL INDICATOR AT APPROPRIATE TIME INTERVALS AFTER EACH LOAD INCREMENT IS APPLIED. EACH LOAD IS ORDINARILY TTICE THE PRECEDING LOAD. THE IN-CREMENTS ARE SELECTED TO OBTAIN CONSOLIDATION DATA REPRESENTING THE FIELD LOADING CONDITIONS FOR THICH Tile TEST IS BEING PERFORMED. EACH LOAD INCREMENT IS dLLOTED TO ACT OVER AN INTERVAL OF TIME DEPENDENT ON THE TYPE AND EXTENT OF THE SOIL IN THE FIELD. 1 maneus a neooses a**uto saem sce.cas PLATE A-6

MIESSumE se L.B / 54 FT s a aas I i i il i i i il s. v 6 .6 ia 4. 4 PCPIN3 731 ) E*J/ATION c$.3 3 RAY SANDt SILT miTM CIAY A.vD SOME 2AVEL g%g CP"IN M MIST'32 COW 7 Err 7.34 p ge %g MAXIW,19 IEY DD3ITY 140 + 4, N ~ N Ps \\l i 's \\ \\ %e. % s)N l s b s A \\b N Ii N \\ N \\ h .h N \\ h, N \\ g('i, s C ^% y 3 's 7 -(wd \\ [.y N gj / BCBING 7313 EI2VATION 33.3 l g g retAY SANDY SILT WTTM CIAY AND SOME CIRAVEL.s y b OPr! MUM CI5*"RE CCer"ENT 3.31 MAXIMJM DRY DMSITY 133 't %g'%g g 4'. q BGIIN) 733 O E* /ATIOf 71.3 J Cl2D EJt0WN AND CRAY IIL" FIAY WI"'M SILT $1AMS ,,s-CP7IMtlM MCIF:"SI C0YTEF.* 14.$'6 MAII*L'M DRY DE?;3I*Y 111 i II C i CONSOLIDATION TEST DATA PLATE A-7

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MICHIGAN DRILLING CO. FILE NO. 60-333 SOILS EXPLORATION PauWsHD hVCh POWER PLMT Midland, Michigan 1 l i 1 l CONSUMEkb POWER COMPANY 112 West Michigan Avenue Jackson, Michigan l 11 ARCH 13,1968 BY HICHIGali LhILI.ING C011 Pia.~i 14555 Wyoming Avenue Detroit 38, Michigan

MICHIGAN DRILLING C0e Registered Professional Engineers 9 14 5 5 5 W Y O MIN G A V E N U E D E T R 0lT 38, MICH IG A N A R E A COD E 313 933-9366 933-9367 933-9368 March 13, 1968 Consumers Power Company 212 West Michigan Avenue Jackson, Michigan 49201 Job No. 68-133 Attentions Mr. W. Potter

Subject:

Soils Exploration Proposed Nuclear Power Plant Midland, Michigan Purchase order No. 11353 Gentlemens In accordance with instruct 1ans received, we have performed a soils Exploration on the site of the above referenced project. This consiste'd of fourteen (14) soil test borings which were drilled to depths ranging from twenty feet (20') to two hundred feet (200') below the existing ground surface. The results of this investigation, together with our reconmendations, are to be found in the accampanying report. Soil samples will be kept in our laborator/ for a period af sixty days. They may be examined there.u uil.' be sent to you upon request. Verf truly yours, MICHIGAN DRILLING C1hd.-dPl w K. R. Hindo, P.E. mc i l l l l Ceaue,. And Rock Otilling e Seit Espieretlea And Testing

• Analysis of revadee6 ens e me,ae socia,.

1

The Soils Exploration described in this report s consisted of locating and drilling soil test borings, the securing of representative samples, the testing of those samples and the analyzing of sub-soil conditions and test results, with respect to the particular building or installation. All the information obtained from the boring, sampling and testing is compiled on the " Log of Soil Boring" sheets, and in the accompanying tables; the analysis is presented in the last section of this report. Boring and Sampling - A variety of drilling equipment and procedures are used in drilling the soil test borings, and the choice depends upon the nature of the soil, the depths of the borings, and the particular type of samples required to obtain specific information. t Where caving soils are encountered, drill casing or hollow stem augers are used to stablize the drill hole, and to shut off ground water. This permits undisturbed liner samples or Shelby Tube samples to be obtained in a relatively dry hole. Where the soils are of a cohesive character, or where caving is not experienced, the drill holes are advanced by continuous flight augers, four inches (4") to twelve inches (12") in diameter, depending on sample requirements. These holes are drilled to depths of up to one hundred twenty-five feet (125'), but where soft clays are encountered, water or drilling mud is circulated to stabilize and maintain the sides of the test hole. Samples of the soils are obtained at significant changes or at depth intervals of not more than five feet (5').

Generally, the first sample is secured at a depth of three feet, six inches (3 '6") where shallow footings are placed, and the second sample is obtained at a depth of six feet, six inches (6'6") where most basement structures are founded. Samples are obtained at depths of ten feet (10') and intervals of five feet (5') thereafter. Liner samples are secured utilizing a Standard Sampler having an inside dimension of one and three-eighths inches (1 3/8")and an outside diameter of two inches (2"). Inside this sampler there are a series brass or stainless steel tubes, consisting of a 3" long section, a 1" long section and two 3" long sections, forming a series, The liner series within the sampler is removed after the sampler has been withdrawn from the drill hole, and placed in a steel shipping container, which is then sealed against moisture loss during transportation to the laboratory. During freezing conditions the samples are stored and shipped in insulated containers. Shelby Tube samples are thin walled tubing which are forced into the soile using the hydraulic feed system of the drill rig, or an Osterberg Sampler. Other sampling procedures and devices are used for special applications and information, and if used, a description of these will be found in the section entitled " Soil Tests." All samples are also sealed against moisture loss for shipping. Testing - During the obtaining of liner samples, a Standard Penetration Test is performed in accordance with the ASTM D-1452 L:d D-1586 procedures. These procedures specify that the sampler be driven into the soils using a drop hammer weighing 140 pounds, freely falling through a distance of -

thirty inches (30"). The number of blows of this hammer, re-quired to drive a Standard Sampler through three (3) successive increments of six inches (6"), are recor'ded and reported on the Log of Soil Boring. The Standard Penetration Index (N) is obtained by adding the second and third increment values. The depth of the sample, the penetration test results, the type of sample and its identifying number, are also to be found on the boring logs. Continuous logs of the consistency, moisture, color and description of the soils are kept during boring and sampling, and other pertinent field notes are a'dded where they are significant, Cohesive or clay samples are subjected to routine tests for moisture content, natural density and unconfined compressive strengths. Granular or non-cohesive soils are subjected to routine tests for moisture, density and composition. Moisture Content and Density - A portion of each sample, consisting of the soil contained in the one inch (l") liner ring, is weighed, oven dried at 105 C, and reweighed to obtain the weight of water. The moisture content is the ratio of the weight of water to the weight of the dry soil, expressed as a percentage. The natural density is obtained from the weight and known volume of the sample. Composition - The composition of granular materials is ob-tained by passing a known weight of dried material through a set of sieves, ranging from a No. 4 to a No. 200 U.S. Standard Sieves. This procedure is in accordance with ASTM D-42'2. Where a knowledge of the distribution of particles smaller than a _3

No. 200 sieve is required, a hydrometer analysis described in the second part of the ASTM D-422 procedure is followed, ful-filling a ccmplete mechanical analysis. Unconfined Comoressive Strengths - Undisturbed liner or Shelby Tube samples of cohesive soils are subjected to unconfined compressive strength tests, in accordance with the ASTM D-2166 procedures. In this test a cylinder of soil is subjected to an axial loading without lateral support, using a controlled rate of strain, with the stress being measured at intervals of thirty seconds. A stress strain curve is developed, and the ultimate strength is taken at pronounced failure, or a twenty percent (20%) strain if the sample fails by general s teezing. In utilizing test results for determinations of allowable bear-ing capacity, allowances are made for failure of brittle samples at a low' percentage of strain. Specislized tests such as Consolidation, Triaxial, Direct Shear, Permeability, Vane Shear, Percolation Tests, Atterberg Limits etc. are performed where required and where special problems are encountered. The results of these tests are ap-pended in a spueial section following the boring logs. The following data sheet shows relationships between consistencies, densities and penetration values and other points of general information. _4_

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MICHIGAN DRILLING CO. FILE NO. gg.133 LOCATION OF SITE AND BORINGS: The borings described in this report have been made for the proposed Nuclear Power Plant, to be con-structed at the Dow Chemical company property in Midland, Michigan. Fourteen (14) soil test borings have been made in the locations staked in the field by your survey party. Boring No. 1 (one) was drilled to a depth of two hundred feet (200'), Boring Nos. 2. through 10 (two through ten) inclusive, were drilled to depths of one hundred feet (100* ) ench, and Boring Nos. 11 through 14 (eleven through fourteen) inclusive, were carried to depths ranging fron twenty to forty feet (20' to 40') below the existing i ground surface. In addition, one (1) boring was drilled by a well driller extending to a depth of four hundred eighteen feet (418') below the present grade. GENERAL SOIL STRUCTURE: There is no typical soil profile to be found upon this site, but generally the soils are cohesive in character underlying deposits of topsoil and fill. Some of the borings show' layers of sand above the clay soils. The topsoil varies from five to eighteen inches (5" to 18") in thickness. In the areas of Boring Nos. 7 and. (seven and eight), there is three inches (3") of road bed material overlying raedium compact or compact sand fill which extends to depths of eight feet, five inches (U' 5") ,,5-

MICH12AN DElLLING CO. FILE No. gg_133 ,s and six feet, nine inches (6'9"), respectively. Boring Nos. 9, 11 and 12 (nine, eleven and twelve) show fill insnediately below the ground surface overlying swamp bottou material or organic clays. The swa:ap botton. soils extend to depths of seven feet, six inches (7'6") in Doring No. ; (nine) to four feet, three inches (4'3") in Doring 16... i (twelve). The upper granular soils generally range from compact to extremely compact in density, while the underlying clays are chiefly extremely stiff in consistency and contain lenses of silt. Detailed soil descriptions are to be found upon the accompanying logs of soil borings. GROUND WATER: Very light to heavy concentrations of ground water were found in the majority of the borings. This water ay at depths ranging from one foot (l') to seventy-five feet (75' ) in Boring No. 3 (three). S0IL TESTS: Standard penetration tests niade during sampling shob that the upper soils at sampling depths of two feet, si>. inches (2'6"), five feet (5') and seven feet, six inches (7' 6"), gave penetration indices between seven (7) and over fifty (50) blows per foot. A nuch higher range of soil values was found at sampling depths of ten feet (10') anc below. Exceptions to these high values were noted in.

MICH12AN DmL.UN3 CO. McE No. 60-133 Boring Nos. 11, 12 and 13 (eleven, twelve and thirtoen), where from tucive (12) to sixteen (16) blows per foot were observed at the ten feet (10') depth. Undisturbed liner samples of the clay soils were subjected to laboratory unconfined compression strength, moisture content and natural density tests. Some of the unconfined compression test results were lower than would normally be expected, as compared to their respective standard penetration values, but this was due to the brittle or sandy texture of the soils, which reduced their cohesion and caused them to fail at strains ranging from approximately four to eighteen percent. Eight (8) permeability tests were performed on representative samples throughout the site. Detailed soil test results are appended. RECOMMENDATIONS: It is understood that it is proposed to construct three buildinga with the following design criteria. 1. Containment Structures: Hat foundation, one hundred twenty-five feet (125') diameter (approximately), to be constructed at twenty-five feet (25') below the existing grade, with a gross load of eight thousand pounds (0,000 lbs.) per square foot. i. Service Buildu.ng: Mat foundation, one hundred seventy-five feet by one hundred twenty-five feet (175' x 125') aprroximately, _

MICHIGAN DRILLING Co, FILE No 60-133 to be constructed at a depth of fifteen feet (15' ) below the existing grade, with a gross load of three thousand 1 pounds (3,000 lbs. ) per square foot. 3. Turbine Buildings a) External colurans on spread footings. b) Turbine on mat foundation To be constructed at or above the existing grade on an engineered backfill with a gross load of three thousand pounds (3,000 Lbs.) per square foot. Inasmuch as the designs of the buildings have not been finalized, and their locations have not been deteremined, this report has been prepared to serve as a site feasibility study. A chart has been prepared showing the allowable bearing capacities of the soils at various elevations in each boring. No allowance has been made for foundations subjected to vibations or alternate loading and unloading, or where adjacent footings vary greatly in size. Good engineering practices dictate that all foundationc be placed below fill deposits, organic and slightly compact compressible soils in order to avoid objectionable differential settlement. It is apparent that heavily loaded mat foundationc could be constructed in the areas of Boring Nos. 1 through 10 (one through ten), with *che designated allowable soil pressures for each stratum. The turbine building could be constructed throughout.

MICH12AN ORILLING Co. FILE No. 66-133 the investigated creas, providing the backfill soils are constructed in an engineered method. Foutings should nom be placed in the sand stratur.. at an elevation whereby there would be lect than twelve inches (11") of sand between the bottom of the footings and any underlying layer of cly. Rapicly draining ground water immediately above the clay might induce scouring of the sand, thus promoting the condition whereby settlemenu could occur. Where it is desired to raise the existing grade, and construct a building on the compacted backfill, it will be necessary to remove the topsoil, fill deposits, ) organic and slightly compact compressible soils and replace ther. with clean compacted materiis. After stripping, the subgrade should be proof-compacted to a uniform density. The select backfill should be placed in layers not exceeding nine inches (9") of loose thickness, with each layer being thoroughly compacted to at least ninety-five percent (95%) of the maxinum density as determined by an A.S.T.M. D-1557 Value (AASHO T-130). The mois:'tre content of the fill must be maintained at or near the optimua moisture content dermined from the laboratory compaction test standard. No fill should be placed u,wn frozen groundror should any frozen fill be permitted to be placed. Where the work is interrupted by heavy rain, the operation should not be resumed until the existing subgrade is in a,

uscHirAN ORILUNG CO. FILE NO. 60 '33 suitable dry c ar.dition. The backfil.L taaterial should consist of, bank run sand and gravel or selected sand, which :: asst be free from organic natorials or other deleterious substances, and conforr..ing to 211chigan Department of State Highways Classification of Porous Grade "A" Ikterial. It should not contain rocks or lurnps larger than six inches (6") in di m.eter, nor should it contain raore than twenty percent ~ ( w,.) o f silt and clay combined. 1 In some locations the limiting factor which will determine the practibility of the backfill raethou is the prevailing ground water conditions on this site. It is imperative that the excavations be maintained in a reasonably dry condition, so that the moisture content of the backfill can be controlled while it is being placed. It is expected that some pumping of the excavations would be necessary in order to remove excess water, and if the bottom of the excavations is still wet, the first few layers of backfill should consist of crushed stone or gravel which will achieve their near r..axi;.ana der..itiec under their own weights. 15aildings canstructcc. upan the cor..pacted backfill could be designed to exert coil pressures up to three thousand paunds (3,000 lb.),per square foot. These foundations woulc be subject ta a slight amount of settlement which would be within tolerable limits, provicing the founc:atious can be suitably reinforced to r.cko them quite rigic. Somo fluctuations in the lovel and concentration of ground water are expected throughout the year, inasmuch as surface seepage water increases the volume of water present during the spring season or after a prolonged period of precipitation. Tho water table v1.11 gracually recede throughout Lho sur:daer or full periods, thereby reducing the water volume. Excavatians extending below the watc; table in cohesive soils could bo ianintainoc in a relatively dry and workable concition by the ucual pumping methods. But excavations extending two to three feet (2' to 3') below the water table in the s md strata, may require the use of a well-point system to control the free water and to stabilize the soils. In deep open excavations, the fine sand will becomo " quick acting" after the confining effect of the surcharge load has been removed, and care vill be required to avoid any unnecessary disturbance of the bearing soils. Where deep basonants are coz.templated in the sand strata, it will be necessary 1 to provide an adequate drainuge syt, tem to protect the floor fraa the effects of hycirostatic uplif t. The above information will be sufficici.t to under-take a preliminary foundation design, and any appare.u foundation problems should be irr.ediately recsgni::abit. - <

These individual problems could be carefully analyzed in the light of new information developed by adcitional test barings which are recomended when the exact building lat etions and sizes are cetenained. It lay be necessary to perform consolidation, tria).lal and other pertinent tests together with a settlement analysis. After ' hc prolininarf der:1gt, is startet., a con-sultation c.ould be arranged to discuss an" mtential problens and t.) develsap further f.aundction studies. i -

68-133 to o,soit,,,,,,,o 1-x. ggg3, ggg1g g .Paoncv P,,goposed Nuclear Power Plant ,,,,,,u,,,,,,,,,,.a e % ,,,,, Consumers Power Company '*sss wromsuo ewus Midland. Michigan 2/13/68 609.42 o,, sun,,c, e te,. f ~~ s ei. . n.i u,. c r, a 7, o4 L., 4 SO1L DE$CRIPTION F., e - 5 we.P c.p. s .h psf. sn P.s.r. Stiff sandy black topsoil l'0" 1A r 2_ Compact moist medium browr: 2 9.1 103.1 _ _ _,. UL L sand, light vegetation 4-5 4 1B 4'6" Very compact wet medium 4 18.5 126 6 6-, br wn sand 7-11 6'0" 1 1C. Compact vet medium brown 4 17.8 117.0 _ UL - d 0-88 g,3" 6-10 \\ Extremely stiff moist l10-blue clay and silt 15 21.4 129.8 23650 1D UL_ 25724 ~ 12., , 14 '. Z lE- ) \\ 12 22.9 129.5 30200 ~ UL. 16. 20-32 ~ 1 '0" Extremely stiff moist blue 1F 20' clay, streaks of silt 16 20.4 133.1 33200 UL-27-4, 1G l 25 ' 23'0" Extremely stiff moist 25 20.3 129 0~ 1550 UL blue clay, silt, layers 37-55 lH l 30. of sand and silt 14 20.1 129'. ' '13860 UL 31-41 I 35 13 23.7 123.] lI : UL 28 4C 1 J.' 40_ 20 20.9 127.'l 22700 n" UL 42'6" 35-43 45. Extremely stiff moist blue 20 21.9 127.3 30600 1K. y UL_ clay, streaks of silt 34-5C g 50, 20 20'.4 129.8 IL UL, 30-52 35050' - ~~' 55 ' ~ IM U 20 22.4 129.1 15040 UL 37-M 60 IN l 19 17.4 128.8 UL-10 g 65 63'0" 29-4: Extremely stiff moist 16.5 132.3 37300 blue clay, sand and 30,65 UL 6 {. g 70. pebbles, streaks of silt 17 0 133 1 30;72 g l 75 35-6216.7 134.8 23750 g I 80 83-6514.9 133.1 24150 & \\ ?7-6(16.3 136.0 26500 ^T 1S g UL IT g 90 30-6517.0 135.9 15620 ] UL 1U l 95 33-6516.9 131.9 21700 ~ UL IV 100 g 3 5-6516.1 137.3 11640 UL ......s. ........o..........s a 0:sfua 80 ..s.14CouMTEaED At F T. b ins.

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==oase,. Proposed Nuclear Power Plant n. .,.4 P, ....a r } Consumers Power Company ',',8 '[,' ' "[" * '[' " " ' t oe.,,,,, [b' Midland, Michigan ,,,,2/13/68 s ,u.,.c, e t e,. 60L M gs si.-. as . n .a u.s. c.- re.= a r, o6 t. 4 S O 1 t. OESCRIPTION P. r-5 w ptr. s=,* psf. sh P.5.P. O'5" Firm moist topsoil 2A i 2. Firm moist oxidized sandy 6 13.2 136.S 6300 UL 2'4" silty variegated clay, 12-lE 4 sand and pebbles 2B -3 8.9 139.E -. Extremely stiff slightly UL 6 4;- moist oxidized sandy ' - ~ 6'0" variegated clay, sand and 45-6] 8.0 146.5 ' g 2C pebbles, streaks of sand E D- # Extremely stiff slightly ~ = ~ 9'0" moist blue clay, sand and 25 8.2 143.E ~ 3080C -- 2D f 10 e g .<js dation pebbles, streaks of oxi-28-3] -- 12_ . x S Extremely stiff moist i 14_.-d sandy blue clay, sand and ?-'s 13'6" pebbles, 2E 1 ..26 8.1 145.E UL, 16'~~ N Extremely stiff moist 31-40 ~ ~ 2320C ~ sandy blue clay, sand and ~~ ~ ~ 18 ] pebbles, slightly silty 20' \\ 2F g 29 7.9 145.5 23100 '\\. 36-40 UL 2f,. l 2I.. 4 36-43 74 144 2 - 2 11 ] 30_ 28 - 43 9.0 144.E 18900 UL 3( 31-52 8.5 142.2,24550 , l g ,2 40-33.- 51 9.3 146.3 24850 2K - l 47-34-59 91 137*- UL. 2L. l 50_ +1-58 8.8 145.3 .2610C e UL 2M l 55-34-46 9.0 144.9 8350 UL 2:i. l 60. 25-40 9.0 141.0 48700 UL 20 ~ - 65' .g. [ 10-W 10.3 146.1 ~ UL -]70'_ h 39.g 2P. 16.0 136.1 28250, A, ( 75,5\\ 25 14.4 136.9 23750-2Q ~ ~~ 75'0" \\ Extremely stiff moist blue +1-60 80 clay, sand and pebbles 8 2R l gt slightly silty 23 42 16.0 135.9 18240 2S l 85 pg 16.1 134.0

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.h psf. sh ,e s.p. ,, q Fim moist copsoil, peat 2_ l'6n content 6 15.8 134.; 4060 3A = UL Very stiff moist sandy lO-lC ~~ = variegated clay, streaks g 480" of sand q 's .s. 3B 19 7.5 146.2 24350 ~_" ~. UL 6. Extremely stiff moist 25-3C \\ 3C q y very sandy blue clay, 21 7.2 140.5 25400 sand and pebbles, some UL w. exidation 29 3D 9 ~ 10 35 4c 5.9 145.E 12040 UL U 12.. 3E I ~' 29 M 7_A3 141.0 _ ~ ~~~1 UL, 16 \\ 18. 20.- r 3F y 27 7.6 144.0 21900 ~~ ~ UL 45-gl 3G [ 25-3> 8.4 145.1 21900 C'a. '5-49 + 3H. 53 0-. 38 7.5 145.e 10200 UL d +8-51 3I. R3I,- 33 12.8 138.2 UL. +5 49 j 3J. ]40_ \\ 39 8.1 146.3 26300 UL 50-60 3 K.- l45-35 9.5 146.0 29600 UL g +7-53 3L. 1 50_ 38 8.4 144.7 33050 UL L +6-55 3M - t 75-29 8.5 142.4 27750 UL.. A-52 3N_ [ 60-31 9.6 144.8 _30400 UL +5 50 UL' l 65 N 30" Layer of vtry moist 2 L1.2 141.0 30 '3" gray sand 38- 0 q 3P. g7 0'._ O Extremely stiff very 27 8.4 144.9 26000 s UL s. sandy. blue clay, sand 37 43 l 75 'c 74'6" and pebbles, some oxidatics 29 LO.6 144.3 3Q s 7I'0" 39' 7 N Layer of wet gray sand, 80 slight clay content [ s 134"8 \\ Extremely stiff moist 38 6 33 e 85 s 29 L8.3 134.6 21900 W .g silty blue clay, sand and 3t 3T F 90 \\ pebbles +0-53 27 15.9 133.2 23750 N JL a 37 45 [ [ 95 19.6 134.E 100 _t" 100'0" 26 15.3 132.2 25250 3V [ JL 40-51 ARMA Els GROUND WAf tt CBSERVATIONS TTPE OF $ AMPLE o. OstfuRStO G.W.thCoumfgaEO At 75 PT. O i= s. W. L,*UNDIS T. LINE R 4.W. EseCOue.f geg D AT 87 se g. e s.v-s 6svTues ...,,, ce.,s e r, 7 5,,. 0.. I'.0**I#b8I I R CenOCK COAT G.W.AFTER M 8 5. F T. I N S. 3,,,g.,4 p, ,,.ee T..e-0,e. e F.'.00 6 le l' We* ugg gEg orasa - is. - p.n w, C e m.

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68-133 i.o o, son,.. ,o 4 AIICllIGAN IlllILLING CD. PrODOSed Nuclear Power. Plant n. P..6 e,,-. Pe. JECT n4ss Tomimo A enua Consumers Power Company Midlan'd, Michigan ,,,,2/16/68 607.18 s u., e,, L,y. s 4. as. u. a. u.c T.-.... & Tr o 501L DE$CRIPTION P 4** 15 8.. P C.P. 5s,* PSP. Sh e P.S.P. . o 6" Firm moist topsoil 4A l 2 4 14.6 129.E _ Stiff moist oxidized g_y UL L ..a variegated clay, sand and Pebbles, layers of wet 6 22.6 122.: _ 4B UL ) .$ '/ gray and brown sand lo_13 t,c p Extremely stiff moist 11 21.0 128.4 '-~ silty blue clay, sand 15-2: UL a 8 's and pebbles, streaks of 6 s 4D 3 10 4 silt, oxidized streaks 13 20.5 132.9 '7500 ~ UL i 22-2; 12 s 14 9 ..14 20.4 UL_ 16' g 21-20 " 128.8 __.7300. 4E \\ *. I 1 i i g t s 20 \\g 21.9 128.6 4250 47 ] '\\s' 13 UL 27 40 g 25 s's' 23 4 1 21.5 128.6 5550 UL 24-26 ~5450 g 30'.',* *' 14 20.5 128'.8 - 4H : [ g,\\ UL 35. 21-25 4I s-16 21.6 127.3 = UL L \\\\s 23-2E 1 ' \\\\ \\' 17 21.6 128.8 ~ 4J 5 ,o-23-2E UL L ,s s\\ 4K g 45' s',A~ 20-2E 125.S 3500* ~ 16 22.2 UL _ \\' s 4L g 50 17 21.1 126.8 14940 s' ' 19-25 ~ UL bM yy ,s 17 25.8 121.3 23550 UL 20-2 g 4N 60'0" 20 14.'3 137'.3 23350' 60 g sk Extremely stiff moist 38-6: UL 40 65. silty blue clay sand 19 14.2 137.1 35000 m UL

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toe.g.a. Consumers Pcwer Cer.ranv ,'*,"l,"",,,,,,,,,, _ Midland. Michiran o.,,2/15/68 ..,ac, s te,. 601. 4 T s4 es. um.e.. m .e u .C T... & T, o* Ld SOIL DEsCRIPTlON F. e** 4 we. p C.F. s ,m psp. sh p s.r. ~ 1.on Medium compact wet fine 2 brown sand, light organic 6 15.6 117,.1 _,_ = 2'10" '4 Co t vet fine brown ~~~ ~ 5B. 9 sand 16 15.2 121.1 ~~ -~ UL d 23-30 -~- ~~ 6 Extremely compact wet TC P fine brown sand 14 15.6 124.3 0 b UL-28-34 ~ ~ - 8'6" 5D [ 10~ fine brown sand, streaks Extremely compact vet 20-yCL7.6 119.2 UL = 12 /.4 f medium brown and gray sand 14 SE 1 N RI 28-62L6.5. 120.1 [ UL, 16 18 20 32 4012.7 106.E 5F g UL 21'6" 5G Q 25 Extremely stiff moist - s silty blue clay, sand and 11 20.0 129.2 13280 UL. N,s pebbles, occasional tre. 20-23 5H. g 30 x streaks of silt 14 16.5 129.C.7850 UL N 20-23 s s { 35 k '- 21.9 127.G3100 20 2 TJ 3 19 I_ ~ 40 UL , 4 21-2L 5K m 45 19 19.2 129.1 22300 s UL L 22-26 50 \\k 5L-L 12 15.3 129.7 29700 UL 5 ' ') 23-25 5M [.55 s 13 19.3 127.2.17260 UL-S 5N 60 %\\ 53 on 24-3c 13 17.2 131.9 UL k Extremely stiff moist 22-2E 50 g 65 ?. silty blue clay, layers 12 20.0 127.4' 8150 f 8" 8 UL 67'0" 23-27 ~ 8 [ 70 Extremely stiff moist 19-3F14 d 134 5 silty blue clay, occasiona l 77.s streaks of sand 22 12.9 134.5 28550 [ SQ a U \\ UL 30-32 80 gg l 22 13.2 134.1 22700 ' T.' UL 34 4L 85 k' 12 13.0 136.5 26300 SS UL J 24-3C h UL 0 90 ?s 17 15.7 134.5 19700 5T' \\. 25-32 g] ] 95 I 17.6 134.c 21500 26 L 100 Sy ; 100'0" 20 15.5 134.5 18440 JL 27-3E annana s, caouao waTen ossenVAhoM1 Ek - Distumeto a.W.t*CoumTtatD af 1 F t. O iat u.L.-u=* Jest. Lima n o.s. ENCoumf tet0 af a T. sut s.TesutheTfust s.w. arvta Coasettilose h1 F T. 0 ..t s.L-spLif spoem i m.CemoCK Cons ,,g ,, g, s sid d P., n.m T..e-0.s..ag 7'00 s i. l' * 140 e Me p.48.ae 304 Ces.e m.d. As 4" Ise

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l 68-133 6 too o, soit ,o MICHIGAN DHILLING EU. 0. Proeosed Nuelear Power Plant n. 4 p, ....a e ,=02:C, I Consu:ners Power Compally 94ss v0=ino a 8wua goc,,,, j g,,,, O Hidland, Michigan 2/23/68 607.67 ,,,, c t.. s i. ei. u w. u u... c r. &T .0h L4 SO1L 0ESCR1PTION Pw sa s v., p.c.p. se ,4 esp. sh.w P.S r. ^6 Medium compact moist black 1, O,, 6A p2~ sandy topsoil, medium veg-2 18.3 129.4~-~ UL ( etation 3-3 4'0" Medium compact moiist med-g 19.2 129.1 6B \\ h 7_7 ium discolcred brown sand UL j 6_ i N,. Stiff moist silty sandy k 6'2" blue oxidized clay, streaks 6 22.1 129.4 3100 ~~~"- 6C l . g. \\ \\\\ UL_ , 8._ , ',\\ of gray sand 10-1. 6D. f _ \\ g\\ Very stiff moist silty 8'4" ~10 24.2 128.8 6300 sandy blue clay UL-,io-s 14-lc - -- \\ 12 - Extremely stiff moist siltT-i \\\\s blue clayt occasional J streaks or silt g ' ~ \\, 75 22.5 ~ ~ 6E' UL[ 16~ \\\\ s 16 2: - l'27.3 - - -8450- ) ~ d \\\\ N 18 _ j20_,,~ 21 L9.8 126.8 18620 6F UL- - \\ 8 25-3] 60 NT- \\\\' 17 22.8 127.3 _l'38601 N\\s 27 8 _16100 N 2f UL. UL , 30 _ \\ \\ 1 23.1 127.2 6H. \\\\ 28-3 < ~ s r35- \\ \\ 's 6I 17 18 0 28 131.2 ~9700 UL g 6J' 40' 16 20.5 128'. ! ' 6630 ~ g g\\\\ 27-3: ~ ~ UL' 's 6K l s . 16 20.3 132.3 23100 UL - \\'g 18 21.3 127'd "~ 6200 19-24 6L l 50_ s \\ 20-2H ~ UL ~ '\\\\' ~' 18 6M gt. l II- \\ 24 _3J1.2 121.9.38700. 6N- [ 60_ . s 60. 9 65-_ 'e UL_ ' \\ - 65'On 25-5314.3' 139.E.'12700 UL_ Extremely stiff moist \\ s,' q. silty blue clay, aand 27-5215.5 134.7 17750. \\'- 6P UL, g 70, and pebbles 6Q - l 7I-O', 2 9 - 51,16.0 136.3 26500 L-R.. g 80_ \\ ' \\'. 25 15.1 137.5 4950 UL/ - \\\\' ' 9-58 - ~ ~ + g 85 s s" 27-5116.6 132.3 31100 6S UL sg s ' 6T l 9' \\ 26 4E16.8 134.7 23750 \\ s' 1 UL 6U [ 95 s ', 29-5C15.4 137.3 27350 s c UL 100 _\\ ' ' ' ' loo.on 27-51L5.6 137.5 6V = UL .u.m AtuaREse CROUND WAfta 005tavefleMS TYPt OP SAMPLE 0 -OstTumes0 0.s.twCoumfEnt047 2 FT. O n.. RAbev40sST. LINRIO G.W. EnCoul.?E AE D At FT. sht 0. ,,. CO. 6 st. 21 av. 0 ..t tv-saa6evvues

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68-133 Loc 'Or soit sontN9 N0 7 AIICIIIGAN DRILLING CD. Proposed Nuclear Power Plant .e.,w,...,,.e s,,, ) Pacaec, I l Consumers Power Cenpany ijss to=lmo e=ua u 60C a fio,, Midland, Michigan ..,, 2/29/68 614.33 ^ ,o,,,...t.. se.,i. .i. ane me.es u Co T. & Type 0.eeti La S O l L. OE5CRIPTION r., a** 4

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O'3" Ash road surface 7A. 2 4 8.3 132.2 Compact moist medium ~4 4 UL / 7B 1 -g brown sand and clay fill -4 10.6 132." UL J !6 . "I ~~ 7C s 3 9.9 132.3 UL. J 8 ,gy 4-3 0, 5,, Extremely stiff moist s lo silty oxidized variegated 6 21.3 127.3 4750 7D. UL. ay, sand and pebbles 13 -1; 11'0" .12-Extremely stiff moist ~ - ~- silty oxidized brown !. lg. , F., clay, sand and pebbles 19 15,7 13g,o 7E. UL d 22-29 $ _16 18 17'6" Extremely stiff moist '- N silty blue clay streaks UL_ 20 ofsilt, oxidation 17 13.8 129.4. 4750. 7F Ns s 22-3] s. 7G I '25 Nx 17 19.2 130.8 15620' UL- -30 23-{ - 7H-l UL 1 20.0 12'. 7 23200-s 17-26.- 7I. l.35 ss 13 14,7 132.9 10200 UL. .~40's 12 19.3~ 129.8.12700-Ns - 16-27,. 7J UL- 0 15-29... - ~~ 7K-C .J 48'0" 19 - 13 18.8 128.3 21700-UL ,,ks Extremely stiff moist - 22 11.7 140.9 24650 7L-l 50 UL. \\ silty blue clay, sand 38 4a _/5 and pebbles 24 11.3 141_.3 7M. l UL, N'b 39-5; 7N. p. 60 23 16.1 129.8 22500, UL, _.65x' 28 17.2. 133.3,30100' s3 i 37-40 70 UL^ I 48-50 s 7P 26 L4.1 133.6 27350-42-49 UL- - - -75 7Q 5 27 L3.6 133.3 27750 UL N-3 39 4F 7R g _8C.ss 28 15.2 134.E '.23750 UL 38-49 7S r 85\\, x 27 15.0 134.E 32750 (% 35 1 UL 7T' 9C 26 13.7 134.E 29050 . ~.. - UL O \\ 33 4! 7U ! ,\\ 26 14.5 135.E 23450 UL 35 40 7V y LOC-\\ 100'0" 29 15.2 134.5 28150 UL 39-5: l ..............T... c.- 0:sfunego e.v. EncouuTango af 2 r?. 6 =s. W.Lew40tsT. LeutR 4.s. EmCownf anEO af P T. 188. e.s. AFTgm Coas*LETsom P T, 0 S.Telmaker Tweg l s.t.-SPLIT 5P0006 A.C,m0CK Cong g.w.aptgn wa s. FT. ene. WP en f.p_ Del aa, r*00 lem, lee l* Wuli gmm gg gg ofNE8 - 140 a poemme, penan, 33'*r Cain. unde As 4** I,eer.el. aso-sea i s ? .ess

6tl-14 4 i.oo or soit sonino no._s>- ggjgggg ggrg g .00 0. Proposed Nuclear Power Plani eacaser I Consumers Power Plant usss vv0msmo Avemos b ~ " 38- "'C"" Hidland, Michigan 2/20/68 613.97 ,,,,,c,,,,,, so. pie Stee. Moe we Neewei 6ine. Come. Tee ,,,oe a 7,,e 0 L4 $ 011. DE$CR1PTION P., c-it me, p.c.p. s si pse, ti., p.s.p. J ' 4" Cinder road 0 ~ 8A e 2 5.2 98.1 ~ Medium compact moist mediu: 2-3 ~ UL l -g brown sand fill, discolored streaks 3 8B' t UL 4 3g 108.2 _. _.. 9.3 6 ~ ~~ 8C 4 5 ' 9" 12 UL_ 8 Extremely compact moist 1g_14, - medium gray sand, layers 8D' ' of blue clay 12

9. 5 1 @.E 20MO UL-b J'gll Extremely stiff moist 24-lE brown clay, sand and 12-s, s '.,'s pebbles 8E.

l!+ Y,' s Extremely stiff moist silty 13 18.0 129.5.21150 \\- blueclayfsiltsand and pebble:20-25 ~- UL.. _16. ', ' ' ' '. x streaks o ig l 11 22.3 129.E 8F 20. } UL-I g 15-2, 2{ 17 21.7 126_.E i[6100' ~ 8G l 24-C UL. s' 3 1 23.0 124.2.12420 s 8H. l 30 ~ ~ UL ,,' s 2b4 126.E h0760. 20-2; l '3 - 17 g 4 05 16 22.7 124.E 2330 8J. 3 UL . \\,' 20-2' ~ 45, 43,o. 15 16.2 8K UL' I Extremely compact vet 24-3 133.1 m ./. medium gray and brown 8L g 50- .- r go,0" sand, high clay content 14 13.4 127.3 UT,. 25 t j 55-Extremely stiff moist 3 13.'7' 134.s - ~ - ' '---- ~ 8M s. s s - silty blue clay, cand 56-7t UL and pebbles 33-5:11.9 138.2 ~ 8N 5 60 s UL. 38'-6:13.9 137.C ~

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Proposed Nuelear Pcwer Plant ,,a,,..... I Consumers Power Company ',*','[,*"',""'[,'"*' 3, ) b' Midland, Michigan ,,,, 2/15/68 609.0 s ei. u m .e u .C 1-. & T. c* La $ 01 t. DE$CR1PTION F., c' 4 we, P.C.F. Se,.a.e PSP. Sh e R 5. F. Compact vet medium brown 2 sa nd 8.18.9 124.! 10A UL 4 9-1C 1 -V \\%s 3,0,, 10B 1 Y Extremely stiff moist 9 9.2 149.C 4150 '\\ silty blue clay, sand 10-1f UL 6 and pebbles, streaks s 10C [ 9.6 144.E 21700 of silt and oxidation 30 O[b UL 10D f 10 13 18.8 131.2 22700 i UL ,a 23-3C 12 s' 14 ~_ ' [' 1,- ~ _ ' _. s s f l 10E UL 16 12 21-2E x v (N., 10F j 20 s-13 20.9 124.E 7300 UL k' 22-2( i 25 11 18.6 131.3. 10G [ UL k' N-22-26 s 10H E.30 15 21.9 127.3 8550 UL 35;',\\,x 34'0" 23-25 Extremely stiff moist 21 22.4 127.5. 10I ; 20450 UL ss' silty blue clay, sand 23-27 ~19700' 10J 40 and pebbles, occasional 17 20.8 127.3 UL layers of sand 22-2' 14 7 134.9 [ h h,0"Moistfinegraysand 50 9( 10L l 50 ' Extremely stiff moist 20 14.9 137.3 14650 s UL and pebbles, occ,asional silty blue clay saod 27-3; ~ 65 1CH [ g' 19 14.1 137.3 23350 UL layers of sand 25-25 s 60 10N ] s 20 15.2 138.6 26000 UL 28 4C 100 q 65 21 14.2~' 134.8 '30300~ \\ UL 8 's ' 30-3' ~ 10P ]. 7.0 UL 28-3 137.3 11890. 20 16.1 10Q 9 75 g '\\ 30 16.3 133.6 24150 UL 40-5: s, 10R ? iB0 26 17.0 136.3 28150 33-4 UL 10S ,8 5 \\ - 25 UL 3 5-w' 90 Y \\ 10T J s\\ 29 17.3 134.8 31850 UL 38-i s h 2 13.0 133.6 18900, 33 ; 10V [ 100 100'O,. 25 15.7 134.8 18240 UL 34 4C' \\ .E .............1,.. (L - OsSYumsED 4.e. ENCOugf ERED af 2 Ft. O i.o U.Ls-UNDalf. LissER 6.W. ENCOUNTERED AT F T. IN S. LT.-l EL ST TUSE 5 5 - 5"'" 8'o*" G.W. AF TE4 COesptETION F T. 0..t I a.C,-ROCK COmt .,,En e v. So ded Pm.si T e.0,svene F'00 8 ,1w l' wisei i .n ,p.n ar,c mw. 4. c i,. i. ugg gEg oTasa - GIO.108

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Joe Ms. 6b133 Loc op 5;it gogisc g3, 12 Proposed Nuclear Power Plant ,,oJEc7 n..i....d Peele s sieaal Easia.. toCAfioN Consumers Power Company i4sss WYOMING AVENUE DETnOff, MICHIGAN 48238 Midland, Michigan 2/15/68 622.48 3L,,,c,,t,y, s.i. eie.. u.i.... N... e i uae. C.. T,e.... / s T n. o..ch i.. -4 SO1L DESCRIPTION Fw 6" we. P.C.F. Streasth PSF. Sheer P.S. F. d', / Extremely compact moist 1 f# sand and gravel, roadbed EfdL' 1,6n f23 2 Very compact moist lightl7 6 UL W' rganic sand fill 11 21.0 123.1 3 fi ' 70 "~ 3'6" Medium compact moist 4 '" 12B '. _. - 4'3" organic sandy swamp i bottom f UL 5 7 19 1 117 1 Compact vet fine brown 7 6 sand 12C __7_ T UL 6 20.4 116.6 6 8 9 12D A UL 10 6 18.7 120.8 2200 h ? 11 11 ' l+" N Extremely stiff moist 12 sandy blue clay sand and pebbles, high 33 14 12E U'L-9 15 15 9.4 145.7 16960 y 10 16 - kg 17 -\\\\\\ 17'6" 18 Extremely stiff moist sandy blue clay, sand x and pebbles, layers of 19 \\,. sand 20'0" _ 30 13b3 2115b. 20 ,y,, o,3,,,t, neMAnus. GnouMo WATEn ossEnVATIONS 0.- DISTURBE0 G.W. ENCOUNTERED AT 3 ,T. 6 N s. U.L.= UNOIST. LINER l G.W. ENCOUNTE AED AT F T. iN $. S.T.-SNELSY TUBE 5.5.-SPLif SPCON G.W. AFTER COMPLETION P T. IN $. R.CeROCK CORE G.W.AFTER N R S. F T. IN S. $,,,g,4 p,,,re sen Test-Driv 6ng 2"00 5 ,l., l' W6th o.W. volumes Heavy OT NE R - 140 s Ham w Felling 30"; Cavat Mede At 6" lewavels esO s 00

~ No.68-133 too or soit sonisc wo.13 ggggmgg Proposed Nucle ar Power Plant RRo;ECT Consumers Power Company ss YOMlMG A EM E toc,T,o,, Midland, Michigan 2/14/68 o,E SU,,,,C E E t ty, 640.23 s.i. si. m.i.e.. see.. u.. c.m.. 7, .....e t in. o..eh Laeend SOIL 0ESCRIPTION For 6" We. P.C.P. Serengeh PSP. Sh.., P. S. F. O'2" Slightly compact moist 131 bla k sandy topsoil ] ~11.5 lo2~E ~~ gL ~ Slightly campact moist 2'-2t 'l T" ~ ~ ~ ~ ' 4 3'3" fine brown sand, light ~ [ 13B rganic streaks -- 4" [7 3 (19,3 s UL ~'I~ 0

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~ V 20. 68-133 oc cp $;ll 8: RING ND. 14 L M r. ggg gggy g Proposed Nuclear Power Plant ,,,,,ey ,,,,,,,,,aP,,,,,,s....,i.,, Consumers Power Company idsss nOulwo AvEnut I.OC ATION I D E T R OIT 34, MICHIG An Midland, Michigan 2/22/68 629.14 ,,TE Sumr CE ELEv. s-issi. si. a.ae,. u.e..: u e. C.. T,an...,.. & Tve. o.eek Lee.ad SOIL DESCRIPTION F.c 4" Wo. P.C.F. Ser neth PSF. Sheer P.S.F. '^ O'5" Black sandy topsoil \\ 14i 2,

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O V' Gjt ' O BORING NO. lA M' gi / a f \\V \\ p.k) 'UO \\ Geologic Log \\ f of Maness Bedrock Test #1 Midland Nuclear Plant Site February 29, 1968 From Samples and Driller's Log Elevation of Hole - 605 44 CL Drilling Type Material J apth Elev. Thickness Organic matter and topsoil 0-14" 605 4 14" Med to fine grained, red to bra streaked quartz sand with streaks of organic matter; drilledabout1 min /ft 14"-41'. 604 41' Gray-blue clay, very compact, quite sticky, minor silt con-tent, occasional pebbles; drilled 2 min /ft M." -108 ' 563 66' Sandy blue-gray clay approaching an argillaceous sand occasional pebbles; drilled 1-1/,2 min /ft 108'-165' 497 57' White quarts sand 165'-167' 440 2' Blue-gray clay, occasional pebbles 167'-170' 438 3' Quartz sand 170'-171' 435 l' Blue-gray clay 171'-172' 434 l' Sand 172'-172 5' 433 0 6" Blue-gray clay 172 5'-176' 432 5 3 5' Very compact, hard blue clay 176'-177' 429 l' Compact, hard, fine grained sand 1778-182' 428 L,.

2 Drilling l Type Material Depth Elev. Thickness Very fine grained quartz sand, fairly well compacted but not so much so as previous sand; mir.or clay content - probably mike suitable water zone 182'-207'

423, 25' i

Brown-gray gumbo clay very sticky, drilled 6 min /ft 207'-212' 398. 5' Brown-gray sandy clay; more like a sand than a clay; silt sized sand - quartzose - high clay content 212'-223' 393 11' i Very soft, very fine grained brown quartz sand, easily drilled, good water.5and, silt sized sand grains; begin to get occasional pebbles of pea gravel size as you go deeper intothesand; drilled 20sec/ft 223'-246' 382 23' i Pea gravel and sand 246'-247' 359 l' Soft, very fine grained brown water sand, easily drilled; drilled 20sec/ft,'.iardstreak between 263'-265', gravel con-tent becomes greater the deeper into the sand one goes; gravel variesinsizefrom1/16"to ,1/4" diameter;thiszoneis taking drilling fluid, must be very porous and permeable 247'-275', 358 28' Yea gravel and sand, excellent for water zone, also taking drilling /16"to1/4",apparently fluid, grain size of j gravel 1 unsorted; minor clay content 275'-304' 330 29' Medium sized gravel particles size from 1/8" to 1/2" dieneter, unsorted 304'-305' 301 l'

3 Drilling Type Material Depth Elev. Thickness Very compact medium grained gravel with sand, difficult to drill; drilled 5 min /ft 305'-306' 300 l' 3 Gravel and sand, easily drilled most likely water bearing 306'-309' 299 3' Medium to coarse gravel - size m-varied from 1/8" to 1/2" dism- / eter and larger; very difficult j to drill, find occasional thin aandlayer; drilled 15 min /ft 309'-315' 296 6' Hard compact sand with clay seams 315'-319' 290 4' Very compact clay, very diffi-cult to drill, brn in color 319'-322' 286 3' Porous sand, very soft, medium grained quartz and with pea gravel; get coarse gravel streaks in places; drilled 30see/ftverygravellynear base 322'-357' 283 35' Bedrock - black-gray shale 357'-418' ' 248 61' Pennsylvanian Saginaw Formation Core 363'-365' Description 363'-365' competent black-gray micaceous shale with stringers of silt sizedwhitequartzsand1/16"to1/8" thick;laminatedap-pearance 365'-366' Very soft shale or clay, incompetent, black-gray in color 366'-367 5' competent black-gray micaceous shale with stringers of silt sizedwhitequartzsand1/16"to1/8" thick;laminatedap-pearance '367 5'-368' Very soft black-gray shale or hard clay, incompetent ,e ,_,..,,-.-..,,..-y--_,ee.-,,

e-. i Drilling Type Material Depth Eley. Thickness Gray shaley sandstone, very 1 fine grained, easily drilled, probably a good water sand ("saginavsand") 418'- 187 14' TD in Saginaw Sand at 432 foot depth, elev 173' above sea level. i ) AHS/ ssp Agg 3/7/68 ) i I l I .m r y--- m-, y 7 y

l t micsio4n onittino co, rite no 68-133 PERMEABILITY TESTS RATE OF TEST No. SAMPLE NO. DEPTH PERMEABILITY cm/sec 1 2K 45' 4.1x10-7 2 llc 7' 9.2x10-6 3 9Q 75' 9.5x10-7 4 lY 175' l.6x10-7 5 SE 15' 5.2x10-4 6 13F 20' O.81x10-4 7 3I 35' 15.6x10-4 8 9E 15' O.12x10-4 i

\\ JL3 No. 68-133 Michigan Drilling Company Consumers Power Company 14555 Wyoming Avenue Proposed Huclear Power Plant Detroit 38, Michigan Midland, Michigan ESTIMATED ALLOWABLE BEARING CAP,4ITY IN POUNCS PER SQJARE FOOT y,g woe .EA& tree L20 0 2160 eneo ~ 14.2.,, m ZAL esoe E IJJL 8e** TA.L noe ns rn ro e ^m Jo* seee if!52. woo ,,,o 2006

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T McN AMEE, PORTER AND SEELEY CONSULTING ENGINEERS ...'........m,. ~~-==>a==6>==== ..,m.......m.... ~;- 4a= 4=.oa. =icuiana .........m ...m.... - -... " = ........ m..... September 20, 1956 Mr. Earle R. MacLaughlin Chief Civil Ergineer Dow Chemical Company Midland., Michigan l Re: Extreme Floods of the Tittaba-wassee River at Midland Gentlemen: 4 Pursuant to our discussions on the subject matter and in conformity with our lottor of May 10, 1956, we have investigated the problem of flood hazards and submit herein 1 our report on this subject. In making the study, we have enlisted the services of Professors E. F. Brater and C. O. Wislor of the Engineering College of the University of Michigan, and they are the cuthors of the detailed analysis that follows. The ar.alytical approach used in this study is a now one, based upon the principle of the unit hydrograph, and, in our opinion, produces a more dependable result than does the nore common method of statistical' analysis of flood frequencies from records of pa'at flood's on the subject cnd similar streams. We concur fully in the resultant conclusions: 1. The maximum posciblo flood on the Tittaba-uassee at Midland with present channel con-ditions will produce a peak discharge of approximately 270,000 cubic feet per second and a corresponding stage at the U. S. G. S. . gage at the Dow plant of-approximately 102 feet (Dow datum). 2. The flood produced by a "100-year" rain in combination with average spring conditions and present channel conditions will pro-duce a peak dischargo of approximately 4 914,000 cubic feet per socorid and a corres-pondig stage at the U. 5. G. S. gage at the Dow plant of approximately 92 feet (Dow datum).

4-4 Mr. Earle R. MacLaughlin Page'2 September 20, 1956 Such a flood does not require er.ceptional extreme conditions and, on the average, may be expected to be equalled or exceeded about once in one hundred years. Although the average frequency over several centuries will be about once in each one hundred years, it is quite possible for two or more such floods to occur within a few years. We wish to express our appreciation of the helpful cooperation of yourself and members of your staff in j supplying records.and data used as the basis of this study. ) Respectfully submitted, 1 l McNAMEE PORTER AND SEELEY BY R. L. McNamee RLM:hhs l g a m w

MAXIMUM TT.00D CONDITIONS AT MIDLAND, MICHIGAN INTRODUCTION The Tittabawassee River Drainage Basin lies in a 61aci-ated region in which the geological and hydrological character-istics differ tremendously even within short distances. This can perhaps*be demonstrated in no better way than by a com-parison between the flow characteristics of the Salt River, a tributary of the Tittabawassee from the west, and the Manistes River at Grayling. Although these basins have nearly the same size and are less than 10'O miles apart, the largest flood of record on the Salt is twenty-seven times as i great (expressed in cfs per square mile) as is that on the Manistee. At t,he same time, the minimum flow on the Manistee is nearly one hu* dred times as great as that of the Salt, and n the average for the period of record for the Manistee is twice that of the Salt. Furthermore, it is not uncommon for a certain river to have a long record, free from devastating floods, and then suddenly break loose and go on a terrifying rampage. Here aro c few illustrations. In 29 years of record, the greatest flood on the Arkansas River at Pueblo, Colorado, was less then 10,000 cfs. Then, in 1921, a flood of over 100,000 cfs occurred. The maximum over recorded on the Republican River at Clay Center, Kansas, in 16 years was 20,100 cfs, and then in 1935 a flood of nearly 200,000 cfs.was recorded.

Likewise, in 1913, the Miami River at Dayton, Ohio, experienced a flood that was over six times as great as any previously observed.

/A.. The question naturally arises as to what causes such i extraordinary floods and are they likely to occur on any stream. Fortunately both of these questions can now be definitely and positively answered. Extraordinary floods are caused by exceptionally large rains, or by large rains combined with melting snow, which occur at times when the basin storage is well fillod and the infiltration capacity is low..Such a combination of con-ditions is so rare that 20 or even 100 years of records may i show no flood approaching the size of the maximum that will oc' cur someday. The difference between flood characteristics of adjacent basins may be explained on the basis of the physical charactoristics of the basin. For exkmple, the infiltration capacity of the Manistee Basin is so large that even an extreme rain or a conbination of rain and ar4ow would not be likely to cause a major flood. However, most drainage ba, sins in southern Michigan are not so fortunate in this res-po'ct and are vulnerable to floods when exceptional precipi-tation conditions occur. It follows from the above that the prediction of extreme floods on a stream cannot be done oither by a statistical analysis of the flood history of the stream or by means of a study of adjacent streams. Dependable estimates can only be made by determining the relationship between precipitation and flood flow for the particular basin and by using this relationship to determine the runoff that would be produced by large rains and snow melt which are known to have occurred in regions having similar meteorological conditions. -. ~,. -

^"' w e e e i ~ The flooding potontiality of the Tittabawassee River is greater than average for central Michigan for two reasons. The first has to do with the shape of the basin and the nature of its drainago network. As may be seen in Figure 1, the drainage basin has a fan-like shape with the principal tri-butaries meeting in the reach from Midland to Edenville. The Tobacco and the upper portion of the Tittabawassee, which co,mp' rise 41 percent of the total drainage area, meet at Eden-ville. The three other major tributaries, the Salt, the Chippewa and the Pine Rivers, enter the Tittabawassee in the six-mile reach between Sanford and Midland. This drainage not t.onds to' concentrate the runoff from a major portion of the basin in the Midland area. A second factor which makes the Tittabawasses susceptible to large floods is the low infiltration capacity of the basin. Adanalysisofmorethan75floodriseshasshownthatin early March the infiltration capacity of the basin may be nearly zero, and even in June only a small portion of an intense rain may enter the soil if the soil has been wetted by a previous rain. The Tittabawassee River discharge is affected to some cxtont by storage in a number of impoundments located on the draincgo area. Regulation caused by these dans occurs pri-marily during low stages. They were found to exert very i i little effect on major floods. The question of whether or not one or more of those dams might fail during a large f1;od was an important factor in the overall problem..

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The prediction of maximum flood conditions for the basin was 5reatly facilitated by the records obtained by the U. S. Geological Survey. These runoff records, together with precipitation data from U. S. k'eather Bureau Stations, permitted the determination of the infiltration capacity of the. basin for the various seasons. Thore were sufficient flood hydrographs to determine unit hydrographs for not only the Tittabawassee River but also for the principal tribu-tarics. The corresponding distribution graphs provided the mecns of predicting runoff hydrographs for typical large storms. BASIC DATA AVAILABLE l Continuous discharge records are available for the Tittabawnssee River at Midland for the last 20 years and also on four tributaries for various periods. Table I gives the location's of the gaging stations (also shown in Fig. 1) and 'the periods for which records are available, together wI,tb other pertinent data. Discharges during selected flood periods were also computed for the uppar Tittabawassee at the Socord and Sanford dams fron records of gate openings and water surface elevations supplied by the Wolverine Power Company. The area above Secord Dam is 210 square miles and that above Sanford is 1,020 square miles. The locations of these dams are shown in Figure 1. i Additional discharge records for the Tittabawassee River were obtained at Freeland (about 10 miles below Midland) -4_ -w. ,-~e,-- ,,_,,-,,,.,,,.,.,-,.._,-,.,,--.,,,--,.,...,,,_,,,,,,,-.,-_,-,-.-m

TABLE I GAGING STATIONS IN THE TITTABAWASSEE BASIN Drainage Period of River Gaging Station Area Records Tittabawassee Midland (A mile down-2400 sq mi 1936-56 stream from Dow Chantical Co. power plant) e Pine Near Midland (7 miles 390 sq mi 1934-38 acuthwest) 1948-56 Chippewa Near Midland (6 miles 497 sq mi 1948-56 southwest) Chippewa Near Mt..Pleasanc 416 sq mi Oct. 1930-(4 miles northeast) July 1931 Oct. 1932-1956 Salt Near North Bradley ) (1.1 mile southeast 138 sq mi 1934-56 Tobacco Beaverton (1 mile down-487 sq mi 1948-56 stream from power plant) O I -)

for intermittent periods from 1903 to 1936. Because of their questionable accuracy these records have not been used in this study. Average daily precipitation was de'termined by using the Thiesson method which -wights the precipitation at each gage according to the portion of the basin which is closer to that gage than to any other. A typical ThL den diagram for the entire Tittabawassee Basin is shown in Figure 2. The weight-ing factors which applied when all the gages were available are shown in Table II. At least ono rain gage was located in each of the smaller basins studied, except for the Salt Basin and the uppor Tittabawassee. i TABLE II Rain Gage Stations Weighting -Pactors Mt. Pleasant 27.4% Gladwin 21.9 Alma 12.4 Harrison 10.5 Midland 10.4 West Branch 6.8 Evart 5.1 Houghton Lake 2.5 Standish 1.8 Big Rapids 1.2 100.0% Temperatures were needed to estimate snow melt..These were a'vailable for Midisnd and Big Rapids and intermittently at Houghton Lake. Snow melt was estimated by the degree-day method based on tne assumption that there would be 0.05 - I

O West Branch o Houghton LAKC / o Harrison 0 o Gladwin Standish O EVArt o Big Rapid 5 l o Nr. Pleasant r11dland I da TITTABA WASSEE BASIN THIESSEN DIAGRAM Fig.2 Legend o - Rain & age. e m ,,s- --,-s

inches of water from snow melt for each degroo-day of tem-pe,rature above 34 degrees. For example, if the average temperature on a particular day was 44 degrees, the amount of water derived from melting snow was 0.5 inches for that day. The amount of snow available for molting was determined by accumulatin6 precipitation which fell on days during which the average temperature was less than 34 degrees. ANALYSIS OF DATA l i Hydrographs of the major floods of record were plotted, togethor with the daily precipitations and snow melt data. Typical examples are shown in Figures 3, 5, 6, 8, and 9. Infiltration Capacities. The first step in the analysis of the hydrographs was to draw a base line separating surface run- ~ off from ground water discharge as shown in F1gure 3. The surface runoff, which is represented by the area above the base line, was then determined for each hydrograph. Average infiltration capacities (f) were found by locating f lines on the precipitation graphs in such a manner that the pre-cipitation excess (arsa of precipitation plus'anow melt Grapha above the f lines) was equal to the surface runoff. In.thic nunnor, the ability of several portions of the drain-ago basin to absorb water was found for the various seasons of the year. Results of these analyses are shown in Figure 4 by means of the small circles. The values are somewhat scattered because many factors, other than seasonal, cause .6-y--d' ,4m-a M + T e- --m-

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4 the f values to vary. Some of these are antecedent precipi-tation, intensity of precipitation, and the presence of ice on the ground. However, an envelope curve can be drawn ~giv-ing the extrema conditions and also a line giving typical "aversge" conditions. Such lines are shown in Figure 4 Also : bwn in Figure 4 are a number of values obtained for the area's above Secord and Sanford on the Tittabawassee River. Infiltration c'apacities were also determined for the principal tributaries. These values, not shown in Figure 4,- are similar in magnitude to those plotted for the Tittaba-wassee Basin. Unit Hydrographs and Distribution Graphs. Those hydrographs which were produced by short duration rains were studied to determine if consistent distribution graphs

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Typical examples of such hydrographs for the Tittabawassee River at Midland are shown in Figures 3, 5. and 6. The re-sulting distribution graphs are shown in Figure 7, where it may be seen that they are quite consistent despite the wide range in magnitude of the floods from which they were ob- ~ tained. Hydrographs were analyzed in a similar manner for the Pine, Ch'ippowa, Salt, and Tobacco Rivers. The average values of the peaks of the distribution graphs for these four tri-butaries and also for the main stream are plotted against

• ' Distribution graphs ~show the percentage of the total surface runoff of a flood which occura during successive time inter-vals of equal duration.

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1 ar.ea in Figure 10. It may be seen that an approximately I straight line relationship is formed as represented by the i adlid line. The dashed lines in Figure 10 represent the average and envelope lines of distribution graph peaks deter-mined for many rivers throughout Eastern United States.III The line for the Tittabawassee Basin falls well within an envelope of the points for the other rivers. PREDICTION OF FLCOD RUNOFF FROM PRECIPITATION The distribution graphs shown in Figure 7 and the dia_ tribution graph peaks of Figure 10 provide the means of pre-dicting runoff from precipitation occurring on the Tittaba-wassee Basin. As an illustration of the procedure, and also as a check on the accuracy of the method for this basin, the surface runoff hydrographs were computed from precipitation for soveral floods of record. Detailed computations will be prosented only for the prediction of the flood hydrograph which occurred in March, 1942. The distribution graph obtained from the June, 1945, flood was selected as typical for this basin because it is approximately an average of those shown in Figure 7. The nu.r.arical values of the ordinates of this distribution graph are shown in Column 2 of Table III. The total rainfall excess 'during this flood was 1 31 inches, of which 0.74 inchs's (1) Wisler, C. O., and Brater, E. F., " Hydrology," John Wiley and Sons, 1949, Fig. 108, p. 307. l _8-L ,,~,.. -.,.,-,, - _, -- -.. _ -,, -- -

1 TABLE III COMPUTATIONS FOR MARCH, 1942, FLOOD. HYDROGRAPH AT MIDLAND 1 2 3 4 5 Distribution Graph Ordinates (a) Runoff From Runoff From Runoff From 24-Hour Time efs per sq mi Rain of March 16(D) Rain of March 17(c) Both Rains Intervals per inch cfs efs efs 1 0.4 700 700 2 4.0 7,100 500 7,600 3 7.5 (7.9) 13,300 (13,800) 5,500 18,800 4 6.5 11,500 10,300 (10,800) 21,800 (22,300) 5 37 6,600 8,900 15,500 i 6 2.0 3,500 5,100 '8,600 l 7 1.3 2,300 2,700 5,000 8 0.7 1,200 1,800 3,000 9 0.4 700 1,000 1,700 ] 10 03 500 500 1,600 11 0.2 400 400 800 12 300 300 1 (a) ordinates of the Juno 3, 1945, distribution graph show in Fig. 7. Thesa values are the product of the values in Column 2, the area of the basin (2400 sq mi) and the precipitation excess (0.74 in.). (c)These values are the prcducts of the values in Column 2 (moved downward one day), the area { of the basin (2400 sq mi) and the precipitation excess (0.57 in.). 4

occurred on March 16 (See Figure 8) and 0.57 inch occurred on March 17. In order to convert these values to surface,run-of,f in cfs for successive days, the amount of rainfall excess J was multiplied by the area of the basin in square miles (2400) and the distribution graph ordinate for that day. This was done for the March 16 rain, with the results shown in Column 3, and for the March 17 rain, with the results shown in Column 4. These values' are the predicted average rates of surface run-off for the two rains, except the values in parentheses, which are instantaneous peak rates. In Column 5, the total surface runoff rates are obtained by adding the contribution from the two individual 24-hour rains. These values have been plotted j above the base lino in Figure 8 to obtain the total predicted runoff. The same process was applied to the four days of rain which produced the flood of 1948, with the results shown in Figure 9. In both of these cases, the flood hydrograph was reprcduced with sufficient accuracy to indicate that the distribution graphs of Figure 7 are typical ones for the basin. The same procedure was also applied to the precipitation which caused the flood of 1912. It was found that the average precipitation on the Tittabawassee Basin was 2 3 inches on May 20, 1912, and 1.2 inches on May 21. Using an infil-tration capacity of 0 3 inches per day and an assumed ground ' water dischar e of 3 000 cfs, the estimated maximum discharge g is 52,000 cfs. This is in good agreement with the value (48,000 cfs) estimated by the U. S. Geological Survey on the basis of the U. S. Weather Bureau gage reading. i 9-i

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PRECIPITATION AND SNOW MELT The maximum flood at Midland will occitr either as the result of an unusually large rain or because of the combi-nation of rain with melting snow. The greatest flood from rainfall alone will probably occur in June, soon after the last snow has disappeared but while the surface and ground water storage is still high, whereas the worst flood resulting from rain and melting snow would be most likely to occur in April. In the latter case, the infiltration capacity would, in all probability, be low; in fact, with a frozen ground surface, it might even approach ~ zcro, but the rainfall would also be lower. In order to determine the conditions thtt welld produce tne worst floods and also the magnitude of those floods, several design storms were testsd, as follows: (1) The maximum storm that may be expected with an average frequency of about once in a hundred years. (2) The worst combination of rain and melting snow that could ever be expected. (3) The greatest rainfall that may ever be expectpd. The "Hundred' Year" Rain. A "100-year" rain in defined as the one which will be equalle'd or exceeded with an average fro-qu'ency of once in 100 years. It should not be construed that such rains. v111 'be separated by 100-year intervals. Two or,

more mcy occur in any partictlar 100-year period, but there are likely to be five occurr ences in a 500-year period. It is impossible to determine accurately the magnitude of a hun-dred-year frequency i ain because to do. so would require at i least 500 years of rainfall records. However, by extrapolat-i ing a frequency curva determined from the rains of record, an approximate value can be found. This has been done for a 1 number of locations in Michigan by the U. S. Weather Bureau. 2) i Based on such studies for Alpena, Grand Rapids, East Lansing, and Port Huron, the 100-year frequency 24-hour point rainf ?' on the Tittabawassee Basin was found to be approxi-mttoly 4.4 inches. This value may be considered as having occurred at the point of maximum precipitation during a rain storm covering a large area. The average prweipitation re-sulting from this "100-year" rain on areas of various sizes may be estimated from studies of large storms. 3,4,5) 3,,,, ass valuca of the percent of the maximum rain which will occur on arons of various sizes are given in Table IV. Using the value for 2 00 square miles, the "100-year", 24-hour rain on 4 the entiro Tittabawassee assin is found to be 0.63 x 4 4 or 2.8 inches. (2) " Rainfall Intensity--Duration--Frequoney Curves," U. S. Weather Bureau Tech. Paper No. 25, 1955. (3) " Storm Rainfall of Eastern Uniten Titates," Miami Conser-vancy District, Tech Reports, Part V, 1936. (4) " Storm Rainfall in the United States," U. S. Army Engi-neers, 1945. (5) " Seasonal Variation of the Probable Maximum Precipitation East of the 105th Meridian," U. S. Weather Bureau, Hydro-metsorological Report No. 33

9 i TABLE IV VARIATION OF AVERAGE PRECIPITATION WITH AREA EXPRESSED AS A PERCENT OF THE MAXIMUM roa in Squcre 10 200 400 600 1000 2400 Percent of Maxi-100 80 75 72 69 63 num "100-Year" Rains on Tittsbawassee 4.h 3.5 33 32 30 2.8 Uc, sin in Inchec A.lthough the maximum 24-hour rain will produce the major portion of the flood pock, there will usually be a substantial contribution from a rain occurring during the preceding or follouing day. Ths amount of rain falling during the 24-hour period just before or after the maximum period may be estimated from the studies of 48-hour rains in the references cited above. It wac found that the ratio of the smaller rain to the larger 1:cc different for the ve.+ious months of the year. As an illustration, these ratios for April and June were 0.18, and 0.075 respectively. If, therefore, the "100-year" rain is cocumed to occur in April, there is a good probability that a rain of 0.18 x 2.8 or 0.5 inch will occur on the Tittaba-weasen Bacin, either on the day following or the day preced-ing the day of maximum rainfall. iir.ximum Procipitation. The maximum precipitation ever to be expected on the Tittabauassee Basin can be estimated by assum- _

i ing that any storm which has occurred in the portion of North Central United States having similar meteorological conditions cculd also have been centered on the Tittabawsssee Basin. Such a study has been made for this region by the U. S. Weather Eureau. In transposing storms within this regi'on, corrections were made for minor differences in meteorological conditions. The maximum possible 24-hour, April and June rains, as detarmined by this ' study, are shown at the top of -Table V. To permit a ready comparison, the " LOO-year" rain determined in the previous section, as well as maximum re-corded Michigan and Wisconsin rains (3}(k) are also shcun in Table V. The maximum storas, predicted by the Weather Bureau, ~ 1:ero intended to rcpresent the most severe' conditions that could pcssibly occur. There are records of only three 24-hour storms in the ecstern portion of the United States which have exceedad the value of 13.6 inches predicted for June on a 2h00 equare mile basin. These occurred in Texas, Florida, und I-cuisiana. It ccn be concluded, therefore, that such a atcra would occur only at very rare intervals on the Tittaba-unecco Casin, Tha 3rcatest probable rainfall during an adjacent EI J1cnr period cay be estimated in the same manner as pre-F viously. described. ,1ja::imum Snow Rolt. R'ains occurring during the winter and envly spring are usually secompanicd by molting snow. No exhaustive search was made to determine the maximum one-or ti:c-day snow melt of racord. However, in the analysis of the, -w,,-- , w c-. ,-,,re

P' ~m-o* TABLE V EXCESSIVE 24-HOUR PRECIPITATION Area in Square Miles 10 500 1000 2400 Max. Possible April Rain on the Tittebcunssee Basin 12.6 9.2 8.6 7.8 Max. Possible Junc Rain on the Tittabernssoe Ensin 24 8 17.5 14.0 13.6 "100-Yecr" Rain 4.4 32 3.0 2.8 Gladnin, Mich.

• May, 1912 6.0 4.9 4.6 41 Hart, Mich.
• June, 1905 8.9 7.6 70 6.3 Ironwood, Mich.
• July, 1909 11.5 10.6 10.0 84 Bay City, Mich.
• Aug., 1913 6.8 5.2 47 h.1 Ccoper, Hieb.
• fug., 1914 12.6 7.6 5.7 Wolverino, Mich.
• Sept., 1937 7.9 73 70 6.0 Butternut, Wice.
• July, 1897 10.0 9.0 8.6 7.8 Horrill, h'isc.
• July, 1912 12 4 10.2 9.2 7.9 1; cut Dend, Ulcc.
• Aug., 1924 7.9 7.2 6.7 6.1 Ecyuced, Uice.
• Aug., 1941 12.4 10.3 9.1 7.7

1. Those valuen woro dorived from actual records and therefore do r.ct cacctly agree with general averages.

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hydrographs for the determination of infiltration capacity, .the precipitation and temperature records wars studied in detail and snow melt was computed for more than 13 years of records. These particular records were selected because they iricluded the periods of maximum flood flow, so it is quite probable that snow melt periods occurring during these years uere near maximum valuos. Values of one-day and two-day snow melt which occurred during those 13 yacrs of record are shown in Figure 11. Also shown are values of maximum potential melt. Those represent the amount of snow that could have been molted due to temperatures if sufficient snow had been avail-able. ] PEAK DISCHMRGES AT DAM SITES One consideration of importance in estimating the peak discharge at Midland is the possible failure of the dams on the upper portion of the drainage basin. For this reason, a rather detailed study was made to determine the maximum flood that may be expected with an average frequency of approxi-mately once in 100 years at the four dams on the Tittabawasseo Rivor abovo Midland. Tha determination of the precise value of the 100-year frequency flood on any drainage basin is impossible because of insufficient records. However, an approximate determination may bo made by using the "100-year" rainfall, together with "avorago" conditions of snow melt and infiltration capacity.. -r-w m.

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a-- m.., The term " average" is used to indicate values ~which are suffi-ciently common so that they may be expected to recur at fro-quent intervals. Based on Figures 4 and 11, the infiltration capacity and snow melt were taken as 0.5 inches per day and 0.6 inches per day respectively. The computations leading to the determination of the peak discharges at the various dam sites are summarised in Table VI. The "100-year" rains for the basins above the vari - ous dams were computed by using the data given in Table IV. Also shown are the estimated amounts of precipitation which might be expected on the day preceding the maximum 24-hour rain. The amounts of precipitation excess for the two 24-hour rains were computed by subtracting infiltration from the sign of precipitation and snow melt. The peaks of the distri-bution graphs were taken from Figure 10 and the ordinates applied to the preceding day of rain were estimated by inter- { polating on the basis of area between known distribution graphs for Secord and Midland. The resulting peak discharges f for the maximum 24-hour rain are the products of the peaks of the distribution graphs, the values of rainfall excess, and the areas of the basins. The method of determining the con-tribution from the rain occurring on the day preceding the maximum day may be explained by referring to the examrie shown in Table III. Reference to this table will show that the peak resulting from the second day of rain (line 4 of Column 4) must be combined with the discharge occurring on j the day. following the peak produced by the first day of rain. e +, -w wry-- -,,~~r,, y-,-----w, y v--'Tv T --vw

3 TABLE VI PEAK DISCHARGES AT DAMS ON TITTABAWASSEE RIVER Dam il Sacord i Smallwood i Edenville l Sanford ~~i Aren of Drainage i 210 1 342 1 985 167D Basin in Sq Mi l 100-Year Preceding 100-Year Proceding 100-Yoar Preceding 100-Year Precedint Maximum 24-Hr Maximum 24-Hr Maximum 24-Hr Maximum 24-He 24-Hr Rain Rain 24-Hr Rain Rain 24-Hr Rain Rain 24-He Rain Rain Pracipitation in inches 3.5 0.6 3.3 0.6 3.0 05 30 05 Snow melt in inches 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 ) Infiltration in inchos 0.5 0.5 0.5 05 0.5 0.5 0.5 05 Surfcce runoff in inch s 3.6 0.7 3.4 07 3.1 0.6 3.1 0.6 Diotribution graph peak ordinates in cfc per sq mi per inch 17.5 5.0 15 0 5.5 10 5 6.0 10.5 6.0 Diecharge on peak e o dny in cfs 13,200 700* 17,400 1,300* 32,000 3,500 33,200 3,700 Peak rate of sur-fece runoff in cfs 13,900 18,700 33,500 36,900 Ground water dis-charge in cfs 200 300 800 900 Pcak discharge in era 14,100 19,000 36,300 37,800 Spillway capacity in efs 9,000 10,500 28,500 25,000 4 O Those are the discharges resulting from the smaller 24-hour rain which coincide with the peak discharges renulting frch the larger rain.

(line 4 of Columns 2 and 3) to obtain the peak of the result-ing flood hydrograph (line 4 of Column 5). The ground water discharges for each location were found by prorating the known valuo at Midland on the basis of area. These values were then added to the flood runoff to obtain the predicted peak flows at the dam sites. The approximate spillway capacities for the various dams are shown in the bottom line. It will be seen that the sp'illway capacities of each of the dams will be exceeded to such an extent by this 100-year flood that it must be assumed that the dama would fail. EFFECT OF DAM FAILURES Any sudden release of water results in en abrupt wave or surge. However, af ter' a short time, both the height and velo-city of the wave are modified by friction. WhiI.e there will bo, some wave motion set up by the failure of the dams, especi-ally in the reaches above Sanford, it is doubtful whether there will be an abrupt wave of any great magnitude at Mid-land. During the 1948 flood, the tail water at Sanford rose to within 11 feet of the head water elevation. Fo.' a larger flood, this difference may be even less. Therefore, the fail-ure of Sanford Dam will occur with a head-differential of less than 11 feet, and the amount of additional water released will bo only that above the tail water elevation. It can be con-cluded, therefore, that the effect at Midland of the failure of these four dams will be similar to that produced by an '

i 9r*w- .,ae ,,m.,_ j I increase in the total volume of effective precipitation. The corr 9sponding increase in peak discharge may then be com-puted by means of the distribution graph. The total storage above all four dams is approximately 187,000 acre feet which corresponds to 1.46 inches on the t' dr.ainage basin. It will be assumed that three-fourths of this storage, or 1.1 inches, will be released when all four dams fail. MAXIMUM FLOODS AT MIDLAND The flood hydrograph at Midland has been determined for (1) the "100-year" rain, (2) the most severe combination of ra'in and molting snow, and (3) the maximum possible precipi-tation. The "100-year" rain was combined with snow melt and in-filtration capacity values which have been exceeded often enough during tha 20 years of record to indicate that they represenIt average spring conditions. The resulting flood is the one that can be expected to be equalled or exceeded on the average of once in 100 years. It is well to realize that a flood of equal or greater size could be produced by a smaller rain in combination with greater snow melt and lower infil-tration capacity values. In fact, eve,n a 10-year rain com-r bined with the most extreme observed values of high snow melt and low infiltration capacity could produce a flood of the same size. Rains greater than the "100-year" rain could, of i course, also produce this same flood stage if they were to -

occur during the summer when there is no snow and when infil-tration rates are higher. The above facts show that this flood could result from a variety of conditions, none of which can be thought of as unusually extreme. Flood paaks were also determined for the maximum rain which may be expocted to occur in June and the maximum April rain in combination with extremely high snow melt values. These latter two floods will be very rare occurrences. They are based on what are thought to be the most extreme flood producing conditions that could consibly occur. Their recur-renco interval will be hundreds, perhaps even thousands, of years. The procedure followed in computing peak discharges for these throp floods was the same as previously described. The computations are summarized in Table VII. The river ele-va'tions shown in the last line were found by extending the stage-diccharge curve determined by the U. S. Geological Sur-voy to the corresponding discharges. These elevations will occur at the location of the gaging station. The rating curve was uc11 defined up to a discharge of 30,000 cfs. The extension of the curve was made after a study of the topo-drophy adjacent to the gaging station. This study indicated that there was no reason to expect any great change in the upward trend of this curve for higher discharges. The values of water surface elevation given in Table VII are, in our opinion, the most probable ones. However, it must be rocognized that the stage-discharge curve might have

5 \\ ) \\ / TABLE VII j l COMPUTATIONS OF MAXIMUM FLOOD STAGES AT MIDLAND l 1 W 2 1 3 4 "100-Year" Flood Max. June Flood Max. April Flood l Maximum Preceding Maximum Preceding Maximum Procoding 24-Hr Rain 24-Hr Rain 24-Hr Rain 24-Hr Rain 2h-Hr_ Rain 2h-Hr Rain Procipitction in inches 2.8 0.5 13.0 1.0 7.8 14 Snow melt in inches 0.6 0.6 1.1 1.0 Water from failure of dams 1.1 1.1 in inches 1.1 Infiltration in inches 0.3 0.3 04 0.5 0.2 0.3 Surface runoff in inches 4.2 0.8 13.7 0.5 9.8 2.1 Distribution graph ordinate in cfs per sq mi per inch 7.9 6.5 7.9 6.5 7.9 6.5 Discharge on peak day in cfs 80,000 12,000* 260,000 8,000* 186,000 33,000* Peak rate of surface runoff in efs 92,000 268,000 219,000 3round water discharpe in ers 2,000 1,000 4,000 Peak discharge in cf s 94,000 269,000 223,000 Blevation of W. S. at

3. S. G. S. gage /Jow datum) 92 102 100 "These are the discharges resulting from the smaller 24-hour rain which coincide with the peak discharges resulting from the larger rain.

,O, been extended either somewhat above or below the one used. s-It is believed that the maximum deviation from the predicted value of the stage resulting from the "100-year" rain is plus or minus 1.5 feet, while for the extreme floods the probable deviation from the tabulated values might be even greater. CONCLUSIONS The Tittabakassee Basin will experience floods much larger than any that have yet been recorded. The relation- ~ chip between flood discharge an.d precipitation was developed 1 so that it is possible to predict the flood peak that would j result from any assumed rainfall or rain plus melting snow. ( It was found that the maximum possible flood at Midland would produce a peak discharge at Midland of approximately'270,000 cfs and a corresponding stage at the U. S. G. S. gage of 102. feet. Such a flood will occur, but only at very rare inter-vals. A flood resulting from a "100-year" rain, in combi-nation with average spring conditions, will produce a peak discharge of 94,000 cfs and a corresponding water surface elevation of 92 feet. This flood does not require exception-ally extreme conditions and on the average may be expected to be equalled o'r exceeded approximately once in 100 years. Although five floods of this magnitude can be expected in 500 years, it is quite possible for two or more to occur .within a few years. .}}