ML19344E472
| ML19344E472 | |
| Person / Time | |
|---|---|
| Site: | Callaway  |
| Issue date: | 07/29/1980 |
| From: | DAMES & MOORE |
| To: | |
| Shared Package | |
| ML19344E470 | List: |
| References | |
| 07677-089-07, 7677-89-7, NUDOCS 8009020099 | |
| Download: ML19344E472 (83) | |
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I RESULTS OF DETAILED EXCAVATION MAPPING I
ULTIMATE HEAT SINK AREA, ESSENTIAL SERVICE WATER SYSTEM, l
AND UNIT 1 POWER BLOCK SUBGRADE CALLAWAY PLANT, UNITS 1 AND 2 I
FOR UNION ELECTRIC COMPANY Job No. 07677-089-07 I
July 29, 1980 i
Dames & Moore o
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July 29, 1980 I
Union Electric Company P. O. Box 149 St. Louis, Missouri 63166 Attention:
Mr. Donald F. Schnell Manager - Nuclear Engineering DMUE-628 Gentlemen:
Re:
Union Electric Company Callaway Plant, Units 1 and 2 Transmittal of Mapping Report Dames & Moore is pleased to submit 25 copies of our report "Results of Detailed Excavation Mapping, Ultimate Heat Sink Area, Essential Service Water System, and Unit 1 Powerblock Subgrade, Callaway Plant, Units 1 and 2, for Union Electric Company."
This report incorporates data presented previously in our
" Interim Report - Results of Detailed Excavation Mapping, Ultimate Heat Sink Excavations, Callaway Plant, Units 1 and 2" with new mapping and data acquired subsequent to completion of the earlier report. The present report is meant to be a corollary report to our first report "Results of Detailed I
Excavation Mapping, Callaway Plant, Units 1 and 2 for Union Electric Company."
The two reports present a complete record of our geologic mapping activities at the Callaway site.
DAMES & MOORE
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Donald L. Ba11mann Associate DLB:ch T-enty-five copies submitted I
TABLE OF CONTENTS PAGE INTRODUCTICN.
1 MAPPING PROCEDURES.
3 FIELD CONDITIONS AFFECTING MAPPING.
4 DESCRIPTION OF MAPPED UNITS......................
6 GENERAL.
6 MODIFIED LOESS.
6 ACCRETION-GLEY.
7 GLACIAL TILL.
8 GRAYDON CHERT CONGLOMERATE.
8 RESULTS OF MAPPING.
10 GENERAL............................
10 UHS COOLING TOWER NO. 1.....................
11 UHS COOLING TOWER NO. 2.....................
11 UHS RETENTION POND.
12 0
7 ESWS PUMPHOUSE.
19 6
7 ESWS PIPE TRENCHES.
20 7
UNIT 1 POWER BLOCK.
21 0
8 CONCLUSIONS.
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i REFERENCES.
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APPENDIX - PROCFOURE FOR DETAILED MAPPING OF EXCAVATIONS U
CALLAWAY PLANT, UNITS 1 AND 2 E
FOR UNION ELECTRIC COMPANY M
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ll LIST OF FIGURES NUMBER TITLE 1
EXCAVATION PLAN, UHS AREA 2
DETAILED GEOLOGIC MAP, UHS COOLING TOWERS AND PUMPHOUSE EXCAVATION 3
VERTICAL PROFILES OF SLOPES, UHS COOLING TOWER NO. 1 4
VERTICAL PROFILES OF SLOPES, URS COOLING TOWER NO. 2 5
DETAILED GEOLOGIC MAP, SLOPES AND BOTTOM, UHS RETENTION POND 6
VERTICAL PROFILES OF SLOPES - SECTIONS A-A' AND B-B', UHS RETENTION POND 7
VERTICAL PROFILES OF SLOPES - SECTIONS C-C' AND D-D',
UHS RETENTION POND 8
EAST-WEST PROFILE, SECTION E-E', ACROSS UHS RETENTION POND 9
PHOTOGRAPHS SHOWING GEOLOGY OF PORTIONS OF THE LOWER SLOPES OF THE UHS RETENTION POND 10 PHOTOGRAPHIC COMPOSITE, UHS POND SLOPE, WEST SIDE BETWEEN STATIONS 108 AND 109 11 GRADATION CURVE, SAMPLE 3 12 GRADATION CURVE, SAMPLE 4 0
7 13 GRADATION CURVE, S AMPLE 7 6
14 DETAIL OF EXCAVATIONS FOR REMOVAL OF SAND BODIES, UHS POND BOTTOM I77 15 EXCAVATION FOR ESWS DISCIIARGE PIPE TO UHS COOLING TOWER No. 2 0
16 VERTICAL PROFILES OF SLOPES, ESWS PUMPHOUSE g
9 17 PHOTOGRAPHS SHOWING GEOLOGY OF SLOPES, ESW3 TRENCH AND UHS COOLING TOWER NO. 2 0
7 18 PHOTOGRAPHS SHOWING GEOLOGY OF SLOPES, ESWS PUMPHOUSE EXCAVATION U
19 INDEX TO ESWS TRENCH MAPPING E
M 20 EXCAVATIONS FOR ESWS DISCilARGE PIPE TO UHS COOLING TOWER NO. 2 21 ESWS TRENCH SOUTHEAST OF UHS COOLING TOWER NO. 1 (111]
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i LIST OF FIGURES (contint.ed)
NUMBER TITLE 22 SOUTH SLOPE OF ESWS TRENCH FROM EWHOLE 01 TO NORTHEAST CORNER OF COOLING TOWER NO. 1 23 ESWS TRENCH FROM ESWS MANHOLE 01 TO ESWS PUMPHOUSE 24 SOLTHEAST SLOPE OF ESWS TRENCH, NORTHEAST AND SOLTHWEST OF M.UHOLE 02 25 NORTH SLOPE OF ESWS TRENCH, NORTHEAST OF COOLING TOWER NO. 2 26 SOLTH SLOPE OF ESWS TRENCH, NORTH OF UNIT 1 27 EAST SLOPE OF ESWS TRENCH, SOLTHEAST OF MANHOLE 03 28 UNIT 1 POWER BLOCK, TOP OF PREPARED GRAYDON CHERT CONGLOMERATE SUBGRADE l
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I RESULTS OF DETAILED EXCAVATION MAPPING ULTD! ATE HEAT SINK AREA, ESSENTIAL SERVICE WATER SYSTEM, I
AND UNIT 1 POWER BLOCK SUBGRADE CALLAWAY PLANT, UNITS 1 AND 2 FOR UNION ELECTRIC COMPANY I
INTRODUCTION This re port presents the results of detailed mapping by Dames &
Moore of the excavations for the ulti= ate heat sink (URS) retention pond and cooling towers, essential service water system (ESWS) trenches and pumphouse for Units 1 and 2 at the Callaway plant site.
It is intended to update the excavatio,. capping results presented in our " Interim Report, Results of Detailed Excavation Mapping, Ultimate Heat Sink Excavations, Callaway Plant, Units 1 anc 2 for Union Electric Company," dated April 25, 1979.
New data obtained dur ing mapping that was completed af ter the interim report was published are also provided.
The present report is ceant to be a corollary report to our earlier " Report, Results of Detailed Excavation 0
Mapping, Callaway Plant, Units 1 and 2 for Union Electric Company," dated 7
6 August 24, 1976.
The two reports present a complete record of our geologic 7
I7 capping activities at the Callaway site to date.
When excavations for Unit 2 0
structures an completed and mapped, the results of the mapping will be 8
9 presented in a third report which will complete our presentation of geologic 0
mapping of the site excavations.
A photographic record will be presented separately to Union Electric Company upon completion of all excavarion IE mapping.
M The purposes of the detailed excavation capping were to dearmine whether any geologic features or conditions exist that could adversely I
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affect the plant location, design, or construction; to verify the subsurface conditions as previously determined from test borings; and to provide a permanent record of the geologic features and conditions that exist in the excavations.
Excavation surfaces were mapped with regard to stratigraphy, structure and ground-water hydrology.
Procedures followed in mapping excavations were those established in our " Project Memorand um, Procedure for Detailed Ibpping of Excavations, Callaway Plant, Revision 2,"
dated February 23, 1976 and modifications to these procedures presented in Revision 3, dated August 5, 1977, Revision 4, dated June 1, 1978; and Revision 5, dated July 16, 1979.
Revisions 3, 4, and 5 of the project memorandum are attached to this report as Appendix A.
Revision 2 was presented as an appendix to the August 24, 1976, detailed mapping report.
The most important procedural changes were those set forth in Revision 4, which modified the mapping procedure so that the use of the alidade and plane table as the general mode of mapping was eliminated and construction survey crews were used to locate control points established in 0
the field by Dames & Moore geotechnical personnel.
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MAPPING PROCEDURES This report piesents the results of geologic mapping performed in the excavations for the UMS retention pond and cooling towers, ESWS pumphouse and pipeline trenches.
A map that shows the Graydon chert conglomerate exposed in the Unit 1 power block excavation is also presented, because the excavation had r.ot been completed when the report presenting the power block mapping was written.
Since mapping in the UHS and ESWS was done when excavation and construction progress allowed, the maps presented herein are in some instances compilations of data obtained as new surfaces were exposed at various times during excavation.
In particular, the UHS pond was excavated in stages and mapped at various times between September 1978 and February 1980; the bulk of the pond mapping e,a performed in January and February of 1980.
Contacts between stratigraphic units were determined in the field by experienced geologists and/or engineers on the basis of soil texture, composition, and physical properties.
Contacts were marked with plastic flagging at appropriate intervals, and these points were surveyed for 7
horizontal and vertical control by construction survey crews of Daniel 6
7 International Corporation (DIC).
Field survey data were then used to 7
calculate horizontal and vertical locati ns of the control points.
Data 0
8 reduction was perfomed by both DIC and Dames & Moore using hand calculators or 9
a Dames & Moore computer program. All directions and. locations in this report 0
7 are referenced to plant directions and coordinates.
All elevations are given U
with respect to mean sea level (MSL) datum.
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M Survey points ust d to draw geologic maps and profiles were numbered l
and are shown on the maps and profiles.
In a few instances where surveyed locations were obviously in error, these points were omitted or modified using l
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field notes and/or photographs for reference.
Were distances were short and reference points on existing structures were known, a steel tape was used to
=easure distances fro the kn vn points.
FIELD CONDITIONS AFFECTING.u ? PING napping efforts were affected to varying degrees by weather conditicas and changes in excavation configura:1ca.
The =ost cc:=ca obstacle to =apping was the continual cloughing of caterial on sic pe s, especially during rainy periods.
This necessitated continual cleaning of :he sic;es and consequent changes in ccafiguration of tbs slopes.
Mapping was perforced in stages as excavation and backfilling cperations continued, and slopes were examined after subsequent cleaning to assure that no significant changes had occurred.
Other obstacles to =apping arose because work had tc be done during different seasons of the year. Yapping of excavatica slopes in the su==er and winter presented special difficulties.
During extended dry periods in the
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su==er, slope naterial became hard and dry and exhibited shrinkage cracks.
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Surficial sloughed care cial and disturbed, cracked raterial had to be renoved i
by hand to depths of approxi.ately 6 to 12 inches in order to lccate contacts O
S in undisturbed deposits.
Hand excavation was perforced at horicental 9
intervals of approxicat el y 50 feet or less, and contacts between control 0
I points were inferred.
Dating vinter nonths, froren ground presented sone problems in =apping portions of the dis slopes. F.arly in :te day, sicpes were t
f rozen to dep:hs of 2 to 6 inches and could not be napped. As the sun thaved the surface layer, caterial that had been deposited as slope wash or d.
2rted by repeated freezing and taving was excava:ed nanually until contacts could D}
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1 be located in u. underlying undisturbed zone.
Contacts were identified at l
approximately 50-foot horizontal intervals or at shorter intervals at turns i
i and where cohesive fill had been placed around man-made structures.
Contacts between control points were inferred.
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DESCRIPTION OF MAPPED UNITS I
GENERAL Four major stratigraphic units were encountered in the excavations, ranging in age from Pleistocene to Pennsylvanian.
The contacts between the units are unconformable, indicating that inte rvals of erosion and/or nondeposition occurred between deposition of successive units.
The distri-bution of the geologic units in the excavations is shown on the geologic maps and profiles (Figures 1 through 28).
Descriptior.s of the units are given below in descending stratigraphic order.
I MODIFIED LOESS Modified loess is generally present throughout the site area, except where it has been removed by grading or excavation.
It has a thin top soil developed on it and is locally overlain by colluvial materials.
The loess is believed to have been deposited in the form of wind-blown silt during 0
7 the Wisconsinan glacial stage.
It is actually composed of two loess deposits 6
y se parated by a thin palcos31.
Postdepositional weathering has modified the 7
original sil' iaaterials to silty clay and clayey silt.
The upper (younger) 0 8
loess deposit, which may correlate with the Woodfordian Peoria Loess (Lutzen 9
and Rockaway, 1971), is typically brownish gray, retains much of its original I07 loess structure, and contains numerous rootlets.
The lower (older) loess, U
which may be correlative with the Altonian Roxana Silt (Lutzen and Rockaway, E
21 1971), is a lighter gray and more clayey. The palcosol that separates the two loess deposits is a dark gray silty clay containing numerous rust-brown
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I pockets.
The thickness of the modified loess is variable where mapped, ranging from 4 to 12 feet.
ACCRETION-GLEY The modified loess is underlain uncontormably by a stratigraphic unit called accretion gley.
It consists primarily of mase '.ve gray silty clay which is thought to be the product of a slow accumulation of predominantly fine-textured material in poorly drained or undrained areas on the surface of a till plain.
The material was laid down following retreat of the Kansan glaciers from the site area.
The deposit ranges from 4-1/2 to 16 feet in thickness in the IMS and ESWS excavations.
It contains numeroue vertical bands and pockets of silt in the upper 2 to 4 feet that were probably formed by the downward migration of surficial silt into desiccation cracks.
Scattered lenses of very fine sandy and clayey silt occur locally at the top of the accretion gley.
These scattered lenses were considered as part of the accretion gley during geologic mapping.
Previously, engineering reports 0
describing drilling operations included the lenses in the lower portion of the 7
6 modified loess because their engineering characteristics are similar to those 7
7 of the loess.
The lenses consistently occur at the contact between the two 0
stratigraphic units.
The basal portion of the unit contains some sand and 8
9 occa ional gravel.
In its natural moisture condition, the accretion d ey is a l
0 stiff clay with numerous slickensided and black manganese-stained desiccation 7
cracks.
When wet, the clay becones expansive, plastic, and extremely slick.
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I GLACIAL TILL I
The accretion gley is underlain by glacial till which was deposited during the Kansan glaciation, approximately 700,000 years ago.
The till consists of reddish-brown to yellow-brown silty clay containing some sand and gravel.
Irregular desiccation fractures with black manganese staining are co= mon.
A gently undulating unconformable contact occure between the brown till and the overlying gray accretion gley.
The lower few feet of the till often contain weathered chert fragments that were derived from the underlying Graydon chert conglomerate.
Pockets of silt and sand also occur locally at the base of the till and generally extend downward 1 to 3 feet and fill erosional lows on the surface of the Graydon chert conglomerate.
The unconformable contact between the glacial till and the under-lying Graydon chert conglomerate was not exposed in the UHS pond excavation.
Where it was observed in the various excavations for the power blocx, ESWS, and UHS cooling towers, the glacial till ranged in thickness from 7 to 14 feet.
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GRAYDON CHERT CONGLOMERATE I77 0
The Graydon chert conglomerate was exposed in excavations for the 8
9 Power block, ESWS pumphouse, and UHS cooling towers and at a few sea.
locations in the ESWS pipe tre nche s.
This unit consists of three distinct Io7 types of material which are randomly distributed both horizontally and U
IE vertically within the boundaries of the stratigraphic unit.
M Approximately 80 percent of the Graydon consists of white, buff, and reddish-brown chert frabments randomly distributed within a hard, sandy to I
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I silty, clay matrix that is primarily tan to light brown. The matrix materials were probably produced by weathering in place of highly consolidated, nonplastic clays that were combined with silt, sand,'and chert debris.
These % stituents were transported and deposited to form the Graydon chert conglomerata during early Pennsylvanian time, over 200 million years ago.
The chert fraction represents the reworked residual weathering product of Mississippian carbonate rocks.
The chert fragments, which range in size from less than an inch to more than 2 feet, are usually rounded ;n subrounded in shape and are rarely found in grain-to grain contact within the clay matrix.
The chert content changes rapidly cver short horizontal and vertical distances, but chert usually makes up 20 to 80 percent of the volume of the total cherty portion of the Graydon formation.
Approximately 10 percent of the total Graydon chert conglomerate consists of a purplish-brown to " rple, granulated, silty clay without chert.
These chert-free areas occur as randomly distributed, u L1, localized pockets possibly for=ed by local depositional processes that segregated the chert and 0
clay fractions.
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The remaining 10 percent of the material presently classified as 7
Graydon chert conglomerate consists of a hard, light gray to purple claystone o
also containing no chert.
Numerous closely spaced vertical and nearly 8
9 horizontal fractures give the claystone a blocky character.
This material 0
is very similar to the fire clay deposits that crop out a few uiles north of 7
the site and it may represent remnants of a southward extension of the IUE Pennsylvanian Cheltenham Formation.
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RESULTS OF MAPPING GENERAL Experienced geologists or engineers from the Dames & Moore staff observed excavation in progress and examined completed surfaces of the I
excavations for evidence of adverse, unusual, or previously unknown geologic features and conditions. Contacts between stratigraphic units were mapped and excavation surfaces were inspected for evidence of ground-water seepage and possible unstable conditions.
No evidence of faulting or foliing was found in any of the excavations mapped.
During geologic mapping, lenticular deposits of silt and sand were observed locally near the top of the accretion gley and the bottom of the glacial till deposits.
Local variations in the thickness of stratigraphic units as well as gentle undulations of the contacts between units are the result of periods of nondeposition and/or erosion that took place on the surface of each deposit at the site prior to deposition of the 0
overlying material.
Such unconformable contacts are common geologically and 7
6 can be recognized by abrupt changes in sediment type, effects of weathering on 7
I7 Presently buried surfaces and the presence of erosional feature s.
They do not o
re present acurse geologic features or conditions that could affect plant I89 design or construction.
Mapping for this report was centered ii the area of the UHS Io7 retention pond (Figure 1) and in excavations for the ESWS structures and U
g piping situated east of the pond.
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LHS COOLING TO'4ER NO. 1 I
The only features of note encountered during mapping of the excavation alopes of Cooling Tower No. I were two silt lenses in the southeast portion of the LMS complex.
One silt lens, approximately 1 foot thick, was located in the southeast corner of the excavation at the contact between the modified loess and the underlying accretion gley.
The other lens, approximately 2.3 feet thick, was located in the northwest corner of the excavation also at the loess / accretion gley contact.
Other s=all silt lenses, too sa.tll to cap, were present in the west wall.
The excavation was completed in the top of the Graydon chert conglo=erate as indicated on the cap and profiles, Figures 2 and 3.
Excavation was completed and napping perfor=ed in November of 1977.
I LES COOLING TOWER NO. 2 The excavation for Cooling Tower No. 2 is located in the northeast IO Portion of the DIS complex (Figure 1).
A number of notable features were 7
6 encountered during capping of the excavation slo pe s.
On the south side of 7
7 the excavation near the center of the slope, a s=all tongue of cohesive fill l
P aced to bring the southeast portion of the dis complex up to grade extended O
Ie9 into the slope of the Cooling Tower No. 2 excavation. On the west side of the IO south slope, a sand lens approxicately 25 feet wide and up to 5 feet thick was 7
mapped in the top of the till.
Near the south end of the west excavation U
E slope, a fine, sandy, silt lens 13 feet wide and o to 9 inches thick occurred M
within the till.
Two more fine, sandy, silt lense s were capped within the till in the west slope.
They ceasured 1 foot wide by Ib inc he s thick and o feet wide by 1 to 2 feet thick. A sand lens 6 feet wide by 2-1/2 feet thick
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I was capped in the middle of the west slope.
Numerous, scall, sandy lenses were found at the base of the till in the north and east slopes.
These were judged to be too small to nap.
The excavation was completed and mapping perforced in November of 1977.
Maps and profiles are presented on Figures 2 and 4.
dis RETENTION POND The GIS retention pond is located west of the GiS cooling towers and ESWS pu=phouse.
It consists of an excavation ceasuring 690 feet in the north-south direction by 390 feet in the east-west direction at grade (elevation approxi=ately 840 feet) witF. 3:1 (horizontal to verticsl) slopes extending inward to the floor, approxi:atr.ly 22 feet below grade (elevation 818 feet).
Upper and lower slopes are separated by a horizontal bench 8 feet wide at elevation 828 feet, which supports riprap placed to protect the upper slope s from erosion by wave action.
The ESWS pusphouse excavation was cut midway along the east side of the GiS retention pond.
Excavations north 0
7 and south of the pumphouse were cut into the east slopes of the pond for 6
7 installation of cooling water discharge pipe s from the UHS cooling towers.
7 Geologic maps and profiles of the UllS retention pond are presented on 0
8 Figures 5, 6, 7, and 8.
9 IO_
The upper slopes of the retention pond are denerally cut in nodified 7
loess and accretion gley.
The upper part of the south slope and nuch of the U
east slope was cut in cohesive fill placed to bring the original land surface E
n up to plant g rade.
The bench separating upper and lower slopes is within the accretion gley unit.
The lower slopes are cut in accretion gley and glacial till.
The bottos of the retention pond is predocinantly glacial till, except I
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for the southeast corner where some accretion gley extends into the pond bottom (Figures 8 and 9).
Geologic mapping of the UHS retention pond excavation surfaces was completed in three stages as excavation work proceeded.
When excavation surfaces were ready to be mapped, Dames & Moore was contacted by Union Electric Company site engineering personnel to arrange for mapping. The first stage of mapping was performed in October and November of 1977. At this time, the upper slopes of the western half of the retention pond were mapped in detail. As the excavation for the UHS pond was deepened, the lower slopes and floor of the western half were mapped during the second stage in September, 1979.
Geologic mapping of the UHS pond excavation was completed during the third stage in January and February, 1980.
Mapping of the lower slopes and floor of the eastern half of the retention pond was completed during this stage.
The upper slopes on the east side were not mapped; however, this was due to a miscommunication between D/iniel International Corporation and Union Electric Company, that resulted in the upper half of the eastern slopes being 0
covered with r1prap before Dames & Moore was notified that the slopes were 7
6 ready for mapping.
Dames & Moore personnel were no longer at the site full 7
7 time and were dependent on such notification. The upper slopes were inspected by Daniel International Quality Control inspectors for the presence of sand Io 8
9 and silt bodies before the riprap was placed.
Dames & Moore reviewed the o
qualifications of the Daniel Quality Control inspectors and, in a letter to 7
Sverdrup Parcel and Associates dated January 29, 1980, indicated that the IU E
inspectors were considered reliable to identify sand and/or silt bodies in the M
slopes.
A silt body was identified near the top of the accretion gley by Daniel Quality Contcol inspectors in the vicinity of the excavation for the ESWS discharge pipes near the southeast corner of the pond excavation.
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Daniel Quality Control inspectors supervised removal of this silt lens and replacement with Category I cohesive fill (Dames & Moore, 1980).
In the areas that were mapped by Damec & Moore, a number of potentially deleteriors materials were encountered that were examined and tested in order to determine whether the materials should be removed.
These materials included the following:
1.
A thin layer of topsoil in the upper slope in the southwest part of the pond; 2.
An apparent silty lens of modified loess, also in the same area; 3.
Uncontrolled fill in front of the ESWS pumphouse; 4.
Graydon chert conglomerate fragments in the pond floor; and 5.
Two sandy bodies exposed in the floor of the pond.
Those materials encountered in the excavation slopes and floor and the remedial actions taken to prevent excessive seepage from the pond are discussed below.
The natural grade over the southern half of the liHS pond area was 0
below final grade for the pond berm.
The specifications call for the topsoil 7
6 to be stripped from the area and for placement of Category I cohesive fill to 7
7 bring the area up to design grade.
Only after fill placement could the pond 0
excavation be made.
When the stripping was done in the southwest portion of 8
9 the pond area prior to cohesive fill placement, the contractor failed to strip 0
deeply enough to remove the entire topsoil layer.
This was not detected 7
until after the cohesive fill had been placed and was not considered serious U
because the material did not have a high content of plant or root remains.
It E
M was decided that the remaining topsoil would be examined in greater detail when the pond slope was excavated in that area and that this material would be sampled and tested.
When excavation of the slope was completed, the topsoil
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D Jt M Ei S I' FA G Ost C I
to be tested was found to occur between Stations 106 and 110 on the west side of the pond (Figures 5 and 7).
The wedge of topsoil beneath the fill was found to have a maximum thickness of 8 inches between Stations 108 and 109 and to pinch out at Stations 106 and 110.
Photographs showing the stratigrapnic units present in the upper portion of the west UHS slope are presented on Figure 9.
The soil was sampled with a thin-walled tube sampler at the locations shown on Figure 5.
These samples were returned to the Dames &
Moore laboratory in Chicago for visual examination, grain-size analysis, and permeability testing.
In addition, a light gray subunit of the modified loess was sampled that appeared to be more silty than normal modified loess.
This subunit was detected at the base of the modified loess between Stations 101 and 112.
It was referred to as an apparent silty modified loess and was found to have a maxi =um thickness of 3.8 feet.
This zone was also sampled for laboratory permeability testing and grain size inalysis.
Three samples were selected for testing, two from the apparently 0
silty modified loess and one from the buried topsoil layer.
Gradation curves 7
6 for all three samples tested are presented on Figures 11, 12, and 13.
Only 7
7 two samples tested for permeability yielded reliable results, one from 0
the buried topsoil and one from the apparently silty modified loess.
One 8
9 permeability test of the apparently silty modified loess sample taken at o
Station 104A was invalidated because water flow eroded the sample during 7
testing.
The sample of the buried topsoil taken at Station 107E yielded an U
E ave rage permeability of 1.4x10-8 cm/sec, while the apparently silty modified M
loess sample taken at Station 105A yielded an average permeability of 5.8x10-8 cm/sec.
Because the permeabilities were so low, it was decided that
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the buried topsoil and the apparently silty modified loess lens need not be removed and replaced with cohesive fill.
An area of uncor. trolled fill was recoved from the floor of the L"dS pond ic=ediately west of the ESWS pumphouse.
The fill was removed along the contact with the west edge of the pu=phouse apron and replaced by Category I cohesive fill.
The outline of the area excavated is shown on Figure 5.
The ur. controlled fill was excavated and replaced by cohesive fill under the supervisica of Daniel Quality Control inspectors.
Frag =ents of Graydon chert conglomerate were encountered in the floor of the UHS pond.
Most of these occur in the western half of the floor (Figure 5).
The frag =ents were thought to represent outcrops of Graydon chert conglomerate when they were first encountered during excavation.
They were referred to as suspected Graydon chert conglo=erate outcrops in correspondence and reports at that time.
Further examination indicated that these were fragments of Graydon chert conglomerate which had been picked up by glaciers and incorporated in basal till transported by the ice.
Field 0
permeability tests were perforced on two of these exposures to verify that the 7
6 permeabilities of the chert-till mixture were lower cnan the pe r=cability 7
7 assumed by Bechtel Power Corporation in determining seepage loss estimates.
O Bechtel assumed a pe rmeability of 2x10-5 cc/sec ( Bechtel, 1979).
The two 8
9 chert zones tested in place in the pond botton, locations Gec-3 and Gec-7, yielded permeabilities of 2.7x10-6 cm/sec and 5.5x10-7 cn/ sec, re s pe c tively.
Io7 Thus, per=cability test results were considerably below the uppe r limit at U
E which naterials would have to be recoved and replaced with cohesive fill.
M These results were reported in a Da=es & Moore report dated December 14, 1979 (Dames & Moore, 1979';.
I
[16]
e
During the mapping of the UHS retention pond, the bottom and slopes were carefully examined for any evidence of sand or silt lenses. The removal of a silt lens from the upper portions of the slopes was described earlier.
As the mapping continued in the till exposed in the pond bottom and lower portions of the slopes, an intensive search for sandy lenses was undertaken.
Sandy zones had been re ported earlier in the mapping program as laterally discontinuous lenses grading from silt to sand most commonly near the base of the till.
Two sandy zones were detected in the eastern half of the UHS pond bottom (Figure 5).
The two areas were marked with flagging, and their locations were established by a survey crew.
At this time, the total extent of the two sandy areas could only be established approximately from surface exposures in the pond bottc m.
Wooden mats were placed to protect the pond bottom, and a backhoe was used from this platform to remove the sandy material.
As the backhoe was operated, a Dames & Moore geotechnical engineer observed the operation and directed the operator as to which material should be removed.
In each instance, the total extent of the sandy zone was found to 0
be greater than the area that had been exposed in the pond bottom.
The 7
6 northernmost sandy zone was found to extend eastward into the pand slope.
7 7
The sand had not been detected when the slope was examined earlier, because it was overlain by approximately 3 feet of clayey material and had not been Io8 9
exposed at the surface on the slope.
i When the sandy material had been completely removed, the boundaries of the excavation again were marked with flagging and resurveyed.
The two IUE excavations were then filled with compacted Category I cohesive fill to t;.e l
l M
l pond bottom grade under the supervision of Daniel International Corporation l
E Quality Control personnel.
The shapcs of the sand bodies and their thick-nesses were irregular.
The depth to which the sandy material was excavated
[17]
- u 4, e mimn
I ranged from approxi=ately 1/2 to 4-1/2 feet below the level of the pond botton.
The boundaries of the excavated areas were highly irregular and have been si=plified somewhat for presentation at the relatively s=all sce e (1 inch = 25 feet) on Figure 5.
These boundaries are shown in = ore detail cn Tigure 14.
Sone difficulty was encoun:ered during capping in locating the contant between the accretion gley and the underlying glccial till.
This proble: was unique to the GS pond area and had not occurred in capping the excavations for the power block, GS cooling towers, ESWS purphouse, and the ESWS pipe trenches.
The difficulty is thought to be at least partially attributable to the fact that exposures were in relatively low-angle slope s and to the condition of these slopes at the ti=e of capping as discussed above. However, in addition to these dif ficulties, it was found that a nu=ber of key physical differences by which the accretice gley and glacial till had been distinguished elsewhere were less distinctly exhibited in the GS slopes and bc tos.
The key criteria used in differentiating accretion gley fro:
0 glacial till are the higher sand and gravel content in the till and the 7
6 change in color fro: the gray accretion gley above to the reddish-brown to I77 yellowish-brown color of the underlying till.
These physical changes in the O
type of narerial, as well as the presence of a gently undulating unco:.:ornable Ia9 contact, were used to help distinguish the two stratigraphic units.
In all of the QS slo pe s, conditions were such that the undulating contact ec. tid not l0 n
7 i
be readily distinguished.
Only in the northeast quadrant was there an IUE identifiable color change and a significant increase in sand and gravel M
content in the till. In the southeast, southwest, and northwest quadrants, th*
sand and gravel increase was =ini=al and a significant ccior change was not I
ne,
. n
.n a
I
I I
apparent.
The contacts as mapped by Dames & Moore field personnel are consistent with the gley-till contact as identified in nearby excavations and on boring logs.
The difficulty in identifying the accretion gley/till contact is similar to the problems encountered in mapping the ESWS discharge pipe excavation near the southeast corner of the UHS pond.
The mapping was done before the pond bottom had been excavated to final grade.
At first, a possible accretion gley/till contact was identified in the ESWS pipe trench and was mapped at an elevation of approximately 823 feet.
A second examination of the outcrop by two Dames & Moore geotechnical personnel confirmed an earlier suspicion that the =aterial below elevation 823 might be accretion gley and not till.
However, no color change is identifiable on photographs of the excavation.
Examination of logs of nearby borings and later mapping on the final UHS pond slopes indicated that the contact occurs at an elevation of approximately 818 to 819 feet in the ESWS discharge area as shown on Figures 5 and 15.
0 7
6 ESWS PUMPHOUSE I'
The ESWS pumpho use is located approximately in the center of the O
I8 dis complex in the east slopes of the U!iS retention pond.
It is in an area 9
where ':he original ground surface was below the nominal plant g rade of IO7 84 0 feet.
As much as 4 feet of Category I cohesive fill was placed in the area to raise it to plant grade.
IUE 3
During mapping of the puuphouse slo pe s, a number of silt and sand leases were encountered.
A silt lens approximately 25 feet wide and up to 2 feet thick was mapped at the contact between the modified loess a nd the I
<1e>
I
I I
accretion gley in the southeast corner of the excavation.
This silt lens extends f rom the east slope around the bend of the excavation into the south slope where it extends westward for 70 feet before pinching out.
Three discrete sand bodies were mapped at the base of the till near the north end of the east slope. The largest of these is approximately 24 feet wide and 3 feet thick.
Toward the south end of this slope, an irregularly shaped sand body 6 feet wide and 1 to 2 feet thick was identified.
In the same area, there is also a sand lens 2 feet wide and 1 foot thick.
The foundation excavation and mapping were completed in Dece.nber of 1977.
Maps, profiles, and photographs are presented on Figures 2,16,17, and 18.
ESWS PIPE TRENCHES I
The ESWS pipe trenches were mapped at various times as the excavation and backfilling operations progressed.
Figure 19 shows a plan of the ESWS pipes and duct banks and indicates the various slopes that were I07 mapped.
Individual plans and sections are presented on Figures 20 through 6
27.
Mapping procedures required that only one side of a trench be mapped if g7 3 7 the slopes were steeper than 1:1 (horizontal to vertical), provided there O
I8 were no significantly different features on opposite sides of the trench.
9 In all cases, only one side of the trench had to be mapped based on these E0
, 3 7 criteria.
i The trench mapping did not reveal any unusual features t ha t ' had U
E not been viewed and mapped in other excavations.
A few silt lenses were 3
present at the top of the accretion gley, but it was determined that the silt l
lenses would not adversely af fect the stability of the slo pe s.
One of the (20]
,,,.,c I
I silt lenses at the top of the accretion gley was observed on the north side of the ESWS discharge pipe trench from UHS Cooling Tower No. I to the UHS retention pond.
This silt lens would have been exposed on the UHS pond slope when the excavation was completed.
In order to prevent excessive scepage from the pond through the silt lens, the lens was excavated to a depth of at least 5 feet below the final pond slope line.
The excavation was backfilled with Category I cohesive fill as the pipe trench itself was backfilled.
The silt lens that DIC Quality Control inspectors identified and had removed from the pond slope north of this pipe trench was probably a northern extension of this silt lens.
UNIT 1 POWER B~ ICK Figure 28 presents the areas in the Unit 1 power block where Graydon chert conglomerate was exposed as subgrade for support of structures or as subgrade for Category I structural fill or backfill.
Most of the final excavation to expose the Graydon was performed af ter Dames & Moore's 0
7 August 24, 1976 detailed mapping report of the Unit Nos. I and 2 power block 6
areas.
The elevations presented are not the elevations of the top of the I77 unit, but are the elevations of the final prepared Graydon surfaces, prior to 0
8 building construction or filling operations.
No unusual or unexpected 9
features we r.>
ioted in the exposures of Graydon chert conglomerate.
I IUE M
I I
un
.~ ~
I 1
f I
CONCLUSIONS I
The detailed mapping of the excavations for the UHS cooling towers and ESWS pumphouse and pipe trenches revealed no features that would adversely affect the safety of the plant.
During mapping of the UHS retention pond slopes and bottom, the presence of one silt body and two sand bodies were revealed that might possibly have posed a see page problem.
Although these three bodies were found to be lenticular and, therefore, probably laterally discontinuous, they were removed and replaced with Category I cohesive fill in the interest of safety and conservatism.
The thin layer of topsoil left on the west slope of the pond beneath the cohesive fill and the chert frag =ents in the pond bottom were judged to pose no seepage threat and were not removed.
No evidence of folding or faulting was found in any excavation mapped to date.
Descriptions of minor features encountered during mapping have been discussed in this report.
It is our opinion that no adverse geologic features or conditions exist in the mapped area that could af fect the plant locatica, design, construction, or operation.
IO7 6
7 7
IO8 9
l
-I U
E M
un
I REFERENCES CITED I
Bechtel Power Corporation, 1979, Ultimate heat sink retention pond, soils engineering studies, Callaway Plant Units 1 and 2, Missouri, pp. 9-10.
Dames & Moore, 1979, Report - Field permeability of suspected Graydon chert conglomerate outcrops in the bottom of the ultimate heat sink retention pond excavation, Callaway Plant Units 1 and 2, for Union Electric I
Company.
1980, Comments on NRC 25N-1468-C dated Jantarv 11, 1980.
Letter reprt to Sverdrup & Parcel and Associates (January '9)
- Lutzen, E.M.,
and Rockaway, J.0.,
1971, Engineering geology of St. Louis County.
Engineering Geology, series no. 4, p. 8.
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1.
THIS FIGURE l$ REVISED FROM FIGURE 1 0F THE DAMES & MOORE INTERlH MAPPING REPCRT, DATED APRIL 25, 1979 A
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UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2 8
FIGURE I EXCAVATION PLAN UHS AREA
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OHESIVE FILL 85 ODIFIED LOESS -
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TCP AND EOTTCM OF EXCAVATICN 4
45 NOTES:
98 1.
COCRDINATES SHCVN ARE FLfsNT COCR0lhATES.
2.
SEE FIGURE 1 FCR LOCATICNS.
J y si o
- 2 13 4e 50 3.
THIS FIGURE IS REVISED FROM FIGURE 2 0F ThE DAMES & MOORE thTCRIN MAPPihG
{'o i
REPORT. DATED APRIL 25, 1979.
i FEET So O
80 f
f UNION ELECTRIC COMPANY J
CALLAWAY PLANT UNITS 1 AND 2 FIGURE 2 I
DETAILED GEOLOGIC MAP UHS COOLING TOWERS
(
E 99,250 AND PUMPHOUSE EXCAVATION
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MODIFIED LOESS 3
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l LEGEND:
- 13 LOCATION OF SURVEYED STATION SOUTH SLOPE CONTACT BE1VEEN UNITS OR BREAKS IN SLOPE
-- - APPROXIMATE CONTACT NOTES:
1.
COORDINATES SHOVN ARE FLANT C00RDINATES.
O o
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ALL EXCAVATIONS BOTTOM AT OR A FEV FEET o
2.
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BELCV THE GLACI AL TILL - CRAYDON CHERT o
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CONOLOMERATE CONTACT.
z z
z z
z 3.
SEE FIGURE 2 FOR LOCATION OF PROFILES.
4 VERTICAL EXAGCERATION 2iX.
5.
D lS FIGURE IS REVISED FROM FIGURE 4 0F THE DAMES & MOCRE INTIRIM MAFFING REPORT, DATED APRIL 25, 1979.
TOP OF SLOPE TOPSOIL NOT SHOWN MODIFIED LOESS l
cccasioNAL, SMALL SILT i
LENSES AT BASE OF LCESS SILT
' LENS 7 ss si 52 l
se so FEET l
ACCRETION - GLEY is 50 0
50 s_O A.
s2A (IA l
GL A Cl'A L TILL 2A s2s sie
_ sos i7e $
HORIZONTAL SCALE 50C "C
'8
'2 s
/
sic GRAYDON CHERT CONGLOMERATE UNION ELECTRIC COMPANY TOE OF SLOPE CALLAWAY PLANT UNITS 1 AND 2
?
WEST SLOPE FIGURE 3 VERTICAL PROFILES OF SLOPES l
UHS COOLING TOWER NO. I I
O O
O O
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s d
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TOP OF SLDPE7 32 e
2, 3r 840-l 840-MCD:FIED LOESS d
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sp 43 4,
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LOOKING PLANT EAST I
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b LEGEND:
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^^
^
NOTES:
U GRAYDON C RT TOSL pgF 1.
CCCPCINATES SHCVN ARE PLANT CCCRDINATES.
W CONGLOMERATE 2.
ALL EXCAVATICNS BOTTCM AT CR A FEV FEET 800-BELCV TFE CLACI AL TILL = CRAYDCN CNERT CONCLCt' IRATE CCNTACT.
3.
SEE FIGURE 2 FCR LCCATION OF PROFILES.
LOOKING PLANT SOUTH 4
VERTICAL EXACCERATION 2iX.
5.
THIS FICURE IS REVISED FROM FICURE 5 0F W E Ctr.ES & MCCRE INTERIM MAPPING REPORT, DATED AFRIL 25, 1979.
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gg p
r ACCRETION - GLEY wi Eg l-RAWP SLOPE (APPR0xiM ATE) 23 2_4
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$ P,'g',"c",7 @ y (E 50 0
50 i -
7 7
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GLACIAL TILL y
sEntR TREwcM p
'tA HORIZONTAL SCALE io N TOE OF "o
GRAYDON CHERT SLOPE UNION ELECTRIC COMPANY CONGLOMERATE CALLAWAY PLANT UNITS 1 AND 2 l
LOOKING PLANT WEST FIGURE 4 l
VERTICAL PROFILES OF SLOPES
}
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5,0 UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2 FIGURE 5 J
DETAILED GEOLOGIC MAP SLOPES AND BOTTOM UHS RETENTION POND
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gm um-T4CT SE 7bital V4f TS OR t,t AP S HORtZONT AL SCALE ArretCRimATI r,chTACT UNION ELECTRIC COMPANY
-'i s CALLAWAY PLANT UNITS 1 AND 2 I
,. Cx,,, osi, - - P-1
.t r,E. E moric, n.
),
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FIGURE 6 VERTICAL PROFILES OF SLOPES SECTIONS A-A' A ND B -B' UHS RETENTION POND I
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NOTES:
1.
ELEVATIONS SHOWN ARE IN FEET BASED ON UNION ELECTRIC COMPANY fYED STATION MEAN SEA LEVEL DATUM.
CALLAWAY PLANT UNITS 1 AND 2
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POND BOTTOM ELEVATION IS APPROXIMATELY 818 RET.
FIGURE 14 f
E M ATE INATES SHOW ARE PLANT COORDINATES.
DETAll 0F EXCAVATIONS FOR g
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OWS.
MMM @ M@ MWU UHS POND BOTTOM
m m
m i
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I CCNTACT SETWfEN UhlTS CR BREAKS IN SLJPE g
g AFFRCXIMATE CCNTACT
~~~
s STRUCTURAL 6
\\
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F
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CocRolsArts SrCVN ARE PLANT CCCRDINATES.
=
TOWER FLAN VIEV VAS CRA' N FROM "ATA CSTAINEC 2.
gg Tl NO. I FRcM rROFitE.
3.
MAFPihC CCPPLETED FRICR TC FINAL EXCAVATION OF LHS FLCCR AND SLCFES.
4 SEE FIGURE 19 FOR LOCATICN OF FROFILES.
DRAdlNC PEFERENCE:
TITLED: INSTALLATION - CETAIL5 - VATER YARD LCCATION ESV SYSTEM BY: SVERORUP lJJO FNtCEL AND AS$CCI ATES.
FCR: UNION ELECTRIC COPPANY.
CRAVINC NO: 2600-X-83379 (Q) (UNO) REV. 1.
[
I COHESIVE FILL g
12 UHS
]
Ti 3
COOLING ST R UCTUR AL FILL TOWER
[
FEET w
20 0
20 NO. I
- eso-g HORIZONTAL SCALE 3F SLOPE l
4 w
d UNION ELECTRIC COMPANY
- e2o CALLAWAY PLANT UNITS 1 AND 2 FIGURE 15 EXCAVATION FOR ESWS DISCHARGE PIPk TO UHS COOLING TOWER NO. I
}
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o o
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48 38 '
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l' PIPES AND DUCT BANKS l
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CONGLOMERATE I,
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LOOKING PLANT EAST f
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w-w
='
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w BENDS AROLND TOP OF SLOPE 840-22
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F LENS 24 d
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GLACIAL TILL
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io e
es GRAYDON hT GRAYDON CHERT Ti L CONGLOMERATE TOE OF en 800 -
SLOPE LOOKING PLANT SOUTH LEGEND:
e 10 LOCATION OF SURVEYED STATION CONTACT BETWEEN UNITS OR BREAKS IN SLOPE O
! 9 NOTES:
1.
COORDINATES SHOWN ARE PLANT COORDINATES.
z 2.
ALL EXCAVATIONS BOTTOM AT OR A FEW FEET l
BELOW THE GLACI AL TILL - GRAYDON CHERT CONGLCMERATE CONTACT.
3.
SEE FIGURE 2 FOR LOCATION OF PROFILCS.
4 VERTICAL EXAGGERATION 2iX.
SIVE L
5.
THIS FIGURE IS REVISED FROM FIGURE 6 0F THE DAMES & MOORE INTERIM MAPPING ED REPORT, DATED APRIL 25, 1979.
4 ENS FEET 50 0
50 HORIZONTAL SCALE UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2 FIGURE 16 f
VERTICAL PROFILES OF SLOPES 5 ESWS PUMPHOUSE
{
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SEE FIGURES 2 AND 19 FOR LOCATIONS.
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UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2 COVE <ED FIGURE 17 T LEFT)
PHOTOGRAPHS SHOWING GEOLOGY OF SLOPES, ESWS TRENCH
.I AND UHS COOLING TOWER NO.2 l
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SEE FIGURE 2 FOR LOCATION.
i UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2 FIGURE 18 PHOTOGRAPHS SHOWING GEOLOGY OF 3 SLOPES, ESWS PUMPHOUSE EXCAVATION me l
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TITLID: 94tL31NG = FILL AND BACKFILL PLAN N
l PChtt SLCCN l
//
BY: SVEF3RJP AhD PAltCEL AND ASSOCIATES, INC.
ST. L3' 15. Pt5f4'JRI 1
J FOR: UhtCn ELECTRIC CGMPANY l
,[
5?, L3 cit, MI553Up l
.s DRAsilMG NC: 8600-I-88130 (0, pf W. 7
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DARD: AMIL 24,1976
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[$
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TtTLID: INSTALL.ATICif - CETAILS - WATER l
YNt0 LCCAT104 f
l
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E.5.w. SYSTE?t 7-j BY. SVEND#UP AMD PMCEL AND A55CCI ATES,14C.
I ST. LC4fl5, al5SCJR I A./
[
s
/
/ r FOR: UNICu ELECTylt CCFPANY
(
4',
j'
/
CATED: vf $, '977
/ /
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$T, LDyl5. fel513A t I
/
DPhlW *C 8600-I-88379 (Q, REV. 2
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TITLED BelLDl4 - FILL Amo BACFF6LL PLAN 54ET ULTIP: ATE MAT $34m AptA 9V: SVERDRuP Aho PAPCIL Ah3 ASSOCIATES, imC,
- w -9
_.s.-
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N:
l
^
^
^
^
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CATED FE9AWY 15,1977 1
i V
CRAWL 4G ND 6600-I-88273 (0, REY.1 i
T
\\f 10,0 0,
10,0 200 I
f
[
UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2 t
FIGURE 19 s
S INDEX TO ESWS TRENCH MAPPING
)
l i
/ /
i I
l
--c---.r.w,we-e-.-.---,-,,--.
._-,---e------re--rw--..r.-----=--.-
-w
--+w s.-
h
'Do #
00 g
u u
I
+ 'o o
1
- sg TOP OF SLOPE T3_
7 T{
k
's N
MODIFIED LOESS s
A N
FIL(
pg s
GGI
's q[
v e'
B3 4
0 T2 o, y
\\
84 j
FILL 7 ACCRETION-GLEY g
Tg B2 TOE OF ACCR ETION-GLEY TOE OF SLOPE B1 i
PLAN VIEW i
l i
840 -
TOP OF SLOPE ML2
__------ e T3 d
2 81 MODIFIED LOES S
, 830 -
1 T2 GG5 g
,-~,,GGl
- ~
w ACCRETION-GLEY f
~
z B4 9
B2 TOE OF SLOPE g 820-e l
j 810 -
VERTICAL PROFILE iTRTICAL EXA00ERATICN IiX
o
/
4 o
Oh V
4 r
u T5
/
LEGEND:
2 MLt
,T 5 LCCATION OF SURVEYED STATION GG3 MODIFIED
@6 J
LOESS CONTACT BETVEEN UNITS OR BREAKS IN SLOPE GTl
APPRO4 IMATE CCNTACT B7 NOTES:
GLA " TILL 1.
CCCRDINATES SHCVN NtE PLANT COORDINATES.
2.
ALL STATIONS TRANSPOSED 28 FEET NORTW'ARD TO CCNFORM TO EXCAVATICN PLAN AND SURVEYED STAT!CNS ON CCHESIVE FILL ARCUND P! PES AS EXPGSED ON LHS SLCPES.
3.
DUE TO SURVEY ERRORS ELEVATICNS AND LCCATIONS VERE CORRECTED OR OMITTED USING FIELD NOTES AND PHOTOGr.APHS.
ELEVATION CORRECTION: STATIONS GG1, GG) AND GG5.
CMITTED ON PLAN AND/CR PROFILE: STATIONS GG2 AND B3.
COCRDINATES CORRECTED: STATIONS 95 AND B6.
APPROXIMATE LOCATION: STATIONS GT1 AND GT2.
- 840
- 1..
SEE FIGURE 19 FOR LOCATION OF PROFILES.
74 T5 FILL ytg 3
to 2
GG3
-830 Uy FEET 25 0
25 GT2 GTI GLACIAL TILL
-820 h HORIZONTAL SCALE L
5 2-87 g
UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2
- 810 FIGURE 20 EXCAVATION FOR ESWS DISCHARGE PIPE TO UHS COOLING TOWER NO.2
}
b' o
t o,,
o V
n.
2 ll U
c;#
3 FILL TOP OF SLCPE 5-l '"
4[ MODIFIED ~
2 LOESS
~ ~ -
ij TOE OF SLOPE ATj y
z SILT LENS l..
TOP OF MUD MAT
~
f-- { E S W S PIPE p { OF DUCT BANK N
.I PLAN VIEW
/
L.
g..
tL L
NORTHEAST e
W.
840-FILL
,5
^2 j
T$N E ORGA
_ __ __ ______-_.__ _N(
W 3,3,_
MODIFIED LOESS l
3 g
ACCRETION - GLEY 3
r W
TOE OF SLCl 820-TOP OF 6"Z VERTICAL PROFIL
\\
mTicy occmTicow I
b o?'
I v
5 N
\\
{ TOP OF SLOPE pigg 3'
\\
\\
^6 g
ACCRETION-GLEY I
/
LEGEND:
64 LOCATION OF SURVEYED STATICN LOCATION TAPED FRCM SU9VEYED l
STATICN N
CONTACT BETVEEN UNITS CR BREAKS IN SLOPE N
APPROXIMATE CCNTACT NOTES:
1.
CCCRDINATES $HCWN ARE BLANT CCCF.Cl!.ATES.
2.
SEE FIGURE 19 FCR LOCATICN CF F'F.CFILES.
DRAWING
REFERENCE:
TITLED: INSTALLATICN - CETAILS - WATER YARD LCCATICN ES4 SYSTEM BY: SVERCRUP AND PARCEL AND ASSCCI ATES, SOUTHUEST _
INC. ST. LCulS, MISSCURI.
FOR: UNICN ELECTRIC CCMPR;Y.
ST. LCulS. *tSSCURI.
DRAWING NO-86Co-x-63379 (q) (U.0) REV 1.
CATE: MAY 3, 1977.
- 840 3
7 P OF SLOPE7 g
- FILL b
S
--- ~ ~'-*
5
_ r ;o as O
as S
8 L SILT LENS HORIZONTAL SCALE M
'E AT
- 820
' " ^ '
UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2
.E riGuRE ai ESWS TRENCH t
SOUTHEAST OF UHS COOLING TOWER NO. I
}
1 1
N. l O O,0 0 0 8
i
{ ESWS PIPE g
{ DUCT BANK i
u
' =
L MISCELLANEOUS FILL MODIFIED LOESSq
~
4 2
M H 01 I
h ACCRETION-GLEY i:
TOlYF5LYPE N
{ DUCT BANK
\\
\\ : X (t ESWS PIPE OUCT EANK g
\\
\\
{ ESWS PIPE q I
g
\\
\\
\\
{ ESWS PIPE N.10 0, l 0 0 xxx l
PLAN VIEW 840 -
- 840 h
\\ MISCELLANEOUS FILL s
s
_2
/
4 C
MODIFIED LOESS
-830E
- 830 -
~
3
~
8 f
5
{
ACCRETION - GLEY y
g I
__J w
TOE OF SuOPE W
820 -
-820 VERTICAL PROFILE I
VERTICAL EXAGCERATION 2iX
/EET 25 0
25 LEGEND:
3
- DA LOCATION CF SURVEYED STATION CcNTACT BEraEN unit: OR BREAS IN SLOPE UNION ELECTRIC COMPANY APPROX MATE CCNTACT I
NOTES:
FIG UF< E 22 1.
Cc:RDINATES SHCVN ARE FLANT CCCRCINATES.
SOUTH SLOPE OF ESWS TRENCH 2.
SEE FIGURE 19 FOR LCCATICN OF FRCFILES.
FROM MANHOLE 01 TO NORTHEAST CORNER OF COOLING TOWER NO.I
9" %
e* %
O s
o 4(
o' 9
O g
s 0
l
- %l%
g
+'
13 COHESIVE FILL
\\_ TOP OF SLOPE
/
^
12
/
9 15_
MODIFIED LOE
~
g 2
l r
\\
1 ACC R ETIO N - LEY
/
TOE OF SLOPE] GLACIAL TILL CONTACT b
/
GLACIAL TILL CONTACT IN T
e VERTICAL FACE TO STN. 5 TOE OF SLOPE IN VERTICAL FACE
[
[
L(, ESWS PIP p(.ESWS PIPE
/
p
/
/
PLAN VIEW E
E o
u) 8_ b
- b E 8
$ 8 ac at 16 TOP OF SLOPE 840 -
_i 5
,3 3
9 COHEStVE FILL 17 14
-8
_J y
MODIFIED LOESS i0
. 830-
_I 2
C
[
/ '
t ACCRETION - GL EY
/
810 -
TOE OF SLOPE s"
GL3CIAL TILL TOE IN VERTICAL FACE VERTICAL PROFILE r
,,o_
VERTICAL EXACCERATION 2iX r;
l
.i i
f 6
~
5
/g
- E;ENO:
0
\\
8 4
t::m:s er Sa.11E: Si m :4 9 /
LOCATl;s T;fE0 FR:? 5~. ;'. E'. E0 WH On
\\
STATl:N
/
CONTACT !ET.IEN L'.lT5 CR EREMS
/
7f IN SLOFE qs
/
\\
W 9
- 4 Q:
A*H.;X trA*E CONTACT S
c.
6
% /
m MTES:
g b
Q 1.
CCCR;l%ATES 5<.N ABE FtANT CCCR0l%ATIS.
SEE FI;L.E 13 FOR LC0ATl 4 C F FSOFILES.
2.
t I
IAA.Ih; REFEFESOE:
TITLE 0:
l' 5TALLAT!:s - ;ETAILS - VATER Y A:: C ',Tl;. E S' ' 515*EM
$Y:
5'.It :Rc8 A*.0 F J E L A'.0 AS SO C I A~E S,
i;R: L%I;% ELE CTRI O C;*.? AW,
ST. CL'IS. FISELR1.
t w'I N: W: 56CO-X-M373 (G (LP.C) RIV 1.
CATE: FAY 3. 1977.
-840 3
I FEET
-830 25 0
25 e
t i
w 6
w i
m
~
HO RIZCN TA L SCALE g
ATICAL FACE 3
UNION ELECTRIC COMPANY 5
CALLAWAY PLANT UNITS 1 AND
,F SLCPE w
FIGURE 23 ESWS TRENCH
-Bio FROM ESWS MANHOLE Of TO ESWS PUMPHOUSE
,,1 m
I
{
'0 0
of 0
)9
'O V
'So o
UNCONTRO LLE D GENERAL FILL /
/
2 S
TOP OF SLOPE 3 GRANULAR STRUCTURAL
- y 3
4 g,
B ACK FILL 0
MODIFIED LOESS SMALL CUT SILT LENS 14 MODIFIFIED LOESS 19 \\
15
\\
)
e e
22 21 ACCRETION-GLEY 24 2
20 TOE OF OPE be s -GLACIAL TILL GLACIAL TILL
{ ESWS PIPE A
{ DUCT BANK
/
- e. ESwS eies -
PLAB e
9 a
o m 1
0 3
o o m N
. o o
WD d a GRANULAR STRUCTURAL 9 O BACKFILL W
840-SMALL CUT SKEWED RAMP _
3 19 l
2 m
2 j{'9 1
r r
'3 MODIFIED LOESS 830-1 0
0' y
SILT LENS 6
^
d UNCONTROLLED GENERAL FILL ACCRETION - GLE 20 21 ao 0
22 E 820-23 24
d
^
TOE OF SLOPE 810 -
VERTICAL F
VERTICAL EXAGGERAl DRAWING
REFERENCE:
NOTES:
TITLED: INSTALLATION - DETAILS - VATER 1*
COCRDINATES SHCWN ARE PLANT COORDINATES.
YARD LOCATION ESW SYSTEM BY: SVER0RUP AND PARCEL AND ASSOCIATES, 2*
SEE FIGURE 19 FOR LOCATION OF PROFILES.
FCR: UNICN ELECTRIC CCMPANY, ST. LOUIS, MISSOURI.
CRAWING NO: 8600-X-88379 (Q) (UNO) REV 1.
/
OATE: MAY 3, 1977.
s
l o
6
\\
' *o f
o
/
a MISCELLANEOUS FILL 9 o 6
\\
/
MODIFIED LOESS
\\ 25^
[
'87 26
_29 r-COHESIVE FILL 32 0
/
30
/
4 l GLACI AI. TILL 97 0
(3 t
CONTACT IN NEAR 28 31 VFRTICAL FACE
.34
~
ACC R ETION - GLEY
/
/
[
t DUCT BANK
((TOE OF SLOPE b
MH O2 GLAClf.L TILL CONTACT
'g IN VERTICAL FACE)
[
l VIEW G
8 S d
- m. 8 w
ct M IS C E L L ANEOUS FILL
. S 32 d
3, T
26 2_9
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UNION ELECTRIC COMPANY e
LCCATION OF SURVEYED STATICNS CALLAWAY PLANT UNITS 1 AND 2 4
1 LCCATICN TAFED FROM SUR/ EYED FIGURE 24 STATicN SOUTHEAST SLOPE OF ESWS 'RENCH CONTACT EEWEEN UNITS CR BREAKS IN SLCPE NORTHEAST AND SOUTHWEST
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NOTES:
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C00 RDINtTES Sw.~.N ARE FLANT CCORCIN ATES.
2.
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t OR1441!.C F.EFERENCE:
O TITLE 0: INSit-LLATI ON - CCT? ILS - V?.TE'4 r
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SKEWED CONDUlT TRENCHES FILLED eq: cal:..:: 56;;_x.53373 (g (-4.;) tt,. 1, WITH BEDDING MATERI AL
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IN SLCPE APPROXIFATE CONTACT ACES:
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CCORCINATES 5"CVN ME cLANT CC-*CINATES.
2.
SEE FICU2E 19 FOR LCCATION C F FROFILES.
I CRAWINC
REFERENCE:
TITLED: INSTALLATICN - CETAILS - WATER YARD LCCATION ESV SYSTEM WEST sy. SytRC.;p u.a Fiactt AN: ASSOCIArts, l
O 1
O INC. ST. LCuls, MISSCURI.
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OATE: MAY 3, 1977.
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.I L
PROJECT MEMORANDUM PROCEDURE FOR DETAILED MAPPING OF EXCAVATIONS I
CALLAWAY PLANT, UNITS 1 AND 2 FOR UNION ELECTRIC COMPANY DATE:
August 5, 1977
'. ' ' ? (" "* p i'," Q' D
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Approved by
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PIC i
DAMES & MOORE Park Ridge, Illinois I
Revision 3 8/5/77
In trenches or in areas where the exctvation slopes are steeper than 1:1, a control grid I
will be established.
Horizontal control survey markers should be established at 50-foot intervals at the top and bottom of the excava-tion and at intermediale points by steel tape.
Two vertical control points will he established for slopes more than 10 feet high.
For slopes less than 10 feet high, one vertical control point will suffice.
Stratigraphic contacts and any significant features will be drawn on a sketch map of the face at an appropriate I
scale following completion of the mapping the face will be photographed.
I Under norm.nl conditions, only one wall of a trench need be mapped.
(
l l
l 6a Revision 3 8/5/77
/
DAMES & MOORE QU A LITY ASSURANCE PROCEDURE NO. 5.3 COVER SHEET FOR PROJECT PLAN AND MEMORANDUM PROJECT MEMORANDUM: REVISION 4 JUNE 1, 1978 PROCEDURF FOR DETAILED MAPPING OF EXCAVATIONS (PROJECT TITLE) (DISCIPLINE)
OWNER UNION ELECTRIC COMPANY f
JOB NO. 7677- 089-07 0.A. JOB NO. 7677-067-07 k
SITE CALLAWAY PLANT, UNITS 1 and 2 I
PREPARED BY MM/'Md DATE (Pl or Orig:nator)
(Signature)
APPROVED OYN DATE
/
(Signature)
//
DATE h
APPROVED
%4 /[ A
/
~'
/
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(Signature) '
v (Tech. Reviewer)[/
APPROVED DATE
/
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(POAC)
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DAMES & MOORE 1550 Northwest Highway, Park Ridge, Illinois 60068 OFFICE ADDRESS
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Dames & Moore Quality Assurance Procedures
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TECIDTICAL REVIEW DOCU:E.n% TION SIEET
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Co= plate text and tables ready
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Principal Investigator Date g
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Text reviewed and prcofed.
I Complies with guidelines.
Draft suitable for technical revicW.
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Date Principal-in-Charge 3.
Technical review cc=plete.
Report approved with
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exceptions noted.
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Tc'chnical Reviewsr Date
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Technical review co==ents
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incorporated into text.
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Text reviewed and prcofed.
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Project Manager Date 6.
Report reviewed and approved for trans=ittal to client
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Report cc= plies with quality assurance recuirements
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} bore will confor=, where applicable, to the D&M }bnual of Technical Practice and to the referenced ETL 1110-2-203 publication (see Appendix A).
Quality control and quality assurance documentation and procedures with regard to the establishment of the surveyed control points (iron hubs) will be the responsibility of Daniel International Co rporat ion.
Quality assurance and quality ccatrol procedures will be established on the basis of cutual agreement between Union Electric Company Daniel International Corporation, and Dates &
lbore in order to:
1.
Report unsatisfactory conditions or features that may be observed ;
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Recommend corrective action; 3.
Define responsibility for corrective action; 4.
Verify by means of inspection and approval that adequate and suitable corrective action has been performed.
It is anticipated that specific circumstances and I
condittans, which may be encountered during performance of tF detailed r_apping procedure, could possibly require minor revisions to the procedure as presently described. The responsibility for initiating procedural changes in the field rests with the Dames & Moore geologist in charge of field mapping. All procedural 2
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changes will be documented, dated, and appended to the latest revised mapping procedure. All procedural changes must ultimately be reviewed and approved by Union Electric Company.
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