ML20008F597
| ML20008F597 | |
| Person / Time | |
|---|---|
| Site: | Callaway  |
| Issue date: | 07/29/1980 |
| From: | DAMES & MOORE |
| To: | |
| Shared Package | |
| ML20008F596 | List: |
| References | |
| NUDOCS 8104210348 | |
| Download: ML20008F597 (150) | |
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i RESULTS OF DETAILED EXCAVATION MAPPING !
ULTIMATE HEAT SINK AREA, ESSENTIAL SERVICE WATER SYSTEM, AND UNIT 1 POWER BLOCK SUBGRADE )
CALLAWAY PLANT, UNITS 1 AND 2 '
FOR UNION ELECTRIC COMPANY Job No. 07677-089-07 July 29, 1980 I
Dames & Moore !
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- nu :-,. ~ c u w c m n- 2s 2 .cn July 29, 1980 Union Electric Company P. O. Box 149 St. Iouis, 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 deat Sink Area, Es sential Service Water System, and Unit 1 Powerblock Subgrade, Callaway Plant, Units 1 and 2, for Union Electric Companv."
This report incorporates data presented previously in our I " 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 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 ff/ .
WfM Donald L. Ballmann Associate I DLB:eh Twenty-five copies submitted I
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TABLE OF CONTENTS PAGE INTRODUCTION . ....... . . . ................. 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 GENERA!. . ................ ............ 10 UHS COOLING TOWER NO. 1..................... 11 i
UHS COOLING TOWER No. 2 . . . . . . . .............. 11 ;
UHS RETENTION POND. ......... ...............
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7 SSWS PUMPHOUSE. . ... ..................... 19 l 6 7
l ESWS PIPE TRENCHES. ..... . . .......... ..... 20 7
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UNIT 1 POWER BLOCK. ....................... 21 0
8 CONCLUSIONS.
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REFERENCES . ..... ...... . . ................ 23 I07 APPENDIX - PROCEDURE FOR DETAILED MAPPING OF EXCAVATIONS ~
U CALLAWAY PLANT, UNITS 1 AND 2 E FOR UNION ELECTRIC COMPANY
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LIST OF FIGURES NUMBER TITLE 1 EXCAVATION PLAN, UHS AREA 2 DETAILED GEOLOGIC MAP, UHS COOLING TOWERS AND PUMPHOUSE EXCAVATION a
3 VERTICAL PROFILES OF SLOPES, UHS COOLING TOWER NO. 1 4 VERTICAL PROFILES OF SLOPES, UHS COOLING TOWER NO. 2 e
5 DETAILED GEOLOGIC MAP, SLOPES AND BOTTOM, UllS 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 UllS 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, SAMPLE 7 l 6 7 14 DETAIL OF EXCAVATIONS FOR REMOVAL OF SAND BODIES, UllS POND BOTTOM 7
_ 15 EXCAVATION FOR ESWS DISCllARGE PIPE TO UHS COOLING TOWER No. 2 0
8 16 VERTICAL PROFILES OF SLOPES, ESWS PUMP 110USE 9
_ 17 PHOTOGRAPilS SHOWING GEOLOGY OF SLOPES, ESWS TRENCH AND UHS COOLING 0 TOWER No. 2 7
18 P110TOGRAPHS SHOWING GEOLOGY OF SLOPES, ESWS PUMPHOUSE EXCAVATION U
l E 19 INDEX TO ESWS TRENCil MAPPING l M 20 EXCA7ATIONS FOR ESWS DISCllARGE PIPE TO UHS COOLING TOWER No. 2 21 ESWS TRENCil SOUTHEAST OF UllS COOLING TOWER NO. 1 (111]
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LIST OF FIGURES (continue.,
NUMBER TITLE 22 SOUTH SLOPE OF ESWS TRENCH FROM MANHOLE 01 TO NORTHEAST CORNER OF COOLING TOWER NO. 1 23 ESWS TRENCH FROM ESWS MANHOLE 01 TO ESWS PUMPHOUSE 24 SOUTHEAST SLOPE OF ESWS TRENCH, NORTHEAST AND SOUTHWEST OF MANHOLE 02 25 NORTH SLOPE OF ESWS TRENCH, NORTHEAST OF COOLING TOWER NO. 2 26 SOUTH SLOPE OF ESWS TRENCH, NORTH OF UNIT 1 27 EAST SLOPE OF ESWS TRENCH, SOUTHEAST OF MANHOLE 03 28 UNIT 1 POWER BLOCK, IOP OF PREPARED GRAYDON CHERT CONGLOMERATE SUBGRADE I
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RESULTS OF DETAILED EXCAVATION MAPPING ULTIMATE HEAT SINK ABEA, ESSENTIAL SERVICE WATER SYSTEM, AND UNIT 1 POWER BLOCK SUBGRADE CALLAWAY PLANT, UNITS 1 AND 2 FOR I UNION ELECTRIC COMPANY INTRODUCTION This re por t presents the results of detailed mapping by Dames & [
Moore of the excavations for the ultimate 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 excavation mapping results presented in our " Interim Report, Results of Detailed Excavation Mapping, Ultimate Heat Sink Excavations, Callaway Plant, Units 1 and 2 for Union Electric Company," dated April 25, 1979. New data obtained during mapping that was completed af ter the interim report was published are also provided. The present report is meant 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 mapping activities at the Callaway site to date. When excavations for Unit 2 0 structures are 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 7
separately to Union Electric Company upon completion of all excavation E mapping.
M The purposes of the detailed excavation mapping were to determine whether any geologic features or conditions exist that could adversely
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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 pe rmanent 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 Memorandwn, Procedure for Detailed }bpping 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 the field by Dames & Moore geotechnical personnel.
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MAPPING PROCEDURES I This re port presents the results of geologic mapping performed in the excavations for the UHS 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 not 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 was 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 cere 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 1 7 calculate horizontal and vertical locations 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 l 0 7 are referenced to plant directions and coordinates. All elevations are given U with respect to mean sea level (MSL) datum.
E M Survey points used to draw geologic maps and profiles were numbered 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. Where distances were short and reference points on existing structures were known, a steel tape was used to measure distances from the known points.
FIELD CONDITIONS AFFECTING MAPPING Mapping efforts were affected to varying degrees by weather e
conditions and changes in excavation configuration. The most common obstacle to mapping was the continual sloughing of material on slopes, especially during rainy periods. This necessitated continual cleaning of the slope s and consequent changes in configuration of the slopes. Mapping was performed in stages as excavation and backfilling operations continued, and slopes were examined af ter subsequent cleaning to assure that no significant changes had occurred.
Other obstacles to mapping arose because work had to be done during different seasons of the year. hbpping of excavation slopes in the summer and winter presented special difficulties. During extended dry periods in the 7 summer, slope material became hard and dry and exhibited shrinkage cracks.
6 7 Surficial sloughed material and disturbed, cracked material had to be removed 7
by hand to depths of approximately 6 to 12 inches in order to locate contacts 0
8 in undisturbed deposits. Hand excavation was performed at horizontal 9
intervals of approximately 50 feet or less, and contacts between control 0
7 points were inferred. During winter months, frozen ground presented some U problems in mapping portions of the UHS slopes. Early in the day, slopes were E
M frozen to depths of 2 to 6 inches and could not be mapped. As the sun thawed the surface layer, material that had been deposited as slope wash or disturbed by repeated f reezing and thawing was excavated manually until contacts could
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I be located in the underlying undisturbed zone. Contacts were identified at approximately 50-foot horizontal intervals or at shorter intervals at turns 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 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 intervals 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). Descriptions of the units are given below in descending stratigraphic order.
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
y the Wisconsinan glacial stage. . It is actually composed of two loess deposits 6
7 separated by a thin paleosol. Postdepositional weathering has modified the 7
_ original silt materials 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 0
7 loess structure, and contains numerous rootlets. The lower (older) loess, U which may be correlative with the Altonian Roxana Silt (Lutzen and Rockaway, l E l n 1971), is a lighter gray and more clayey. The palcosol that separates the two l
loess deposits is a dark gray silty clay containing numerous rust-brown l
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pockets. The thickness of the modified loess is variable where mapped, I raaging from 4 to 12 feet.
ACCRETION-GLEY The modified loess is underlain unconformably by a stratigraphic unit called accretion gley. It consists primarily of massive 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 I a till plain. The material was laid down following retreat of the Kansan glaciers from the site area. The deposit ranges from 4 -l/2 to 16 feet in thickness in the UHS and ESWS excavations. It contains numerous 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 mapjing. Previously, engineering reports 0
7 describing drilling operations included the lenses in the lower portion of the 6
modified loess because their engineering characteristics are similar to those 7
I_7 of the loess. The lenses consistently occur at the contact between the two 0
8 stratigraphic units. The basal portion of the unit contains some sand and 9
occasional gravel. In its natural moisture condition, the accretion gley is a 0
7 stiff clay with nunerous slickensided and black manganese-stained desiccation cracks. When wet, the clay becomes expansive, plastic, and extremely slick.
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GLACIAL Tlu 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 common. A gently undulating unconformable contact occurs between the brown l till and the overlying gray accretion gley. The lower few feet of the till often contain weathered chert fragments that were derived from the underlyin3 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 acavations for the power block, ESWS, and URS cooling towers, the glacial till ranged in thickness from 7 to 14 feet.
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6 7 GRAYDON CilERT CONGLOMERATE 7
o The Graydon chert conglomerate was exposed in excavations for the I89 power block, ESWS pumphouse, and UllS cooling towers and at a few small o locations in the ESWS pipe trenches. This unit consists of three distinct 7
types of material which are randomly distributed both horizontally and U
E vertically within the bounosies of the stratigraphic unit.
M Approximately 80 percent of the Graydon consists of white, buff, and reddish-brown chert fragments randomly distributed within a hard, sandy to
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silty, clay matrix that is primarily tan to light brown. The matrix materials were probably produced by weathering in place of highly consolidated, r.on pla s t ic clays that were combined with silt, sand, and chert debris.
These constituents were transported and deposited to form the Graydon chert conglomerate during early Pennsylvanian time, over 200 million years ago.
The chert fraction re presents 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 to subrounded in shape and are rarely found in grain-to grain contact within the clay matrix. The chert content changes rapidly over 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 purple, granulated, silty clay without c he r t .
These chert-free areas occur as randomly distributed, small, localized pockets possibly formed by local depositional processes that segregated the chert and 0 clay fractions.
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6 The remaining 10 percent of the material presently classified as 7
7 Graydon chert conglomerate consist a of a hard, light gray to purple claystone 1 -
O also containing no chert. Numerous closely spaced vertica. and nearly 8
9 horizontal fractures give the claystone a blocky character. This material is very similar to the fire clay deposits that crop out a few uiles north of l
l Io7 the site and it may represent remnants of a southward extension of the U
E Pennsylvanian Cheltenham Formation.
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RESULTS OF MAPPING CENERAL Experienced geologists or engineers from the Dames & Moore staff observed excavation in progress and examined completed surfaces of the excavations for evidence of adverse, unusual, or previously unknown geologic features and conditions. Contacts between stratigraphic units were :v.pped and ,
excavation surfaces were inspected for evidence of ground-water seepage and possible unstable conditions.
No evidence of faulting or folding 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 pe riod s 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 I7 7
Presently buried surfaces rid the presence of erosional features. They do not o re present adverse geologic features - conditions that could affect plant 8
9 design or construction.
Mapping for this report was centered in the area of the UHS Io7 re tention pond (Figure 1) and in excavations for the ESWS structures and U
IEM Pii P ng situated east of the pond.
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Ulls COOLING TOWER NO. 1 I The only features of note encountered during mapping of the excavation slopes of Cooling Tower No. I were two silt lenses in the southeast portion of the UHS 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, I approximately 2.3 feet thick, was located in the northwest corner of the excavation.also at the loess / accretion gley contact. Other small silt lenses, too small to map, were present in the west wall. The excavation was completed in the top of the Graydon chert conglomerate as indicated on the map and profiles, Figures 2 and 3. Excavation was completed and mapping performed in November of 1977.
UllS COOLING TOWER NO. 2 The excavation for Cooling Tower No. 2 is located in the northeast 0 Portion of the UllS complex (Figure 1). A number of notable features were 7
6 encountered during mapping of the excavation slopes. On the south side of 7
,I 7 the excavation near the center of the slope, a small tongue of cohesive fill 0 Pl aced to bring the southeast portion of the UllS complex up to grade extended 8
9 into the slope of the Coolina Tower No. 2 excavation. On the west side of the south slope, a sand lens approximately 25 feet wide and up to 5 feet thick was mapped in the top of the till. Near the south end of the west excavation IU E 21 S10Pe, a fine, scndy, silt lens 13 feet wide and 6 to 9 inches thick occurred -
within the till. Two more fine, sandy, silt lenses were mapped within the till in the west slope. They measured 1 foot wide by 18 inc hes thick and 6 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 mapped in the middle of the west slope. Numerous, small, sandy lenses were found at the base of the till in the north and east slopes. These were ,iudged to be too small to map. The excavation was completed and mapping performed in November of 1977. Maps and profiles are presented on Figures 2 and 4.
I CHS RETENTION POND The UHS retention pond is located west of the UHS cooling towers and ESWS pumphouse. It consists of an excavation measuring 690 feet in the north-south direction by 390 feet in the east-west direction at grade (elevation approximately 840 feet) with 3:1 (horizontal to vertical) slopes extending inward to the floor, approximately 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 slopes from erosion by wave action. The ESWS pumphouse excavation was cut midway along the east side of the UHS 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 pipes from the UHS cooling towers.
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- Geologic maps and profiles of the UHS retention pond are presented on 0
8 Figures 5, 6, 7, and 8.
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_ The upper slopes of the retention pond are generally cut in modified IO7 loess and accretion gley. The upper part of the south slope and much of the U east slope was cut in cohesive fill placed to bring the original land surface E
3 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 bottom of the retention pond is predominantly glacial till, except I [12] ononsc mooun
I I 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 pe-formed 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 Daniel International Corporation and Union I Electric Company, that resulted in the upper half of the eastern slopes being 0 covered with riprap 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 o by Daniel International Quality Control inspectors for the presence of sand 8
9 and silt bodies before the riprap was placed. Dames & Moore reviewed the l -
o qualifications of the Daniel Quality Control inspectors and, in a letter to Sverdrup Parcel and Associates dated January 29, 1980, indicated that the U
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 I
am Daniel Quality Control inspectors in the vicinity of the excavatioa for the 1
l ESWS discharge pipes near the southeast corner of t hc. pond excavation.
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I I 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 Dames & Moore, a number of potentially deleterious materials were enctuntered that were examined and tested in order to deteruine 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 encounteted in the excavation slopes and floor and the remedial actions taken to prevent excessive scepage from the pond are discussed below.
The natural grade over the southern half of the UHS 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 l 7 7 bring the area up to design grade. Only af ter fill placement could the pond 1
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 l 0 deeply enough to remove the entire topsoil layer. This was not detected 7
until af ter the cohesive fill had been placed and was not considered serious U
E because the material did not have a high content of plant or root remains. It M
i was decided that the remaining topsoil would be examined in creater detail l
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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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 stratigraphic 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 maximum thickness of 3.8 feet. This zone was also sampled for laboratory permeability testing and grain size analysis.
W 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 f r 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 1
0 the buried topsoil and one from the apparently silty modified loess. One I89 pe rmeability test of the apparently silty modified loess sample taken at 0 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 average 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 uncontrolled fill was removed from the floor of the UHS pond ic: mediately west of the ESWS pumphouse. The fill was removed along the contact with the west edge of the pumphouse apron and replaced by Category I cohesive fill. The outline of the area excavated is shown on Figure 5.
The uncontrolled fill was excavated and replaced by cohesive fill under the -
supervision of Daniel Quality Control inspectors.
Fragments 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 fragments were thought to represent outcrops of Graydon chert conglomerate when they were first encountered during excavation.
They were referred to as suspected Graydon chert conglomerate 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 performed on *.wo of these exposures to verify that the 7
6 Permeabilities of the che rt-till mixture were lower than the pe rmeability 7
7 assumed by Bechtel Power Corporation in determining seepage loss estimates.
O Bechtel assumed a permeability of 2x10-5 cm/sec (Bechtel, 1979). The two 8
9 chert zones tested in place in the pond bottom, locations Gcc-3 and Ccc-7, O yielded permeabilities of 2.7x10-6 cm/sec and 5.5x10-7 cm/sec, respectively.
7 Thus, permeability test results were considerably below the upper limit at U '
g which materials would have to be removed and replaced with cohesive fill. .
M These results were reported in a Dames & Moore report dated December 14, 1979 (Dames & Moore, 1979).
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1 During the mapping of the UliS 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 intensiva search for sandy lenses was undertaken.
Sandy zones had been reported 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 bot tom. 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 operetion 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 t i.s t had been exposed in the pond bottom. The 7
6 n rthernmost sandy zone was found to extend eastward into the pond slope.
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 cxposed at the surface on the slope.
o When the sandy material had been completely removed, the boundaries 7
of the excavation again were marked with flaggind and resurveyed. The two IUM E excavations were then filled with compacted Category I cohesive fill to the pond bottom grade under the supervision of Daniel International Corporation Quality Control personnel. The shapes of the sand bodies and their thick-ne sses were irregular. The depth to which the sandy material was excavated
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ranged from approximately 1/2 to 4-1/2 feet below the level of the pond bottom. The boundaries of the excavated areas were highly irregular and have been simplified somewhat for presentation at the relatively small scale (1 inch = 25 feet) on Figure 5. These boundaries are shott in more detail on Figure 14.
Some difficulty was encountered during mapping in locating the contact between the accretion gley and the underlying glacial till. This e problem was unique to the UHS pond area and had not occurred in mapping the excavations for the power block, UHS cooling towers, ESWS pumphouse, and the ESUS pipe trenches. The difficulty is thought to be at least partially attributable to the fact that exposures were in relatively low angle slopes and to the condition of these slopes at the time of mapping as discussed above. However, in addition to these dif ficulties, it was found that a number of key physical differences by which the accretion gley and glacial till had been distinguished elsewhere were less distinctly exhibited in the UHS slopes and bottom. The key criteria used in diffarentiating accretion gley from 0 glacial till are the higher ' sand and gravel content in the till and the 7
l 6 change in color from the gray accretion gley above to the reddish-brown to I7 7 yellowish-brown color of the underlying till. These physical changes in the 0 type of material, as well as the presence of a gently undulating unconformable l 8 9 contact, were used to help distinguish the two stratigraphic units. In all of the URS slopes, conditions were such that the undulating contact could not l be readily distinguished. Only in the northeast quadrant was there an l
l gU identifiable color change and a significant increase in sand and gravel EEM content in the till. In the southeast, southwest, and northwest quadrants, the l
l 5 sand and gravel increase was minimal and a significant color change was not I
[18] n _, c ,,
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 material 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 PLMPHOUSE 7
- The ESWS pumphouse is located approximately in the center of the O
Ig UHS complex in the east slopes of the UHS retention pond. It is in an area
?
_ where the original ground surface was below the nominal plant grade of 0
7 840 feet. As much as 4 feet of Category I cohesive fill was placed in the U area to raise it to plant grade.
E 3 During mapping of the puuphouse slo pe s , a number of silt and sand lenses were encountered. A silt lens approximately 25 feet wide and up to 2 feet thick was mapped at the contact between the modified loess and the I (19] m_ s n ,
accretion gley in the southeast corner of the excavation. This silt lens extends from 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 I
I the cast slope. The largest of these is approximately 24 feet wide and 3 feet thick. Toward the south end of this sloy, an irregularly shaped sand body 6 feet wide and I 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 December of 1977. Maps, profiles, and photcgraphs are presented on Figures 2,16,17, and 18.
ESWS PIPE TRENCHES 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 0
7 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 I77
_ the slopes were steeper than 1:1 (horizontal to vertical), provided there 0
8 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 0
7 criteria.
U The trench mapping did not reveal any unusual features that had -
E -
g not been viewed and mapped in other excavations. A few silt letses were present at the top of the accretion gley, but it was determined that the silt lenser- would not adversely af fect the stability of the slo pe s. One of the I [20] no m ,,n, y 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 Coolind 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 seepage from the pond through the silt lens, the lens was excrvated 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.
CilT 1 POWER BLOCK 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
7 areas. The elevations presented are not the elevations of the top of the 7
_ 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 were noted in the exposures of Graydon chert conglomerate.
U E -
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, I [21] ,w,, ,,,_
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CONCLUSIONS The detailed mapping of the excavations for the UHS cooling towers and ES'n'S pumphousa and pipe trenches revealed no features that would adversely affect the safety of the plant. During mapping of the UHS retention pond slope s 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 topscil lef t on the vest slope of thc pond beneath the cohesive fill and the chert fragments 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 affect the plant location, design, construction, or operation.
, 0 l 7 6
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1 REFERENCES CITED I Bechtel Powe r 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 Company.
, 1980, Comments on NRC 25N-1468-C dated January 11, 1980. Letter report to Sverdrup & Parcel and Associates (January 29).
Lutzen, E.M., and Rockaway, J.O., 1971, Engineering geology of St. Louis County. C.;;ineering Geology, series no. 4, p. 8.
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45 TCP AND BOTTOM CF EXCAVATION 4 l NOTES:
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'" 1. COORDINATES SHOWN ARE PLANT COORDINATES.
- 2. SEE FIGURE 1 FCR LOCATIONS.
L "&,si 12 l I! 4e so 3. THIS FIGURE IS REVISED FROM FIG'JRE 2
{'o s 0F THE CAMES & MOORE INTERIM t'APPit*G REPORT, DATED APF.IL 25, 1979 FEET 50 0 50 :
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- '3 LOCATION OF SURVEYED STATION SOUTH SLOPE CONTACT BETWEEN UNITS OR BREAKS IN SLOPE
--- APPROXIMATE CONTACT NOTES:
- 1. COORDINATES SHOWN ARE PLANT C00RDINATES.
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- 3. SEE FIGURE 2 FOR LOCATION OF PROFILES.
4 VERTICALEXAGCERATION2[t.
- 5. THis FIGURE IS REVISED FROM FIGURE
- OF THE DAMES & MOORE INTERIM MAPPING REPORT, DATED APRIL 25. 1979.
TOPSolL NOT SHOWN occasional, SMALL SILT MODIFIED LOESS LENSES AT BASE OF LOESS S I'_T
- s6 se di 62 ' LENS 50 FEET ACCRETION - GLEY le 50 0 50 60A I I I 62A (IA GLAC fAL TILL 2A 62s 6is _60s 17 e _ ' A HORIZONTAL SCALE 60C 17C 18 6lC -28 GRAYDON CHERT CONGLOMERATE TOE OF SLOPE UNION ELECTRIC COMPANY i
CALLAWAY PLANT UNITS 1 AND 2 WEST SLOPE FIGURE 3 VERTICAL PROFILES OF SLOPES UHS COOLING TOWER NO. I ,
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LOOKING PLANT SOUTH 3. SEE FIGURE 2 FOR LCCATION OF PROFILES.
4 VERTICAL EXAOCERAI WN 2iX.
- 5. THIS FIGURE IS REVISED FROM FIGURE 5 0F TPE CMES & MCCRE INTERIM P#PihG REPORT, DATED APRIL 25. 1979.
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UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2 FIGURE 5 DETAILED GEOLOGIC MAP SLOPES AND BOTTOM UHS RETENTION P0lJD l .- - -_.
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- 3. SEE Fik.*E $ F08t LOCATION OF PROF 'sL l
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e LOCAfl0# OF SURWEYE9 $7ATION
, LOCATION ^ APE 9 FROM sultWEYES STATION CONTACT GETWEEN LINIT5 on sitEJims lu 5LGPE
--- APP 40RisSTE CONTACT NOTES:
- 1. VEATICAL (XAGCERATICN 23'.
- t. SEE FIGupt $ FOR LOCA s0N OF P40 FILES.
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- 2 U5 8psiw "
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NOTE-
- 1. SEE F mE 5 f a Ltc ATicNs.
UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2 )
FIGURE 9 ,
PHOTOGRAPHS SHOWING GEOLOGYOF{
PORTIONS OF THE LOWER SLOPES OF 1, THE UHS RETENTION P0tlD I
M 9
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NOTES:
(
- 1. THIS FIGURE IS REVILED FRCM FIGURE 8 0F THE DArES 5 MOCRE INTERIM Pisf FING RE PORT, DATED A>i.it 25. 1979.
- 2. SEE FIGURE 5 rcR LocATICNS.
UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2 FIGURE 10 1 PHOTOGRAPHIC COMPOSITE UHS POND SLOPE - WEST SIDE .,
BETWEEN STATIONS 108 AND 109 P.I
a t
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k i
r POND BOTTOM l
144
}.
N 13 cEL.817/ / j
[ 8/
i
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/ /
/ WEL.815J '
/ /
/ /
/ / l 10 /
/ TOE OF SLOPE j, # ~BEFORE EXCAVATION
/
9 # g
- 8. )
z EL.814 (t0.5) 1 1 TOE OF SLOPE 7-6 - - - BEFORE EXCAVATION
%' I
\\ g '-
N ' ' -
\ \ *
\ g
\ N ~ EL 815 5 %---
N N
\ % EL. 816 2 N 3
= EL.817.5 \
4
- --TOE OF SLOPE 5
POND BOTTOM NORTHERN SAND BODY 1 1
FEET j 5 0 5 1 f f 1 ----- i LEGrto: l I 4 LCCATION CF $$
12
{ LCCATICNTAPE
$TATIC N
{ BCUNCARY OF @
,/ APPRCXIMATELY
" LIMIT OF FINAL' I
L
~
N.100,4 00 N.100,2 4 0 0
a O h O O N g a. a.
U U 27 2 26 3 $
N I
I \
EL.317l \ z EL. 817 i \
z EL. 813 \
N.100,3 90 N. LOO,220 \
b a 24 p25
,s l0 3 9< l' 7
N 5 2 L. 814.5 & l.0) H N.100 ,3 8 0 N. LOO,200 6 =E L. 81
~
l 12 l
4 3
POND BOTTOM 2 i3 I
N .100, 370 N.10 0,18 0 23 14 i
15 g 16 22 g z EL.816 J EEL.
\ 816 l
\
\ 21 19 f 20 ,g g7 l
l SOU THERN SAND BODY N .100,360 N.100,16 0 i FEET
'? ?
~
NOTES:
hyEDSTATiON 1. ELEVATIONS SHOWN ARE IN FEET BASED ON UNIC J ELECTRIC COMPANY MEAN SEA LHEL DAM.
CALLAWA( PLANT UNITS 1 AND 2 FROM SURVEYED 2. POND BOTitM ELEVATION IS APFROXIMATELY 818 RET.
FIGURE 14
" R INATES SHOWN ARE PLANT C0 ORDINATES.
$E Sk^[fL!VATION DETAll OF EXCAVATIONS FOR j EXCAVATION UHS POND BOTTOM 1 --.- - ...__-.. . - . . - - -
l m m P l
TRENCH TO THE
'u ~* ESWS PUMPHOUSE *,
o N.100,l00 o b f
/ N T7 _T 6 _T5 T4_ T3 L. T l
r N
s
's N -
N
! 'N g 8/gI'N s MODIFIED LUI.IS f
ACCRETION - GLEY s %
N s +g N-
's
- j13 I2 II l B
- m___ _a VERT ICAL FACT'.
{ ESWS PIPE n
\
N IO O,0 50 _ -
P f-- ( ESWS PIPE
\ \B2 N\ N l t TOE OF
\ SLOPE 1
L l
l i l
L-l s i \
L 1
l 1
- PLAN VIEW I
l .
i i l
l 840-
- TOP OF SLOPE 7 d T4_ / T3 g
TRENCH MODIFIED LCESS
)
w T5 _
- 830- T7 T6 ---~~s 03 4 TEMPORARY GRADE : II. AN g OF POND I:-0TTOM ,' -
- x { TOE
- WHEN MAPPED \ ACCRETION - GLEY / On.T LENS y
i '-- s
/
y ,- ~~ ~ -~ ~~~ T~ ~ e,I2 TOE OF SLOPE r a I3 \ APPROXIMATE BASE OF SILT LENS l us l
L_ 820- h TOP OF VERTICAL FACE
\
BASE VERTICAL FACE r
' VERTICAL PROFILE 1 I* VERTICAL EXA00ERATION 2X l
lP IPj a
8
)
"z L 55 z a
l\
'\ COHESIVE
\ FILL
\
\
T2 LEGEN0:
I l LOESS I (ODIFIED TOP OF SLOPE
\ TOE CF SLOPE g S 33
% CONTACT BET'EEN UNIT 3 CR BREAK $
g IN SLOPE
( \ STRUCTURAL
~~~ ^ ^
\ / FILL UHS uo7ts:
l\ -
i e COOLING '
- 1. COORDINATES SHOWN ARE PLANT CCORDINATES.
TOWER B -. 2 PLAN VIEV VA$ CRAVN FROM CATA CBTAINED Tl N O. I FRCH PROFILE.
(
- 3. hAPPlh0 COMPLETED PRIOR TO FINAL EXCAVATICN l 0F UHS FLCCR AND SLOPES.
I
\ 4 SEE FICURE 19 FOR LOCATION OF PROFILE $.
DRAWING PEFEREt4CE:
TITLED: INSTALLATICN - DETAILS - WATER YARD LOCATION ESW SYSTEM BY: SVERCRUP AND PARCEL AND ASSOCI ATES.
FOR: UNION ELECTRIC COMPANY.
( ST. LOUIS, MISSOURl.
l DRNJING NO: 8600-X-83379 (Q) (Uh0) REV.1.
l l
l COMESlVE FILL [ -
Tl U h fs H
COOLING .
STRUCTURAL FILL TOWER y FEET 20 o 20 NO. I ,T I
82
~
B1
- 830 - ',-_ = ,= , ,= ,f ,
OF SLOPE g HOR:ZONTAL SCALE a
sw u=
d UNION ELECTRIC COMPANY
- 82 CALLAWA.Y PLANT UNITS 1 AND 2 FIGURE 15 EXCAVATION FOR ESWS DISCHARGE PIPE TO UHS COOLING TOViER NO. I
L O o O O O O o O O
- m m w 4 *. *.
I I N N $ $
j w w w w W W e
' oes Amouwo 3
COHESIVE FILL l NE CORNER I 4 se s4_ ss f3" TOP OF SLOPE L 140- 4,
.,_._f ss e
--
- l6 t i Hs utTENTION PONo 32 stoPEs To eE tui MOOlFIED LOESS
} ,3, 3
Ni?
^
- 8
{_ ,
g =
g d ;
y ACCRETION - GLEY 4o
^
, /
' 'e 37 f,. D 820 - !
, s- / GLACIAL TILL 9 (scHtuATic oNL Ng _t A sA I "" "*""' ' **
h w
GRAYDON CHERT ONGLOMERATE 1 ~4g d ts-g TOE OF 800 - SLOPE LOOKING PLANT NORTH i
L.
O O O O N O E O
. s c' s ci 9 9 9 9 z z z z OENDs BENDS ARouNo ARotseD NE CoRNEn SE CORNEN TOP OF TOP OF as SLOPE 840- COHESIVE
-s? Fs i SLOPE :
A COHF
[
- FILL sze ** a7 EXCAVATION FOR ESWS f
- MODIFIED @f PIPES AND DUCT EdNKS d
2 -
LOESS
\l. .
,- '?
TO PUMPHOUSE 21 l l d MODIF y SILT 1 LOE
_- Y l W
' 820 -
~
so I l - ACCRE 1 zo-as f SAND GLACIAL TILL /
- z POCKETS l O 4
4 _sA T _
d 4e ~8/ OF a L GRAYDON CHERT SLOPE I
[ w CONGLOMERATE t
, eOO-I LOOKING PLANT EAST l
(
I i
I g 8 8 8 8 8 3 l n n *. +. n n i
I a
w w
a w w w w e
(
BehDS.ROUND TOP OF SLOPE
-** 44 840- 22 1
as _ COHESIVE'4 -
_e g 3 y i MODIFIED LOESS g s.
QT,&
I .
y \
ACCRETION - GLE" \ N0 Pts"To"et!uE"
/
,y
- 820 - 4e T l
f GLACIAL TILL f $ /
./ 7 *^ .a s A ('n'".^.' A M
E ~
/ Io
> '8 GRAYDON
( $
- GRAYDON CHERT i
kTH Tl L TOE OF *e CONGLOMERATE 800 - SLOPE I
l LOOKING PLANT SOUTH I
LEGEND:
- 10 LOCATION OF SURVEYED STATION l CONTACT BETWEEN l' NITS OR BREAKS l
IN SLOPE O
l B NOTES:
- 1. COCRDINATES SHOWN ARE PLANT COORDINATES.
, z
- 2. ALL EXCAVATIONS BOTTOM AT OR A FEW FEET I l BELOW 9 E GLACIAL TILL - GRAYDON CHERT CONOLONERATE CONTACT.
- 3. SEE FIGURE 2 FOR LOCATION OF PROFILES.
- 4. VERTICAL EXAGGERATION 2}X, 1SIVE LL 5. THl$ FIGURE IS REVISED FROM FIGURE 6 0F THE DAMES & MOORE INTERIM MAPPING IED REPORT, DATED APRIL 25, 1979.
BS
> ENS FEET 50 0 50 HORIZONTAL SCALE UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AN,D 2 I
FIGURE 16 }
VERTICAL PROFILES OF SLOPES ESWS PUMPHOUSE
- s. .
t j . _,-._. 7 .
77,~. . . _ ~.g- .
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- ; ,, .
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1 SOUTH END OF EAST SLOPE t UHS COOLING TOWER NO.2 EXCAVATION ;
4
-,mmeTS.
.~n
-r"~'" ,C.'.~.2 .a . m. - ~.a m -~~
0,,n;q=?.x r; c ,oy9 7Yf =
?
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i' l
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NOTE:
- mr ses n- ,. , 1. SEE FIGURES 2 AND 19 FOR LCCATIO!
- $,
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UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 24 FIGURE 17 COVERED PHOTOGRAPHS SHOWING GEOLOGY AT LEFT)
OF SLOPES , ESWS TRENCH AND UHS COOLING TOWER NO.2
he
)
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e 9 $4;,. .. ,
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UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2 FIGURE 18 PHOTOGRAPHS SHOWING GEOLOGY OF SLOPES, ESws PUMPHOUSE EXCAVATIO'4
l I n,
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'v F~- 4, , ; ' 3 ros DETAILS OF PROFILES SEE FIG #1 ses'af a5
'Q . i 14WD Ch EAC PLOT.
-- N , i - --4 N a 'N *, *s ,
i
), % --,A4 v W ~4 Y
. .__ 4 A )
v , m g--
t I'l $
[ -j ff ? 1. TITLID: BUILDING FILL AleG BC"!LL PLAll l '
/i -
PWER SLDCI l
f 6f: SVEPDAJ Ape PAPCTL ANO 4150CIATES, luc.
l 4 $7. L3uts, RISSCJi g, F: UhlCL .LECTitit C:N4NY ST. LDul5, m 550*a i1 , CRAil% tlC: 8600-R45130 (0, FE-~ }
DA*O: apt f L 24, 1976
%*T"
- f*P"-*-~~,
[ fl l l l ll *E 4 l 2 TIT 110: l'ESTALLAT!03
- CETAILS
- WATER l TIAS IACAficil 6 --4 2 E .S.W. 515TDI i e ! f 97: IdP;4LP Al+0 P4PCEL AMI A!50CI ATE 5 INC, I A ,, I' 'I ST LDbl$, mlS$3JR B
!/
l i / #
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ST. LGutt, alsscJI camas c- a600-a.ean3 te, uv.
, C ATE D : 'IAr 5.1977
'y
'/ !-
/
1 3, TITLID: s'A talmG . FILL Amo gACyrtLL PUul 54E'
/, 7 ULTIPATE > EAT 5118t AREA
[ l' i BY: $VERDR# Am0 PAPCEL A>0 A510CIATES, ItlC.
_,...._i
, . . . . , - _;___#--- V p. Ftat : WMCW ELECTFIC CMPAM7 ST. L3uts. PI15CJ i i
^ ^ ^ - A i .w v/ ceMas no: 86oo-s-88275 (q) . 'EV.1 BATrn. risewy 15. 1377
! i f
l FEET IGO O 10 0 200
[ e i e i
UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2 FIGURE I9
/
L',
8 INDEX TO ESWS TRENCH MAPPING e
r l r
C i i # %o og p' 9
L @'
v <v i + /o o* *30 .
TOP OF SLOPE 7 T4 1 s s
N y MODIFIED LOESS s p GGI N s
O / \ ML2 f */0 T2 # /k B3 '
0 B4 00 FILL ACCRETION-GLEY B B2
[ Tl
! TOE OF ACCRETION - GLEY SLOPE TOE OF BI SLOPE PLAN VIEW 840 -
TOP Or SLOPE ML2
_ _------o---
g T3 2 BI MODIFIED LOESS 830 -
g Tl T2 GGS ~
U r- GGI b f
' ACCRETION-GLEY g 'B4 b B2 LTOE OF SLOPE l g 820-
'j E i
! I
, VERTICAL PROFILE VERTICAL EXACGERATION 2iX r
L i
l
,o v
i l
f v
19 T5 LEGEND:
N ST5 LOCATION OF SURVEYED STATION G MODIFIED B6 LOESS CONTACT BE1VEEN UNITS OR BREAKS IN SLOPE GTI
APPROXIMATE CONTACT G CIAL TILL OHS:
- 1. COORDINATES SHOWN ARE PLANT COORDINATES.
- 2. ALL STATIONS TRANSPOSED 28 FEET NORTWARD TO CONFORM TO EXCAVATION PLAN AND SURVEYED STATIONS ON COHESIVE FILL AROUND PIPES AS
) EXPOSED ON UHS SLOPES.
- 3. DUE TO SURVEY ERRORS ELEVATIONS AND LOCATIONS WEP.E CORRECTED OR OMITTED USING FIELD NOTES AND PHOTOGRAPHS.
ELEVATION CORRECTION: STATIONS GG1, GG3 AND GG5.
OMITTED ON PLAN AND/0R PROFILE: STATIONS GG2 AND B3.
COORDINATES CORRECTED: STATlokS B5 AND B6.
APPROXIMATE LOCATION: STATIONS GT1 AND GT2.
- 840 4 SEE FIGURE 19 FOR LOCATION OF PROFILES.
LT4 T5 PILL MLI
! d 2
, GG3 -830 y FEET GT2 GTI -'
25 O 25 5 _----
l GLACIAL TILL -820@ HORIZONTAL SCALE b 2 8T h l UNION ELECTRIC COMPANY
! CALLAWAY PLANT UNITS 1 AND 2 ;
- 810 FIGURE 20
)
l EXCAVATION FOR ESWS DISCHARGE PIPE i TO UHS COOLING TOWER NO.2 <
l -
0 0, j 0, 0 g e
.\ 0 V 0,,
l dh! '
3 FILL TOP OF SLOPE 2
==,,,, 4 MODIFIED LOESS ,
~ ~ -
r TOE OF SLOPE AT- 'i v
SILT LENS
- f. TOP OF MUD MAT
,, f-- { ESWS PIPE p { OF DUCT BANK -
1 . /
1 g
f l
PLAN VIEW l r-t i.
I l
! o i e
_ NORTHEAST *.
e i
W i
3 840-3
' j i s 0 W TOP OF MODIFIED LOES E ~^
CONTAINS SOME ORGAR
~ ~ ~ ~ ~ ~ -*""'""' ~
! *830-i MODIFIED LOES!
h __$ " I g
I $ -
ACCRETION - GLEY w
820- TOE OF Sh TOP OF 6 l
l l
VERTICAL PROFil t
VERTICALEXAGGERATION2iX t
~
1 v
TOP OF SLOPE FILL 7 f
\
A'\
^6 g ACCKETION-GLEY l
?
LEGEND:
/
! e4 LOCATION OF SURVEYD STATION LOOATION TAPED FROM SURVEYED
' STAfl0N CONTACT BE1VEEN UNITS OR BREAKS IN SLOPE
\
--- APPROXIMATE CONTACT
/
" N NOTES:
- 1. CCCRDINATES SHCWN /AE r LpaT CCCRDir.ATES.
2 SEE FIGURE 19 FOR LOCATION OF PPJJ.LES.
DRAWING RCfERENCE: k TITLED: INSTALLAil0N - CETAILS - WATER YARD LOCATICN ES.I SYSTEM BY: SVERDRUP AND PARCEL AND ASSOCI ATIS, INC. ST. LOUIS, MIS 50VRI.
SOUTHYf EST _ -
FOR: UNICN ELECTRIC C0t1PANY.
DRAkiNO NO- 8600-x-63379 (q) (uno) REV 1.
DATE: MAY 3, 1977.
- 840 3
OP OF SLOPE 7 ] y l 7 FNL .
w d FEET S_ ~ - 830 h 25 0 25 e
L SILT LENS Q HORIZONTAL SCALE l 5
- d
)PE AT - 820 AUD MAT UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2
_E FIGURE 21 ,
ESWS TRENCH .,
SOUTHEAST OF UHS COOLING TOWER NO. l*
2i __
N.IOO,000 8 l
, { ESWS PIPE -
'
- l 3 { DUCT BANK
/ W I -- _
p MISCELLANEOUS FILL $0P OF ROPE MODIFIED LOESS 3 1 3 4 MH 01 I t ACCRETION - GL EY
- -m . -#--- - t 1on,%t-
~ -- --
L{ DUCT BANK Ng \ X to ESWS PIPE t Dt/CT BANK g \ { ESWS P I P E --,,
l N x s
( { ESWS PIPE N .100, l 0 0 %
l xN l PLAN VIEW 840-~ - 840 MISCELLANEOUS FILL w W W
MODIFIED LOESS D 830- ,3 -830U
(
z 2 ACCRETION - GLEY l
I g w
820 -
____,__J
' TOE OF SLOPE
-820 sW I VERTICAL PROFILE I VERTICAL EXAGGERAll0N 2iX 25 FEET 0 25 LECEND:
- 4 LCCATION OF SURVEYED STATION CONTACT BETdEEN UNITS OR BREAKS IN SLOPE UNION ELECTRIC COMPANY
! --- APPRCXIMATE CCNTACT lg w rES:
FIGURE 22 l3 1. s.CRDINATES SHCVN ARE PLANT CCCEDINATES. ,
l 2. SEE FICURE 19 FOR LOL.ATION OF PROFILES. FROM MANHOLE 01 TO NORTHEAST CORNER OF COOLING TOWER NO.I
'"'Wmv'""e-mee w *%weem-m--e.ewwe ,me,wm-w_, _ , , , , , ,,, __ _ , , _ _ _ _ , _ _ _ ,
- 3 h #
3 l 4 0 4p f4 4 0 X
,/
N
'/ TOP OF SLOPE 13 COHESIVE FILL 15_ 5 12 / ,
/ 9 MODIFIED LO5SS --5 8
EY, _ i -
{j ACC R ETIO N - LEY l
d T T I
^4 e TOE OF SLOPEj / GLACIAL TILL CONTACT IN GLACIAL TILL CONTACT VERTICAL FACE TO STN. 5 TOE OF SLOPE IN VERTICAL FACE
[ [ \ L( ESWS PIPE f ,
/ \ _
rt. .ESWS PIPE
,[
/
/
PLAN VIEW G G 8 8 o d S 8 8 b - b km $ w$
84o-
[ _l 5 i 3_
TOP OF SLOPE q 9
/ COHESIVE Fitt 17 8
, "12
$ MODIFIED LOESS
. eso- O
-1 2 _li ~
3
^
1 ; ACCRETION - GL EY
$ 3 GLACIAL TILL TOP OF VER1 i azo-b toe oF StOPE /
N 72 -
4 b
GLACIAL TILL TOE OF IN VERTICAL FACE VERTICAL PROFILE
/ VERTICAL EXA0GERATION 2}X
/
l I
1 i
s0 1
l
+p' l
l P -
lf LECEND:
l
[A #
e4 LOCATION OF SURVEYED STATION l j- MH 01 r/ / , LOCATION TAPED FROM SURVEYED STATION q
! ._ CONTACT BETWEEN UNITS OR BREAKS
/
l qN \
f W
IN SLOFE 4 --- APPROXIMATE CONTACT 9:l l 4 / m NOTES:
I b 9 b 1. COORDINATES SHOWN ARE PLANT COORDINATES.
l % y
[ 2. SEE FIGURE 19 FOR LOCATION OF PROFILES.
k 1
l DRAVING
REFERENCE:
i TITLED: It:STALLATION - CETAILS - VATER l YARJ LOCATION ESV SYSTEM i BY: SVERDRUP AND PARCEL AND ASSOCI A1TS, -
INC. ST. LOUIS, MISSCURI .
h]R: UNION ELECTRIC COMPANY, ST. LCUIS, MISSOURI. ,
DRnWING NO: 8600-X-88379 (q) (UNO) KEV 1.
i l DATE: MAY 3, 1977. ;
1 1 .
1 l -840 I i
l l l
3 7 m s FEET I
-830 - 25 0 25 l
=
9 L e _ __
S l HORIZONTAL SCALE
- AL FACE y l l 5 -820 I I
- UNION ELECTRIC COMPANY '
i CALLAWAY PLANT UNITS 1 AND 2
!, ope y l
l FIGURE 23 ESWS TRENCH ,
- 810 FROM ESWS MANHOLE 01 I TO ESWS PUMPHOUSE -N. j l hi ,
- l. -- - - - - - - - - - - -
0 00 0 gI ge
- 0 g 'o0 V UNCONTROLLED /
GENERAL FILL 2
g TOP OF SLOPE GRANULAR STRUCTURAL -4 ^..
B ACK FILL *v -3 MODIFIED LOESS
\\ 13
'4
+
[
MODIFIFIED LOESS 19 f5
\
^$, \ " 22 16 \
ACCRETION - GLEY 24 -
lt ACCRETION-GLEY
\
TOE OF SLOPE 23 20; s f
' GLACIAL TILL GLACIAL TILL
( ESWS PIPE r{ DUCT BANK
/ _ _
( ESWS PIPE q g
9
\ -
PLAN
" W 8
- a. 5 S m
e a o W .
GRANULAR S~RUCTURAL $ $
B ACK FILL gt 4
840- 5 SMALL CUT 3
=
SKEWED RAMP m l
_19 ,
2 r - r 1 r"9 MCDIFIED LOESS MODIFIEl
- 830 - fi gT ! ]I3 14 Sit T LENS 16 %
UNCONTROLLED l' GENERAL FILL 20 ACCRETION - GLEY 21
^
~
TOE OF SLOPE 810 -
VERTICAL PR VERTICAL EXAGGERATiOR DRAWING
REFERENCE:
NOTES:
TITLED: INSTALLAT 0N - CETAILS - E TER 1* C00R0lNAT[3 SHOVN ARE PLANT COCRDINATES YARD LOCATIOil ESV SYSTEM BY: SVERDRUP AND PARCEL AND ASSOCI ATES' 2* SEE FIGURE 19 FOR LOCATICN OF PROFILES.
I NC. ST. LOUl s, MI S50l'RI .
i FCR: UNION ELECTRIC COMPAth, j ST. LOUI S , MI S SO UR I .
- CRAWlNO PS: 8600-X-88379 (q) (UNO) REV 1.
/ CATE: MAY 3, 1977.
/
l
/ 'h
+'Og h)
O n y U
& V MISCELL ANEOUS FILL 6
/ MODIFIED LOESS I i8 i7 / i
-b - 26 / _29 _f-COHEStVE FILL l GLACIAb TILL
/
7 30
/ [ 33 i CONTACT IN NEAR 28 e 33 e l VFRTICAL FACE -
- 34 ACC R ETION - GLEY j
[-MH \
b "" '
[ t DUCT BANK- i O2 [(TOE GL ACIALOF TILLSLOPE CONTACT IN VERTICAL FACE) (_
VIEW \
U o
8 d
- o m :
M IS C E L L ANEOUS FILL *. S 32 :
( 2 ? 26 2_9
-840 f , _ l COHESIVE FILL
'27 30 -
) LOESS MODIFIED LOESS d 2
i
,28 si 34, L830 t
18 b
W "7i AC C R ETIO N - GLEY
[
e
~~~-~~
GLACIAL TILL $
23 \-TOE OF SLOPE GLACIAL - TILL j w
V E OF SLOPE GLACIAL TILL I PROJECTED TO WALL FROM bL I " EXCAVATION FOR MH O2
- la
- 810
\ FEET 30 0 30 1OFILE GRAYDON CHERTd COi4 GLOMERATE t f i (3X HORIZONTAL SCALE l
LEGEC:
UNION ELECTRIC COMPANY 94 LOCATICP OF SURVEYED STATIONS CALLAWAY PLANT UNITS 1 AND 2
, LC CN TAPED FRCH SURVEYED CCNTACT BETVEEN UNITS OR BREAKS SOUTHEAST SLOPE OF ESWS TRENC IN SLOPE NORTHEAST AND SOUTHWEST APPROXIMATE CCNTACT OF MANHOLE O2 g 1
f i O o
)
o o
- . e r *~
NE
- l I $
hi dE -
J N .lO O ,6 50 i
[
CONDUlT TRENCH MISCELLANEOUS FILL TOP BACKFILL ]
g f l 4, MODIFIED LOESS
~
5 ACCRETION - GLEY TOE OF SLOPE GLACI AL TILL C IN Vi RTICAL pp i PLAN VIEW i
L l o o' O O m' d MISCELLANEOUS Fr SKEWED CONDUlT TRENCH I > rTOPOFSL 840- ,
y s ----,# ,-_------_-_z--____
- i
,I h TRENCH BACKIILL l ODWlED LOESS i_g INTERSECTION WITH yCONCRETE ENCASED CONDUITS UHS COOLtr.3 TOWER NO.I I 2 $ 4 l 3 EXCAVATION SLOPE f ; a y /
f 830- /
TOP OF VERTIC AL CUT' h f TOE OF SLOPE ACCRETION - GLEY j
, ,_ _ -__.__ ,._ e .
~
i o
~ 4. --f-e.3--4 BASE
$ GLACI AL TILL BASE OF VERTICAL CUT s
w
~
VERTICAL PROFILE VERTICALEXAGGERATICN2iX 1
f I
F i
I
O O~
- l w
COHESIVE BACKFILL FOR PLANT SEWER TRENCH BEDDING MATERIAL FOR CONDUlT TRENCHES /9 OF SLOPE 7 8 ~
~
v ,g 10
- 8. LEGEND:
asa *" 89 LOCATION'0F SURVEYED STATION g LOCATION TAPED FROM SURVEYED STATION
@NTACT FACE CONTACT BETVEEN UNITS OR BREAKS IN SLOPE ,
--- APPROXIMATE CONTACT NOTES:
- 1. COORDINATES ShCWN ARE PLANT C00RDINATES.
- 2. SEE FIGURE 19 FOR LOCATION OF FROFILES, l CRAWING
REFERENCE:
o TITLED: INSTALLATIC'4 - CETAILS - WATER o YARD LOCATION ESW SYSTEM 8
BY: SVERDRUP Af;D PARCEL AND ASSOCI ATES, m INC. ST. Lculs, MISSOURI.
8, FOR: UNICN ELECTRIC CCMPANY, L(, W ST. LOUI S, MI SSCURI.
SKEWED CONDUIT TRENCHES FILLED CRAWit;G NO: 8600-X-83379 (Q) (UNO) REV 1.
WITH BEDDINC MATERIAL DA TE : MAY 3, 1977.
~~~~~-,__-7 -9
- 840 3-/#-Q
\V COHESIVE BACKFlLL FOR PLANT SEWER
\
MODI'dD LOESS J TRENCH 6 8 -
g
- w. - -
2 ACCRETION GLEY - 830 .
~
VERY IRREGULAR TOP OF U
\VJ+ VERTICAL CUT, TOE OF SLOPE E
~
c .
m -__ z I bGLACIAL TILL' h
- 820
- VERTICAL CUT EET
,_ - -e j 25 0 25 HORIZONTAL SCALE
- 810 _
UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2 FIGURE 25 NORTH SLOPE OF ESWS TRENCH NORTHEAST OF COOLING TOWER NO.2
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_ LOCATION OF SURVEYED STATION l LOCATION TAPED FROM SURVEYED e
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l 1. CCORCINATES SHCWN ARE PLANT CCCRDINATES.
- 2. SEE FIGURE 19 FOR LCCAflCN OF FROFILES, 1
l DRAWING
REFERENCE:
TITLED: INSTALLATICN - CETAILS - VATER Y ARD LOCATION ESW SYSTEM o ST BY: SVERDRUP AND PARCEL AND ASSOCI ATES, o INC. ST. LOUIS, MISSOURI.
m, FOR: UNION ELECTRIC COMPANY, m ST. LOUli, MISSOURI.
l m, C?. AWING NO: 8600-X-88379 (Q) (UNO) REV 1 w DATE: MAY 3, 1977.
1
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0 MODIFIED LOE25 ;r - l FEET 7
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l AT isASE OF LOESS WEST OF LOCATION 6 HORIZONTAL SCALE
- h. e,_____-
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3
'A' T'a -8203" UNION ELECTRIC COMPANY CALLAWAY PLANT UNITS 1 AND 2 fL FACE i FIGURE 26 l lROFILE - 810 sOuTs stops esws TReNee!
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. TRENCH PIPE d LEGEND:
e9 LOCATICN CF SURVEYED STATION
, LOCATION TAPED FROM SLRVEYED STATICN L RED TO DE510NATE MATCH
, g CONTACT BETWEEN UNIT 5 OR BREAMS IN 58 OPE o 0 ---
APPRCXIMATE CONTACT
- E NOTES
2 2 1. COORDINATES SHOWN API FLANT C0CR0lNATES.
- 2. !E FIG 9RE 19 FOR LOCATICN OF PRCFILES.
ORAWING
REFERENCE:
TITLED: INSTALLATION - DETAIL 5 WATER
- 840 VAPD LOCATION E5W SYSTEM
$ $ BY: SVERDRUP AND PARCEL AND ASSOCI ATES, M N INC. 57. Loul5. MisscoRI.
d d FOR : UNION ELECTRIC COMPANY, o o ORAslNG NO: 8600-X-88379 (q) (UNO) REV.1.
, } g CATE : MAY 3,1977.
3
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\_; scATTE.Eo Exposu.EC or *^" " " ac" - 8io CALLAWAY PLANT UNITS 1 AND 2 GRAYDON CMERT CONGLOMERATE $
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EXCAVATICN FCR T4E CIRCULATIM WATER SYSTEM PIPES EAST OF TURSt%E BUILDl% AND A;.;XILI ARY FEET cc%tca ERATE BolLER RCCM. TkESF AREAS ARE NOT SHCVN BECAJ5E 50 0 50 10 0 15 0 FRCM TEST TkE WCRK WAS hCT WITHIN CAMIS & MCCRE SCOPE CF RE S PCN518 ltlTIE S.
CC MLCFERATE m
t0 cmecN cRawin RErtRtNCE: UNION ELECTRIC COMPANY TiitEo:
sygi tt AuD eACxritt PtAn 5 EET CALLAWAY PLANT UNITS 1 AND 2 A FEET BA5iO BY: SVERN.UP & PARCEL AND ASSCCI ATES, INC.
- ST. LCuls, MISSCURt ,
FCR: UNICN ELICTRIC CCMPANY 5.. Louis, mis 5c R FIGURE 28 enAwiu No: 66co-x-88UM), PEV. 2 AND 4 CATED: 5-21-76 AND 12-3-76 UMT I POWER BLOCK TOP OF PREPARED GRAYDON CHERT CONGLOMERATE SUBGRADE m
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- I I
APPENDIX l
i i
I :
I l
l
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I i
I i
4 4
I I .
PROJECT MEMORANDUM PROCEDURE FOR DETAILED MAPPING OF EXCAVATIONS CALLAWAY PLANT, UNITS 1 AND 2 FOR UNION ELECTRIC COMPANY DATE: August 5, 1977 I - - , , - s , m ;.-, .,. , , 3
, , ,,.I il .s 3
1_,
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i Prepared by - PI Approved by M '// . M QA Re-Approved by _
.,, n Approved by [16,k/.d' /h[.d- - PQAC Approvad by l.4/ ,, [ ~
/
DAMES & MOORE Park Ridge, Illinois I
I Revision 3 8/5/77 e - ---p-s--- ~ ---,-+---w - .,we- ,- ,---- ,., ,,,-aw--,- -, , - - , ,, .
- l. -
In trenches or in areas where the excavation g slopes are steeper than 1:1, a control grid g will be established. Horizontal control survey markers should be established at 50-foot intervals at che top and bottom of the excava-tien and at intermediate points by steel tape.
Two vertical control points will be 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 scale following completion of the mapping the
( face will be photographed.
Under normal conditions, only one wall of a trench need be mapped.
I(.
I 6a Revision 3 8/5/77
- - . - ~ . . - - . . _ _ _ _ _ . _
DAMES & MOORE QU ALITY ASSURANCE PROCEDURE NO. 5.3 COVER SHEET FOR PROJECT PLAN AND MEMORANDUM PRO'ECT MEMORANDUM: REVISION 4 JUNE 1, 1978 PROCEDURE FOR DETAILED MAPPING OF EXCAVATIONS (PROJECT flTLE) (DISCIPLINE)
OWNER UNION ELECTRIC COMPANY JOB NO. 7677- 089-07 0.A. JOB NO. 7677-067-07 _
SITE CALLAWAY PLANT, UNITS 1 and 2 I._.
1 PREPARED BY MIMd DATE (PI or Originatur) (Signature)
APPROVED M NMh DATE b _
i (Plc or PM) (Signature) '
APPROVED N4 8 #
'7 /
V~~
// DATE h '
(Tech. Reviewal (Signatu: d / '/
p '/
APPROVED DATE /
(PQAC) [] (Signature) / /
DAMES & MOORE l
1550 Northwest Highway, Park Ridge, Illinois 60068 OFFICE ADDRESS -
,...7.m.
, ., '"[
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- i .
'm s a :eo a.e d M l ,,
- -53 ;
) 3 '(hl1 lBl1L ,
lI l - - - - - -- -- .
Dares' & Moore Quality Assuranco Procedures l'
't
/ TECmiICAL PEVIEW DOCME'2."fATION SIEET ,
ifef ec.$ Yest1*r&be nt: Ptne OH fd fW blAi}& hjfhsy w
//~m P/>.,6 os:pi), t.as-2 Section(s) # Nl~^ V/'. :>, -
.l Revision Nu=ber .
- 1. Co= plate text and tables ready ,
for technical review.
h / . he }lO10 MM /O I
/ 28 g (Na=a) Principal Ltvestigator Date s
- 2. Text reviewed and prcofed.
Complies with guidelines.
Draft suitable for technical review.
Q~jf b) l ),l.. h l Y A M n (Name) Project Manager /
Principal-in-Charga Date l5>
- 3. Technical review ce=plete. ..
Report approved with '/ ,y exceptions noted. '
/ /
$kf9 /f4L)),0 '
-jd / -
/
/f (Na:ie) Tc'chnical Reviewer Date ,
- 4. Technical review ce==ents "
incorporated into text.
. b. , A)Yn'7d y) Y1 fW Ml /l Date E (Na=a) Frincipal Investigator Text reviewed and prcofed.
I 5.
Draf t suitable for printing.
.b. A ) fry)AM Y) NAi i (Nace) Project Manager Date -
- 6. Report reviewed and approved l
for transmittal to client D.L. 2k Iben n (Name)
W*aH% emr Wi)?8 Principal-in-Charge Date L
I
- 7. Report corplies with quality, assurance require =ent:
2 2 bYd>2/_.) b$ l b N Yi (Name) Pr9 pct Quality date/
Assurance Cocrdinator
PROCEDURE FOR DETAILED MAPPING OF EXCAVATIONS CALLAWAY PLANT, UNITS 1 AND 2 FOR UNION ELECTRIC COMPANY I 1.0 PURPOSE AND SCOPE Ihe purpose of the detailed mapping project is to provide additional subsurface information at the plant' site in order to:
- 1. Verify the subsurface site conditions as previously determined for test berings;
- 2. Determine as early in the excavation stage of construction as possible if any previously unknown geologic features or conditions exist I( that may significantly differ from those originally determined or adversely affect plant location, design, or construction; I 3.
Provide a detailed permanent record of the actual geologic features and conditions that exist in the exposed excavation surfaces in the event, for any reason, a question arises after the plant facilities are constructed.
The scope of the investigation is as follows:
- 1. To provide an engineering geology map I of all major site excavations, including the power block, radwaste building, ultimate heat sink cooling pond, essential service water system pipelines, and UHS cooling I( tower and pumphouse facilities;
- 2. To photograph and map in detail all excavation surfaces with regard to stratigraphy, structure, and groundwater hydrology;
, 3. To prepare a report that presents the geologic features and conditions encountered and discusses their effect on the plant location, design, and construction.
I I Revision 4 I
I .
I -
Engineering Technical Letter 1110-2-203*, which is included in Appendix A to this procedure, will be utilized as a reference guide. At the present time, no official guidelines are available from the United States Nuclear Regulatory Commission with regard to excavation mapping procedures. The field monitoring and mapping procedures, recommendations for photography, and geologic I
descriptive criteria as outlined in ETL 1110-2-203 will be utilized to the extent that is considered applicable and proper with respect to the Callaway site.
I 2.0 SURVEYING I Accurate survey control will be required in order to establish reference points for the detailed mapping. The survey control points will be established by a qualified construction surveyor who will be provided by Daniel International Corporation.
Surveying will be performed utilizing the following criteria:
- 1. Vertical control will be based on USGS (Mean Sea Level) datum; however, data for conversion to standard plant grade shall be provided.
- 2. Horizontal control will be based on plant coordinates. Data for conversion to Missouri State Plane Coordinates shall be provided;
- 3. Survey accuracy for both horizontal and vertical control poi.:ts will be third order (to 1/10 of a foot);
- 4. Clearly marked horizontal and vertical control I( points consisting of iron hubs will be placed at locations corresponding to the inter-sections of 100-foot spaced N-S and E-W plant I coordinate grid lines. It is anticipated that these control points will eventually be required throughout the entire excavation area.
- Hcner B. Willis , 1975, Engineering aad Design, Geologic Mapping Procedures, Open Excavations, ETL 1110-2-203: Dept. of the Army, I Of fice of the Chief of En3ineers, Washington, D.C.
(>brch 21) .
20314 I
Revision 4 s
I 2
I .
Initially, however, control points will be placed only alor3 the margin of the excavation where they will not be disturbed by the con-struction activity. Later, when the completed excavation elevation has been reached, control points will be established within the completed I excavation in a 100-foot grid pattern. The purpose of these surveyed control points is to provide points of reference for the field mapping personnel.
It is desirable but not essential that each point I be established exactly at the 100-foot coordinate grid line intersections. Offset points can be utilized :nere necessary. Also, if absolutely I necessary, an occasional control point could be eliminated entirely; however, no two adjacent control points should be deleted.
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g em omuoE2 I nevision 4 I
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3.0 MAPPING Mapping of the excavation surfaces will be performed by at least two Dames & Moore engineering geologists having a minimum of a Bachelors degree in geology or engineering geology and 2 years practical experience. The detailed mapping of the UHS I Retention Pond excavation will be performed bv two Dames & Moore professionals, one of whom is an engineering geologist with a minimum of a Bachelors degree in geology or engineering geology 4 and 2 years practical experience; the other may be a soils engineer, I or a geological engineer with a minimum of a Bachelors degree and one year of practical experience. It is anticipated that the excavation mapping will be performed on an intermittent basis and with as little interference with the construction schedule as possible. The mapping will be accomplished utilizing the procedures listed below.
( 4 Inclinations and trends will be measured ,
with a Brunton compass. Short distances may be measured with a steel tape marked in tenths of a foot.
The mapped features will be located with reference to established control points (iron-hubs set by construction surveyor);
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I The general mapping scale will be 1 inch of map equal to 10 feet of excavation surface; however, areas containing unusual or abundant features may be mapped at scales of 1 inch of map equal to 5 feet I of excavation surface or larger, such as 1 to 1.
In areas where few features occur, the scale 1 inch of map equals 25 feet may be used; 4
(' 3. The mapping will be conducted in unit areas having a maximum dimension along any boundary line of not more than 100 feet. To the extent feasible, the I mapped unit areas will correspond to the 100-foot grid of surveyed control points; I 4. The mapping will accurately locate (wir.hin 1 foot horizontally and 0.5 foot vertically) exposed geologic features and conditions as related to stratigraphy, I structure, and ground-water hydrology. Each map unit will be keyed to an overall site excavation plan and will list plant coordinates, elevations, name of engineering geologist, and date drawn; I
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- 5. Mapping will begin as soon as practical after tne excavating process is begun by the contractor.
I The mapping procedure will be coordinated with the excavation contractor in order to minimize conflicts in work schedule and construction slow-down.
4.0 MONITORING Nring the excavating process, it will not be possible to perform detailed mapping, dw to the continual changing conditions except along the cut slope margins of the excavation. Excavation monitoring can be utilized to offset this problem. Geologic features that might possibly be observed in the central excavation area during the early stages of work could be projected to grade by means of geologic cross sections. In addition, problem areas such as those I( related to slope stability and ground water could be detected early and corrected before becoming severe.
Excavation monitoring will be performed at intervals depending on the progress of the excavation; however, it is presently c'ticipated that a weekly basis will be cufficient for excavation monitorin;; at the Callaway site. The reporting of encountered natural conditions will be based on Table I in the referenced ETL 1110-2-203 publication (see Appendix A).
I 5.0 PHOTOGRAPHY High quality color photography can be used to supplement verbal descriptions of stratigraphic units, record special conditions, and document important or unusual features. In addition, it can i
(A be used as a mapping tool and a permanent visual record of the i entire completed excavations, prior to construction of plant facilities.
The photography will be performed using a high quality 35 millimeter camera and color film. Each photograph will contain a legible scale and horizontal (plant coordinates) and vertical (USGS datum) locations to the extent possible. Large scale photographs that are taken for mapping purposes will be confined to a scale i that readily illustrates the general mapped features. Close-up lE S"all scale photographs will be utilized to record detaited features.
Unobstructed medium scale photographic coverage will be provided l 33 l for the entire excavations.
A log will be maintained that lists each photograph and -
l includes:
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- 1. Photograph number as keyed to an overall site excavation plan (photo location map);
- 2. Date and time taken;
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- 4. Weather conditions;
- 5. Annotated comments by the engineering I geologist;
- 6. Direction in which photograph was taken. 2 l
6.0 SPECIAL CONSIDERATIONS During the performance of this detailed mapping procedure,
( conditions may develop at the site that may necessitate delays in schedule or the use of construction equipment. These special con-I ditions, which are not necessarily anticipated but nevertheless must be considered as possibilities, include:
- 1. Prolonged periods of inclement weather such as rain, snow, or subfreezing tempetatures, whien could significantly alter the mapping schedule;
- 2. Changes in excavation surfaces after mapping has been completed, which would necessitate remapping of the changed portion of the excavatioa; i
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/ twrbc.e 2a. In trenches or in areas where the excavation l slopes are steeper than 1:1, a conL ol grid l will be established. Horizontal control 3
[ survey markers should be established at 50-foot _
l intervals at the top and bottom of the excavation l and at intermediate points by steel tape.
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r Two vertical control poir.ts will be established for slopes more than 10 feet high. For slopes less than 10 feet high, one vertical control I point will suffice. Stratigraphic contacts and any significant features will be drawn on a sketch map of the face at an appropriate 3
I scale following completion of the mapping the face will be photographed.
Under normal conditions, only one wall of a I 3.
trench need be mapped.
Smearing of the exposed cohesive clayey soils in I the excavation cut slopes by the excavating equipment, which will necessitate the removal of the s= eared crust manually in local areas or by the use of con-struction equipment such as a small dozer or backhoe in large areas;
- 4. The enccunter of some geologic feature or condition that is considered significant to the plant safety or design, which must be mapped and investigated in extreme detail and possibly viewed by the Nuclear Regulatory Ccmmission (based on our present knowledge of the site subsurface conditions, this possibility is considered extremely remote).
It is anticipated that the excavating process may proceed at different rates in different areas of the site. In order for the mapping to proceed concurrently with the development of the excavations, coordination will be required between the excavating contractor, the survey party, and the mapping personnel. The mapping schedule will be designed to accommodate the least possible interference with the excavating procedure and overall construction l
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l Following completion of the excavation and the mapping and monitoring procedures, it will be necessary to schedule a site visit by members of the Nuclear Regulatory Commission who will inspect the completed excavation with regard to:
- 1. Geologic conditions and features encountered;
- 2. Adequacy of mapping and monitoring procedures; i 3. Adequacy of photographic coverage;
- 4. Adequacy of quality control documentation.
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Until the site visit has been completed and the excavations and procedures approved, no significant areas of the excavations will be altered, covered, or otherwise obscured without prior approval I of the NRC. It is the intent of this procedure to minimize con-struction delays to the extent possible. To this end it may be possible to schedule more than one NRC site inspection visit.
7.0 OUALITY ASSURANCE Quality assurance will be controlled by the assignment of Damea & Moore qualified geotechnical personnel (project level or higher) to provide technical review and approval, which may be based on revisions as required, of the project procedure and its :
proper implementation by the field mapping personnel. In addition, the data obtained, the field maps and cross sections, and the I report of investigation will be technically reviewed and approved prior to submittal.
All phases of the project will be subject to Dames &
Moore and Union Electric Company quality assurance audit at any time.
All mapping procedures performed by Dames & Moore will conform, where applicable, to the D&M Manual 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 Corporation.
Quality assurance and quality control procedures will be established on the basis of mutual agreement between Union Electric Company, Daniel International Corporation, and Dames &
i Moore in order to:
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l 1. Report unsatisfactory conditions or features that may be observed during the excavation
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1 I 2. Recommend corrective action; i 3. Define responsibility for corrective action;
- 4. Verify by means of inspection and approval that adequate and suitable corrective action hsa been -
perforced.
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It is anticipated that specific circumstances and conditio:.s, which may be encountered during performance of the detailed mapping procedure, could rossibly require minor revisions I to the procedure as presently described. The responsibility for initiating procedural changes in the fic;d rests with the Dames & Moore geologist in charge of field mapping. All procedural 2
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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D AMES & MOORE QU ALITY ASSURANCE PROCEDURE NO. 5.3 .
COVER SHEET FOR PROJECT PLAN AND MEMORANDUM PROJECT MY.MORANDUM: REVISION 5 J'JLY 10,1979 PROCEDURE FOR DETAILED MAPPING OF EXCAVATIONS (PROJECT TITLE) (CISCIPLINE)
OWNER UNION ELECTRIC COMPANY JOB NO. 7677-089-07 Q.A. JOB NO. 7677-067-07
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SITE CALL,WAY PLANT, UNITS 1 and 2 PREPARED BY Z DATE @-8-[3 (PI or Originator) (Signature)
'( d MMNY (Signature)
DATE 7/M/N
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APPROVED /N #/8 DATE 7 (Tech. Reviewer
'/' (Signature) V ~ // / '
APPROVED and(4.4.,1 DATE f (POAC)(g * (SignatGel [ l i
DAMES & MOORE 1550 Northwest Highway, Park Ridge, Illinois 60068 '
OFFICE A0 DRESS l
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I PROCEDURE FOR DETAILED MAPPING OF EXCAVATIONS CALLAUAY PLANT, UNITS 1 AND 2 FOR UNION ELECTRIC COMPANY 1.0 PURPOSE AND SCOPE The purpose of the detailed mapping project is to provide additional subsurft:c information at the plant site in order :.a:
- 1. Verify the sdosurface site ccnditions as previously determined by test borings; f5
- 2. I;etermine as early in the excavation stage of construction as possible if any previously i{ unknown geologic features or conditions exist that may significantly differ from those originally determined or adversely affect plant location, design, or construction;
- 3. Provide e detailed permanent record of t' e actual I geologic features and conditions that exist in the exposed excavation surfaces in the event, for any reason, a question arises after the plant facilities ire constructed.
The scope of the investigation is as follows:
I 1. To provide engineering geology maps of all major site excavations, including the Power Block, Ultimate Heat Sink Cooling Pond, Essential Serviae Water System 5 Pipelines, and UHS Cooling Tower and Pumphtuse facilitia.s; i 's 2. To photograph and map in detail all excavation surfaces with regard to stratigraphy, structure, and groundwater hydrology;
- 3. To prepare reports that present the geologic features 5
and conditions encountered and discuss their effect on the plant location, design, and construction.
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Engineering Technical Letter 110-2-203*, Chich is included in Appendix A to this procedure, will be utilized as a reference guide. At the present time, no official guidelines are available from the United State Nuclear Regulatory Commission with regard to excavation mapping procedures. The field monitoring and mapping procedures, recommendations for photography, and geologic descriptive criteria as outlined in ETL 1110-2-203 will be utilized to the extent that is considered applicable and proper with respect to the Callaway site.
2.0 SURVEYING Accurate survey control will be required in order to establish reference points for the det. ailed mapping. The survey control points will be established tf a qualified construction surveyor who will be provided by Daniel International Corporation (DIC). Surveying will be performed utilizing the following criteria:
k 1. Vertical control will be based on either USGS 5
, (bkan Sea Level) datum or SNUPPS (plant) datum;
- 2. Horizontal control will be baaed on plant coordinates; j5
- 3. Survey accuracy for both horizontal and vertical control points will be third crder (to 1/10 of a foot);
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- Homer B. Willis,1975, Engineering and Design, Geologic Fbpping Procedures, Open Excavations, ETL 1110-2-203: Dept. of the Army, Of fice of the Chief of Engineers, Washington, D.C. 20314 (March 21).
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r 3.0 MAPPING Mapping of the excavation surfaces will be performed by one or two Dames & Moore professionsls. One will be a geologist, engineering geologist or soils engineer who is familiar with the site geology and has a minimum of a Bachelors degree and two years practical experience. If 5 a second person is required, he will be a geologist, engineering geologist or soils engineer having a minimum of a Bachelors degree and one year of practical experience.
It is anticipated that the excavation mapping will be performed I on an intermittent basis and with as little interference with the construction schedule as possible. The mapping will be accomplished utilizing the procedures listed below.
- 1. Mapping of the excavations, can be performed using an alidade, stadia rod and plane table. Geologic features related to stratigraphy, structure and ground-water hydrology will be located and marked at
( discrete points on the excavation surfaces. The discrete points shall be at sufficiently close intervals (not I greater than 100 feet apart) to define the features. The discrete points will be located using the plane table equipment. Survey control points censisting of iron or wooden hubs will be established for the plane table mapping.
These control points will be established at the direction of the D&M personnel, and DIC surveyors will locate the control points to the accuracy given previously in Section I 2.0, Surveying. The control points shall not be more than 200 feet apart.
- 2. As an alternative to plane table mapping, the discrete mapping points locating the geologic and physical features 5 can be located by DIC surveyors. DIC shall provide coordinates and elevations for the mapping points or provide data sufficient to calculate the coordinates and Ik elevations.
E 3. In trenches or in area where the excavation slopes ata 3 steeper than 1:1, a control grid may be estab1.ished.
Horizontal control survey markers should be established at 50-foot intervals at the top and bottom of the excavation and at intermediate points by steel tape. Two vertical l control points will be established for slopes more than l
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 scale. Following completion of the ,
l g mapping, the face will be photographed.
- 3 As an alternative to the control grid, DIC surveyors can locate discrete mapping points as described above in item 2.
I Under normal conditions, only one wall of a trench will be mapped. Both sides will be examined, but only one side I will be mapped unless there are significantdif ferences in stratigraphy across the trench.
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- 4. The mapping will accurately locate within 1 foot horizontally an'd 0.5 foot vertically the discrete mapping points chosen to describe the exposed geologic conditions relate _1 to I stratigraphy, structure and ground-water hydrology. The conditions between discrete mapping points will be assumed to vary linearly or will be sketched approximately by the mapping personnel.
Each map unit will be keyed to a site excavation plan, will indicate plant directions and distances and will list the name(s) of the mapping personnel and the date drawn.
- 5. Inclinations and trends will be measured with a Brunton compass. Short distances may be measured with a steel tape marked in tenths of a foot.
- 6. The general mapping scale will be 1 inch of map equal I to 10 feet of excavation surface; however, areas containing unusual or abundant features may be mapped at scales of 1 inch of map equal to 5 feet of ex-cavation surface or larger, such as 1 to 1. In areas l where few features occur, scales up to 1 inch of map l equals 50 feet may be used.
, 7. Mapping will begin as soon as practical after the ex-l cavating process is completed by the contractor.
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I 5.0 PHOTOCRAPHY High quality color photography will *e used to supplement E verbal descriptions of stratigraphic units, record special conditions, and document important or unusual features. In addition, it provides a permanent visual record of the entire completed excavations, prior to construction of plant facilities.
The photography will be performed using a high quality 35 millimeter camera and color film. Each photograph will contain a legible scale. Large scale photographs that are taken for mapping purposes will be confined to a scale that readily illustrates the general (5
capped features. Close-up small scale photographs will be utilized to record detailed features. Unobstructed medium scale photographic coverage will be provided for the entire excavations.
A log will be maintained that lists each photograph and includes:
k 1. Photograph number as keyed to site excavation plans (photo location maps);
- 2. Date and time taken;
- 3. 4
- 4. Weather conditions;
- 5. Annotated comments by the engineering geologist;
- 6. {2 I
Direction in which photograph was taken.
6.0 SPECIAL CONSIDERATIONS During the performance of detailed mapping, conditions-may develop at the site that may necessitate delays in schedule or the i use of construction equipment. These special conditions, which are not l necessarily anticipated but nevertheless must be considered as possibilities i include:
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- 1. Prolonged periods of inclement weather such as rain, snow, or subfreezing temperatures, which could significantly alter the mapping schedule; g 2. Changes in excavation surfaces af ter mapping has E been completed, which would necessitate remapping of the changed portion of the excavation. Excavation surfaces will be remapped if the changes reveal any l additional and significant geologic features and/or -
significant changes in the stratigraphy, structure or ground-water hydrology are noted. Deepening of ex- 5 cavations that does not expose additional geologic features l will not necessitate remapping; l
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- 3. Smearing of the exposed cohesive clayey soils in the k excavation cut slopes by the excavating equipment, which will necessitate the removal of the smeared crust manually in local areas or by the use cf con-struction equipment such as a small dozer or backhoe in large areas. Cleaning of the slopes will be performed as necessary to define the stratigraphy and 5 any unusual features.
I 4. The encounter of some geologic feature or condition that is considered significant to the plant safety or design, which must be mapped and investigated in extreme detail and possibly viewed by the Nuclear Regulatory Commission (based on our present knowledge of the site subserface conditions, this possibility
( is considered extremely remote).
It is anticipated that the excavating process may proceed at different ratas in different areas of the site. In order for the mapping to proceed concurrently with the development of the excavations, coordination will be required between the excavating contractor, the survey party, and the mapping personnel. The mapping schedule will be designed to accommodate the least possible interference with the excavating procedure and overall construction schedule.
Following completion of the excavation and the mapping, it will be necessary to schedule a site }5 visit by members of the Nuclear Regulatory commission who will -
inspect the completed excavation with regard to:
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- 1. Geologic conditions and features encountered;
- 2. Adequacy of mapping procedures;
- 3. Adequacy of photographic coverage;
- 4. Adequacy of quality control documentation.
Until the site visit has been completed and the excavations I and procedures approved, no significant areas of the excavations will be altered, covered, or otherwise obscured without prior approval of the NRC. It is the intent of this procedure to minimize con-I struction delays to the extent possible. To this end it may be possible to schedule more than one NRC site inspection visit.
7.0 QUALITY ASSURANCE Quality assurance will be controlled by the assignment
( of Dames & Moore qualified geotechnical personnel (project level or higher) to provide technical review and approval, which may be based on revisions as' required, of the project procedure and its proper implementation by the field mapping personnel. In addition, the data obtained, the field maps and cross sections, and the I report of investigation will be technically reviewed and approved prior to submittal.
All phases of the project will be subject to Dames & Moore and Union Electric Company quality assurance audit at any time.
All mapping precedures performed by Dames & Moore will I conform, where applicable, to the D&M Manual 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 I points (iron hubs) will be the responsibility of Daniel International Corporation.
Quality assurance and quality control procedures will be established on the basis of mutual agreement between Union l Electric Company, Daniel International Corporation, and Dames &
l Moore in order to:
- 1. Report unsatisfactory conditions or features that may be observed ;
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- 2. Recommend corrective action;
- 3. Define responsibility for correctivt 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 conditions, which may be encountered during performance of the detciled mapping 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 l
( 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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