ML14339A652
| ML14339A652 | |
| Person / Time | |
|---|---|
| Site: | Kewaunee  |
| Issue date: | 11/24/2014 |
| From: | Dominion Energy Kewaunee |
| To: | Office of Nuclear Material Safety and Safeguards, Office of Nuclear Reactor Regulation |
| Shared Package | |
| ML14339A626 | List: |
| References | |
| 14-572 | |
| Download: ML14339A652 (92) | |
Text
Appendix A Geology & Seismology Intentionally Blank Appendix A: Geology & Seismology Table of Contents tion Title Page INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-1
.1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-1
.2 Purpose . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-1
.3 Scope of Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-2 GEOLOGY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-2
.1 Geological Program . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-2
.2 Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-3
.3 Regional Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-3
.4 Site Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-4
.5 Ground Water . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-5 ENGINEERING SEISMOLOGY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-7
.1 Seismological Program . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-7
.2 Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-7
.3 Seismic Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-8
.4 Seismicity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-9
.5 Effect of Earthquake Loading on Soil and Rock Strength . . . . . . . . . . . . . . . . . . . . A-11
.6 Effect of Earthquake on Soil Foundation System. . . . . . . . . . . . . . . . . . . . . . . . . . . A-12
.7 Moduli and Damping Values . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-13
.8 Aseismic Design Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-13 PRELIMINARY EARTH WORK AND FOUNDATION EVALUATION . . . . . A-15
.1 Scope of Preliminary Program . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-15
.2 Summary of Results of Preliminary Evaluation . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-15
.3 Site Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-16
.4 Design Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-18
.5 Preliminary Foundation Design Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-18
.6 Earthwork Operations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-20 TACHMENT 1FIELD EXPLORATIONS AND LABORATORY TESTS. . . . . . . A-47 Field Explorations. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-47 Laboratory Test. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-50 TACHMENT 2DEFINITION OF SEISMIC TERMINOLOGY . . . . . . . . . . . . . . . A-83 TACHMENT 3PRINCIPAL SOURCES OF DATA . . . . . . . . . . . . . . . . . . . . . . . . A-85
Appendix A: Geology & Seismology List of Tables le Title Page Regional Geologic Formations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-24 Municipal Ground Water Supplies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-26 Representative Values of Physical Properties of Soil and Rock . . . . . . . . . . . . . . A-26 Modified Mercalli Intensity Scale of 1931 (Abridged) . . . . . . . . . . . . . . . . . . . . . A-27 Regional Earthquake Occurrences . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-28 Most Significant Earthquakes Within 200 Miles of Site . . . . . . . . . . . . . . . . . . . . A-30 Moduli and Damping Values . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-30 Reactor Building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-31 Fuel Handling Facilities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-31 Turbine Building. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-32 Summary of Uphole Velocity Survey. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-54 Rock Compression Test Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-55 Dynamic Triaxial Compression Test Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-56 Dynamic Confined Compression Test Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-57 Shockscope Test Results. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-58 Specific Gravity Test Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-59
Appendix A: Geology & Seismology List of Figures ure Title Page e 1 Map of Region . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-33 e 2 Site Vicinity Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-34 e 3 Plot Plan - Proposed Plant Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-35 e 4 Regional Geologic Map of Bedrock Formations and Structures . . . . . . . A-37 e 5 Surface Currents Lake Michigan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-38 e 6 Generalized Geologic Cross Section Through Center of Site . . . . . . . . . A-39 e 7 Regional Earthquake Events . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-40 e 8 Recommended Response Spectra (Design Earthquake) . . . . . . . . . . . . . . A-41 e 9 Recommended Response Spectra (Maximum Credible Earthquake). . . . A-42 e 10 Subsurface Section A-A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-43 e 11 Subsurface Section B-B . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-44 e 12 Summary of Test Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-45 e A-1A Log of Boring No. 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-60 e A-1B Log of Boring No. 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-61 e A-1C Log of Boring No. 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-62 e A-1D Log of Boring No. 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-63 e A-1E Log of Boring No. 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-64 e A-1F Log of Boring No. 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-65 e A-1G Log of Boring No. 7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-66 e A-1H Log of Boring No. 8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-67 e A-1I Log of Boring No. 9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-68 e A-1J Log of Boring No. 10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-69 e A-1K Log of Boring No. 11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-70 e A-1L Log of Boring No. 12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-71 e A-2 Unified Soil Classification System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-73 e A-3 Soil Sampler Type U. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-75 e A-4 Geophysical Refraction Survey - Compressional Wave Velocities . . . . . A-76 e A-5 Methods of Peforming Unconfined and Triaxial Compression Tests . . . A-77 e A-6 Method of Peforming Consolidation Tests . . . . . . . . . . . . . . . . . . . . . . . . A-78
Appendix A: Geology & Seismology List of Figures (continued) ure Title Page e A-7 Static Consolidation Test Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-79 e A-8 Particle Size Analyses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-80 e A-9 Particle Size Analyses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-81 e A-10 Particle Size Analyses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-82
of the plant.
Appendix A Geology And Seismology INTRODUCTION
.1 General This report presents the results of geological and seismological environmental studies and reliminary earthwork and foundation evaluation conducted by Dames & Moore for the oposed Nuclear Power Plant planned for construction by Wisconsin Public Service rporation near Kewaunee, Wisconsin.
The site is located on the western shore of Lake Michigan, approximately three miles north Two Creeks, Wisconsin, and approximately 9 miles south of Kewaunee, Wisconsin, as shown Plate 1, Map of Region. The site occupies Sections 25 and 36 and parts of Sections 26 and 35 southeastern Kewaunee County. The location of the site is shown in relation to surrounding ographic and cultural features on Plate 2, Site Vicinity Map. It is understood that most of the posed facilities will be located in the eastern portion of the site close to the Lake Michigan reline. The topographical features of this portion of the site is shown on Plate 3, Plot Plan -
posed Plant Area.
On March 22, 1967, Dames & Moore submitted a confirming proposala to Pioneer Service Engineering Co., which outlined a recommended program for certain, site environmental dies. The program included the following elements.
Geologic and seismological research and site reconnaissance, Review of test borings and laboratory tests performed by others, Geophysical exploration and micro-motion measurements, and Environmental and preliminary foundation analyses.
.2 Purpose The purposes of these studies were as follows:
. To explore the geologic features of the site and its environs,
. To develop criteria for use in the seismic design of structures to resist earthquake ground motion, and
. To evaluate foundation requirements, develop preliminary foundation design criteria for static and dynamic loading, and discuss earthwork operations required at the site.
Confirming Proposal, Geologic and Seismologic Environmental Studies, Proposed Nuclear Power Plant, Two Creeks, Wisconsin, for Wisconsin Public Service Corporation.
of the plant.
.3 Scope of Work In order to accomplish these purposes, a comprehensive program of field explorations and oratory testing was performed by Dames & Moore and Soil Testing Services of Wisconsin,
. The results of the explorations and tests provide the basis for our geologic, seismologic, and liminary foundation engineering studies. Certain of the test borings and laboratory tests were formed by Soil Testing Services of Wisconsin, Inc. The remainder of the field and laboratory ts and all of the pertinent analyses were either performed by or conducted under the technical ervision of Dames & Moore Geologists, Seismologists, Geophysicists, and Soil Mechanics gineers.
The following members of our firm provided the principal contributions to the ormation, conclusions, and recommendations presented herein:
George D. Leal - Supervising Partner Joseph A. Fischer - Participating Partner Michael L. Kiefer - Project Manager and Project Engineer Robert J. Wenzel - Project Geologist David J. Leeds - Project Seismologist B. G. Randolph - Field Geophysicist GEOLOGY
.1 Geological Program A geological investigation of the site has been performed by Dames & Moore. The scope he geological program consisted of:
. A review of pertinent published literature and unpublished data, and discussions with local geologists, in order to describe the geology of the region and the site.
. A study of the geologic features of the site and environs by means of visual field reconnaissance and interpretation of maps and aerial photographs.
. A review of the results of widely spaced test borings and laboratory tests, performed by others, in order to further evaluate the geologic characteristics of the soil and rock strata at the site.
The results of our geologic studies are presented in the following sections. The results of field explorations and laboratory tests, which form the basis of our conclusions, are sented in Attachment 1 of this report.
of the plant.
.2 Summary Based on the results of our geologic studies, it is our judgement that there is no geologic ture of the site or area, which adversely affects the intended use of site. A summary of the logic conditions is presented this section.
The subsurface soils at the site consist of glacial drift (glacial till and glacial lacustrine osits) which is primarily stiff to hard silty clay. The glacial soils range in thickness from 60 to feet and are variable with respect to engineering properties. The soils are generally suitable m a bearing capacity standpoint for support of the proposed structures, but settlement trictions may require that certain structures be supported on pile foundations. Several hundred t of sound dolomite forms the upper bedrock at the site.
The nearest suspected faulting is 15 miles from the site. Other faults have been inferred in tern Wisconsin. No activity has occurred along any of these faults in recent geologic times.
Coastline erosion and recession on the Lake Michigan Shore is a major geologic factor to considered in plant location and design. A portion of the coastline near the center of the site is sently protected from active erosion.
Ground water in the site area is obtained both from discontinuous glacial outwash deposits from regional bedrock aquifers.
.3 Regional Geology
.3.1 General Precambrian granite, gneiss, schist, and volcanic, which comprise the uppermost bedrock northern Wisconsin extend eastward to within approximately 50 miles of Lake Michigan. In site area and elsewhere in the state, the Precambrian rocks are overlain by Paleozoic imentary strata consisting primarily of dolomite, sandstone and shale. Younger formations ginally present in the region have been removed by erosion. The regional extent of the rock contacts, are shown on Plate 4, Regional Geologic Map of Bedrock Formations and uctures.
The bedrock surface in the eastern Wisconsin region is covered by a thick mantle of glacial erburden, formed when most of Wisconsin and adjacent areas were subjected to repeated ciation during the Pleistocene epoch. The advancing glaciers scoured major stream valleys enlarged the large depressions now occupied by the Great Lakes. The glaciers also deposited hick mantle of glacial drift over the bedrock surface. Recent sediments deposited by streams lakes added to the unconsolidated cover in local areas, particularly along the Lake Michigan re.
of the plant.
A geologic column showing thicknesses and age relationships of the various bedrock units surficial deposits which are present in the general region of the site is presented in Table 1, gional Geologic Formations.
.3.2 Structures and Faulting The Precambrian rocks outcropping in northern Wisconsin form a portion of the structural h known as the Wisconsin Arch. In eastern Wisconsin, the sedimentary rock strata dip gently tward away from the Wisconsin Arch to form the Michigan Basin, a broad downward warp ending eastward from Wisconsin across the southern peninsula of Michigan. The eastward is interrupted locally by shallow synclines, which trend eastward from several points along Lake Michigan shoreline between the cities of Kewaunee and Milwaukee.
Several inactive faults have been reported from the area near the southern end of Green
- y. Several other ancient faults have been inferred south of Madison and in the southeastern ner of the state near Milwaukee. There is no evidence of activity along any of the known fault es in the region during the Pleistocene epoch and during more recent geologic times.
The locations of the above-described structural features are shown on Plate 4.
.4 Site Geology The site occupies an area of rolling farmland, which is bordered on the east by flat beaches oining Lake Michigan. Maximum relief between the rolling terrain and the flat beaches is on order of 50 feet. Ground surface elevations within the proposed site range from 590a to 700.
e rolling topography at the site represents part of a glacial end moraine deposited along the ke Michigan shoreline during the most recent period of glaciation.
Coastline recession along Lake Michigan is a major environmental characteristic affecting site. The rate of coastline recession is a function of the water level of the lake, storm ditions, wave action and the amount of ground water seepage along the face of the bluffs.
servations made over a period of time indicate that the rate of recession at various points ng the Wisconsin shoreline ranges up to 12 feet per year.
The shoreline along most of the site is characterized by steep unstable bluffs. A short tch of coastline with moderately flat, stable slopes near the center of the site is protected from ive erosion by a promontory extending into the lake. It is conceivable that the promontory ld be removed by erosion within the lifetime of the plant, thus exposing the low terrain on the th side of the promontory to increased erosion. However, it is considered that protective asures could be initiated, if required, to protect this area from excessive shoreline erosion.
All elevations presented in this report refer to international Great Lakes Datum.
of the plant.
The direction of current flow and the influence of wave action will be an important sideration in locating the discharge and intake structures and in the protection of these uctures from sedimentation. The general direction of surface current in Lake Michigan is wn on Plate 5. Due to currents and wave action considerable quantities of sediments have umulated against many of the existing offshore facilities along the Wisconsin coastline, such wharfs, piers, and breakwaters. This is usually accompanied by increased erosion on the wn-current side of such obstructions.
The subsurface conditions at the site were investigated by drilling 12 preliminary test ings at the locations shown on Plates 2 and 3. The test borings revealed that the glacial drift rlying the bedrock at the site consists essentially of an upper layer of glacial till underlain by cial lacustrine deposits. The glacial soils consist essentially of stiff to hard silty clay, which tains variable amounts of sand, gravel, and seams of sand and silt. The upper layer of till tains layers and pockets of sandy soil and also contain traces or pockets of buried forest wth and peat beds. Discontinuous deposits of glacial outwash, sand and gravel were ountered immediately above the bedrock at several locations within the site. The preliminary ings drilled at the site indicate that the glacial drift ranges in thickness from approximately 60 150 feet.
The bedrock immediately underlying the site consists of moderately fractured Niagara lomite. This formation is 350 to 600 feet thick and has a regional dip to the east of about 30 t per mile. The lower bedrock formations consist predominantly of sandstone and dolomite h subordinate layers of shale. Precambrian basement rock is encountered at a depth of more n 1000 feet below sea level in this part of Wisconsin.
The general site geology is further depicted on Plate 6, Generalized Geologic Cross tion Through Center of Site, and is shown on a generalized geologic column in Table 1. More ailed descriptions of the subsurface conditions are presented on the Log of Borings in achment 1 of this report.
.5 Ground Water
.5.1 General The major source of ground water at this site is precipitation falling locally and on higher rain to the west. About three-fourths of the annual precipitation is evaporated and the ainder either runs off as surface water or seeps into the ground. Observations of surface inage and water levels in the preliminary borings indicate the static ground water level inland m the lake is at depths ranging from 10 to 30 feet below the ground surface. The water table at site slopes in the general direction of Lake Michigan (east), indicating a migration of ground ter in that direction. At the base of the bluffs, ground water levels are controlled by the vation of Lake Michigan.
of the plant.
.5.2 Aquifers Three principal water-bearing formations underlie the site (see Table 1), and are described he following sections.
Glacial Outwash Aquifer -- Glacial drift in this area consists of clayey soils inter-bedded h irregular outwash (sand and gravel) aquifers. About half of the domestic water wells ated near the site obtain water from these sand and gravel aquifers. The most persistent uifer is located at the base of the glacial drift section and directly overlies the Niagara lomite. This aquifer is not continuous at the site.
Water wells in this aquifer are typically 6 inches in diameter and generally are rated at roximately 1000 gallons per hour.
Niagara Dolomite Aquifer -- The Niagara Dolomite is the uppermost bedrock formation ng the Lake Michigan coastline in eastern Wisconsin. The upper part of the Niagara is erally cherty. The Niagara Dolomite in certain areas within the region is rather sandy and in er areas may be intersected with joints or bedding planes, which increase the permeability of formation. Borings at and near the site indicate that the rock is dense, moderately fractured, does not contain extensive solution cavities. About half of the domestic water wells of the a are established in the Niagara aquifer. These wells are generally 6 inches in diameter and rated at about 800 gallons per hour. Heavy pumpage from this aquifer has been known to ersely affect nearby wells. Most wells penetrate 30 to 60 feet into the dolomite.
The Niagara aquifer is recharged by water percolating through the overlying glacial drift by more direct infiltration of surface runoff in the areas of higher elevation to the west, ere the infiltration path is shorter. Wells being pumped near the shore may induce flow from ke Michigan to enter the aquifer.
Deep Sandstone Aquifer -- Cambrian sandstones existing between depths of about 1200 1700 feet below ground surface comprise the third important aquifer. Included in this aquifer the Dresbach, Franconia, and Trempealeu formations. They are separated from the Niagara omite by about 800 feet of impermeable shale and dolomite strata. Water in the deep dstone aquifer at this site is generally too saline to be considered potable. Many wells drilled o the sandstone exhibit artesian flow, indicating that the source of water is at a higher vation.
.5.3 Ground Water Usage Virtually all rural and village residences and at least five municipalities located within 20 es of the site draw their water supply from ground water aquifers. These municipalities are ed in Table 2, Municipal Ground Water Supplies. The closest cities to the site which hdraw their water supply directly from Lake Michigan are Two Rivers, which is located 14 es south of the site, and Green Bay, whose intake is located 12 miles north of the site.
of the plant.
.5.4 Ground Water Movement The regional movement of ground water is from west to east. Therefore, it is unlikely that charge into the aquifers at this site would affect any municipal well fields. Fluctuation in the el of Lake Michigan are not of sufficient magnitude to affect the direction of ground water vement. Heavy pumpage from the glacial drift or the Niagara Dolomite aquifers in the inity of the site would reverse the direction of ground water movement for a distance of only w hundred yards.
Because of the clayey composition of the glacial drift, it is not likely that appreciable ounts of any surface discharge from the plant would seep into the ground. Most of the effluent uld flow into Lake Michigan.
ENGINEERING SEISMOLOGY
.1 Seismological Program A seismological investigation of the site has been performed by Dames & Moore. The pe of the seismological program consisted of:
An evaluation of the seismicity of the area.
A study of geologic faulting as related to earthquake activity.
The field and laboratory measurements of the dynamic response characteristics of the soil and rock strata underlying the site.
The postulation of design and maximum credible earthquake accelerations and the preparation of recommended response spectra.
The results of our seismological studies are presented in the following sections. The results the field exploration and laboratory tests, which form the basis of our conclusions, are sented in Attachment 1 of this report.
.2 Summary Based on the seismic history and the regional tectonics, it is our opinion that the site will experience any significant earthquake motion during the economic life of the proposed lear facility. Historically, there is no basis for expecting ground motion of more than a few cent of gravity. However, on a conservative basis, we recommend that the power plant be igned to respond elastically, with no loss of function, due to earthquake ground motion as h as 5% of gravity.
Provisions also should be made for a safe shutdown of the reactor if ground motions reach high as 10% of gravity in the shallow and firm overburden soils at the site. We believe, wever, that the possibility of such an occurrence is quite remote.
of the plant.
At the time of preparation of this report, specific structural design data had not been vided to us. Based on our preliminary studies, we believe that it is possible that all or a tion of the structures may be supported on conventional spread or mat foundations within the cial till and/or glacial lacustrine deposits. Depending upon settlement restrictions and ations of the planned structures, it may be necessary to support major units on pile ndations driven to refusal on the underlying Niagara Dolomite. Thus, all foundations will be hin the glacial soils above the bedrock. Preliminary design data are presented for various ndation systems in the final section of this report.
The design of the proposed structures and their foundations by Pioneer Service &
gineering Co. will take into account the dynamic effects of earthquake motion. Therefore, sideration will be given in the design to maximum expected ground motions, response ctra, and elastic moduli and damping values of the various soils and rock. The spectra will be eloped from the design earthquakes.
The terminology used in the engineering seismology section is defined in Attachment 2.
.3 Seismic Geology
.3.1 General From a seismic point of view, the most important geologic considerations are the type, cture, and physical properties of the foundation soils and rock and the location and activity of rby faults. These factors are discussed below.
.3.2 Stratigraphy A detailed description of regional and site geology is presented in an earlier section of this ort. In summary, the site is underlain by about 60 to 150 feet of glacial till and glacial ustrine deposits. The glacial soils consist essentially of stiff to hard silty clay and are derlain by competent but moderately fractured Niagara Dolomite. The surface of the Niagara lomite formation is relatively flat and appears to be only slightly weathered. The Niagara mation has a thickness of approximately 350 to 600 feet at the site and a regional dip to the t of about 30 feet per mile. It is underlain by other sedimentary rocks.
Pertinent physical properties of the subsurface soils and rock were measured during our d explorations. The measured properties are presented in Table 3, Representative Values of ysical Properties of Soil and Rock.
.3.3 Faulting A study of the possibility of the existence of faults in the vicinity of the site was made ing the geologic study of this area. No faulting is apparent in either the glacial drift overlying bedrock or the bedrock itself, in the vicinity of the site.
of the plant.
As discussed in the geologic section of this report, there are only a few geologic structures hin about 100 miles of the site. However, two faults have been inferred within about 25 miles he site. One is a northeast-southwest trending fault along the lake shore about 15 miles north he site, north of Kewaunee, and the second is an east-west trending fault directly west of the which approaches to within about 20 miles of the site. These two faults may cross or come ether about 20 miles west of the site. Another fault is inferred near the southern end of Green y.
The existence of faults in the vicinity of the site has not been confirmed and their presence been postulated principally from a sparse amount of well data. The only published data ilable to indicate their presence is a map prepared by FT Thwaites, University of Wisconsin, Wisconsin Geological Survey, 1957, Buried Precambrian of Wisconsin. The available data icate that the faults are present in the Paleozoic rocks, but their exact location is not known.
ere is no indication of the presence of the faults in the surficial glacial deposits. Therefore, re is no evidence of recent (post-glacial) fault activity in the vicinity of the site.
The area approximately 100 miles north of the site, in the Menominee Range, presents me structural complexity. However, no earthquakes have been identified with epicenters in s area. An even more structurally complex area is located approximately 100 miles southwest the site, between the Wisconsin Arch and the Kankakee Arch. This area has experienced a mber of moderate shocks.
.4 Seismicity The Philip P. King study on the number of recorded epicenters classifies the region in the ast active category, i.e., having less than one epicenter per 10,000 square kilometers.
The first earthquake with an epicenter known to be in Wisconsin was a mild shock orded in 1931 near Madison. Since that time, five additional shocks have occurred with own epicenters in Wisconsin. The largest of these shocks, on May 6, 1947, had its origin in theast Wisconsin near Milwaukee, and was felt from the Illinois border northward to eboygan, Wisconsin, and approximately 25 miles inland from Lake Michigan. Its maximum ensity was V on the Modified Mercalli (M.M.) Intensity Scale. (All intensity ratings refer to Modified Mercalli Intensity Scale of 1931, shown on Table 4).
A number of other shocks, with origins in neighboring Illinois, Michigan, Canada, and ssouri have been felt in Wisconsin, but generally the intensities in Wisconsin ranged from roximately III to IV. The principal exception to this is the May 26, 1909, earthquake that had epicentral intensity of VII south of Beloit, Wisconsin, and along the Illinois-Wisconsin der. The earthquake was felt at Kenosha, Wisconsin, with an intensity of VI. At Kewaunee, sconsin, an intensity of III was reported.
of the plant.
A few very great earthquakes, occurring in more distant regions of the United States and nada, have been or may have been felt at the site. The highly destructive New Madrid, ssouri, earthquakes of 1811 and 1812 were reported felt from Canada to New Orleans; wever, no details are known. The most northerly damage report was at St. Louis, Missouri.
e Charleston, South Carolina, earthquake of 1886 may have been felt at the site, but certainly uld have done no damage. Ground motion from Canadian shocks such as the 1663 and 1925 Lawrence River Valley shocks may also have been perceptible at the site.
The epicentral locations of all known earthquakes in the vicinity of the site are shown on te 7, Regional Earthquake Events. The base map is a tectonic map showing the major ional geologic structures. A tabulation of earthquakes having epicenters in Wisconsin, ether with certain out of state earthquakes felt in Wisconsin is presented in Table 5, Regional thquake Occurrences.
No epicenters have been experienced in the immediate site area. No shock is known with epicenter within a distance of 50 miles of the site and only nine earthquakes have been orded within 150 miles. Even these 150-mile events had epicentral intensities of V or less and s doubtful that they were felt at the site. Only one earthquake is known within an epicentral tance of 150 miles (1909 earthquake mentioned above) which had an intensity of as high as I. This shock was probably felt in the site area with an intensity of approximately III. A ond shock (1804, Fort
Dearborn,
Illinois) which may have been as large, but is not well umented, was located just outside of this range.
Table 6 summarizes data relative to the most significant shocks that have been experienced hin 200 miles of the site.
The mechanism for the Fort Dearborn (Chicago) earthquake presented in Table 6 and the sible associated zones of weakness are not well defined. It is likely that the 1804 and the 09 shocks are related to faulting in the Rockford and Chicago areas. Since these shocks urred some time ago, the epicentral locations are probably poor and actual locations might t much closer to recognized faulting in the area.
The more local, 1947 and 1956 shocks, have no known relations with faulting. However, re may be a possible relation with the synclinal structures trending westward from the shore Lake Michigan. Minor faulting or zones of weakness associated with these structures could resent the focus of regional tectonic stresses, perhaps caused by rebound from past glacial ds.
of the plant.
In summary, most earthquakes in the region occur in a limited area between the Wisconsin ch and Kankakee Arch approximately 100 miles or more south to southwest of the site. There o evidence to link these earthquakes to geologic structures near the site. No major earthquake been experienced in the region, and the available history indicates a low regional seismicity.
wever, the shortness of the historical record, the low quality of the historical seismic data, and lack of modern instrumentation in the region indicate that a small earthquake event could e been overlooked. The minor shocks, which may have occurred throughout the region, uld have some significance with respect to design of important engineering structures.
.5 Effect of Earthquake Loading on Soil and Rock Strength
.5.1 General Experience indicates that the strength properties of sound rock are unaffected by thquake loading. Therefore, no problem is indicated in the performance of the sound bedrock mations at this site during an earthquake.
In order to evaluate the effect of dynamic or oscillatory load on the on-site soils, such as ght be experienced during an earthquake, a series of static and dynamic tri-axial compression ts and dynamic confined compression tests were performed. As a result of some onsistencies in the data to date, additional dynamic laboratory testing should be performed ing a comprehensive foundation investigation to further define the behavior of the soils under namic loading. A discussion of the test procedures and the results of these preliminary tests presented in Attachment 1 of this report.
.5.2 Dynamic Triaxial Compression Tests Based on an evaluation of the results of preliminary dynamic triaxial compression tests, on experience with similar soils in the area, we believe that the strength properties and ss-strain characteristics of the glacial till and glacial lacustrine deposits encountered at the will be essentially unaffected by moderate earthquake loading.
The preliminary test results indicate that the glacial outwash, sand and gravel deposits, ountered at the site may possibly experience some settlement, essentially a densification, en subjected to dynamic loading, but their strength properties will be essentially unaffected.
.5.3 Dynamic Confined Compression Tests The preliminary test results indicate that the compressibility characteristics of the glacial terials encountered at the site are essentially unaffected by dynamic loading. Dynamic fined compression tests were not performed on the glacial outwash soils, however, the namic triaxial compression tests indicate that the glacial outwash may undergo some lement, essentially densification, when subjected to dynamic loading.
of the plant.
.6 Effect of Earthquake on Soil Foundation System It is presently anticipated that it may be possible to earth support all structures if the major uctures are located in areas where a substantial thickness of glacial till occurs below ndation level and where the thickness of the underlying lacustrine deposits is minimum. If ure comprehensive foundation studies indicate that the major structures cannot be located in as having the above subsurface conditions, it may be necessary to support certain structures piles driven to the Niagara Dolomite. Preliminary foundation design data have been prepared are presented in the concluding section of this report.
The results of the preliminary dynamic triaxial compression and confined compression ts indicate that no loss in strength of the foundation materials will occur during an earthquake, therefore, no reduction in the supporting capacity of the foundations will be required.
wever, it is recommended that additional studies be undertaken during a comprehensive ndation investigation to substantiate these conclusions.
Since it may be necessary to support certain structures on piles installed through the cial soils and onto the underlying bedrock, consideration should be given to possible itional stresses in the piles caused by earthquake induced ground motion. The effect of thquake waves on the piles can be investigated by assuming that propagating waves of ferent periods and amplitudes pass through both the foundation soils and the piles at differing es.
These differing rates of passage of the waves will result in increased stresses in the piles, the increased stresses in the piles should be quite small. These stresses can be calculated, er a pile type and size has been selected, using the ground motion spectra, which can be vided if required, to estimate the maximum amplitude of wave motion over a range of nificant periods. The increase in surface motion over that of subsurface motion is taken into ount in the preparation of the ground motion spectra. A reduction of one-half of the surface ue should be used to calculate the amplitude of the subsurface motion.
Since the shear wave is generally the wave that transmits maximum energy in an thquake, it is this wave that should be investigated. Stresses due to compressional waves can calculated on the basis that these vertical traveling waves will have amplitudes of about 1/2 to 3 of the horizontal (shear) motion. As long as the structure base (pile cap) remains in contact h the underlying soils, we believe that earthquake ground motion will be transmitted by tion between the pile cap and the soil and by the lateral pressures against the pile cap and cture. In this instance, the piles will have only the effect of reinforcing the soil mass.
If the assumption of a space between the pile cap and the soil is made, the piles must be ced to resist lateral earthquake forces.
of the plant.
.7 Moduli and Damping Values It is understood that deformation moduli and damping characteristics of the foundation ls may be used in developing the aseismic design of the proposed major structures.
Since soil is not a truly elastic medium, the commonly accepted terminology of modulus elasticity and modulus of rigidity are not completely applicable. However, for ease of sequent discussion, these terms will be used to describe soil properties, which follow the neral definitions used for elastic media. Although soils are not fully elastic media, the umption of stress-strain linearity can usually be made for a particular stress level range. Thus, assumption of elastic theory is fairly suitable for use in measuring moduli of elasticity and idity. For competent rock, the assumption of a linear stress-strain relationship is generally te good.
The moduli and damping values are presented in Table 7, Moduli and Damping Values, are believed to be applicable in the range of loading that might be experienced by the ndation materials during earthquake loading. The moduli of elasticity and rigidity and the mping values presented in this table were evaluated from various dynamic tests.
.8 Aseismic Design Criteria
.8.1 Selection of Design Earthquakes Design Earthquake -- For purposes of this report, we have assumed that the design shock he site could be considered a recurrence of the largest shock in the site region, located at the sest geologic structure which may be related to previous earthquake activity.
A possibility of a recurrence of a shock of the same order of magnitude as the 1909 rtheast Illinois shock (the largest shock in the region), closer to the proposed site, is quite ote. On the basis of a statistical study of the seismic history of the region, it is estimated that hock similar to the 1909 shock within a 50-mile radius of the site would occur about once in ry 2000 years. The actual possibility is quite low since there does not appear to be any logic structure continuous from the area of the 1909 shock to the site. The closest approach to site of any of the more southerly fault systems with which the 1909 shock may be associated bout 70 to 75 miles. The occurrence of a minor shock (epicentral intensity of IV or V) within miles of the site would be once in every 600 to 700 years. Since the cause of these small cks may be glacial rebound and little is known of the basement rock in the area, this tistical evaluation is probably more realistic than that for a larger shock. Therefore, using the ilable knowledge of tectonics and seismic history of the region, we believe that the maximum ected ground motion to which the site may be subjected during its economic life would result m:
of the plant.
. Magnitude 31/2 to 41/2 shocks (maximum epicentral intensity V) as close as 50 to 100 miles south of the site.
. A magnitude 5 to 51/2 shocks (maximum epicentral intensity VII) as close as 75 to 100 miles south of the site.
On a historical basis, therefore, it does not appear necessary to incorporate a seismic factor he elastic design of the proposed nuclear power plant. However, in view of the importance of proposed facility, we believe that the critical structure should be conservatively designed for ximum ground accelerations of 5% of gravity.
Maximum Credible Earthquake -- For a facility of the importance of the proposed nuclear wer plant, it is also prudent to investigate the effects of the maximum credible occurrence for region. The maximum credible earthquake is generally considered to be a recurrence of the gest recorded earthquake in the region at the closest epicentral distance consistent with logic structure.
It is likely, in this instance, that the design earthquake is the maximum credible currence. However, the recorded shocks mentioned in Table 6 do not have a proven ationship with the regional tectonics. Further studies in the area might disclose unknown lting closer to the site, although none has been identified at this time. In addition, the history he area is rather sparse.
Although such an occurrence would be exceedingly remote, we recommend that the ctor be designed for a safe shutdown during an earthquake producing a maximum ground eleration of 10% of gravity. We believe that this ground motion would not be exceeded by:
. A maximum of 4 to 41/2 (epicentral intensity V) normal focus shock occurring within 7 miles of the plant site (7 miles is approximately the nearest approach of any known geologic structure). At this short distance, essentially no diminishment of epicentral acceleration would occur within the postulated 7-mile distance; or
. A magnitude of 5 to 51/2 (epicentral intensity VII) normal focus shock occurring at a distance of about 15 miles from the site, the closest approach of even an inferred fault.
.8.2 Response Spectra Recommended response spectra, presenting estimated structural responses for typical ues of damping, are presented for the design and maximum credible earthquake conditions on te 8 and 9, Recommended Response Spectra. The response spectra represent the maximum plitudes of motion in structures having a range of natural frequencies, subjected to earthquake und motion.
of the plant.
Response spectra have been evaluated utilizing two separate procedures. These procedures as follows:
. Strong Motion Records: The spectra from sites with somewhat similar subsurface conditions were reviewed and response spectra were estimated from these records.
. Calculated Values: Specific points on response spectra were calculated from ground motion estimates based on a procedure developed by Drs. N Newmark and A Veletsos for the Air Force Special Weapons Laboratory. This procedure is described in the paper, Design Criteria for Nuclear Reactors Subjected to Earthquake Hazards, presented at the IAEA Earthquake Reactor Conference, Tokyo, Japan, 1967.
PRELIMINARY EARTH WORK AND FOUNDATION EVALUATION
.1 Scope of Preliminary Program A preliminary earthwork and foundation evaluation has been performed by Dames &
ore. The scope of our preliminary program consisted of:
. A review of the results of widely spaced test borings and laboratory tests performed by Dames & Moore and others, in order to evaluate the engineering properties of the subsurface materials at the site.
. An analysis of foundation conditions and development of preliminary foundation design criteria.
. A discussion of earthwork operations required at the site.
A summary of the results of our evaluation is presented in the following sections. The ults of the field explorations and laboratory tests are presented in Attachment 1 of this report.
.2 Summary of Results of Preliminary Evaluation The immediate site area is blanketed by glacial till and lacustrine deposits. The glacial rburden soils consist of an upper layer of very stiff to hard glacial till underlain by stiff to y stiff glacial lacustrine deposits. A discontinuous layer of glacial outwash was encountered several borings immediately above the bedrock. The thickness of the glacial overburden, in probable plant area, is on the order of 65 to 85 feet. All glacial soils present at the site show dence of having been highly over consolidated due to the weight of the overlying ice sheet ing the various stages of the most recent glaciation. The bedrock immediately underlying the is Niagara Dolomite.
of the plant.
The results of the current investigation indicate that the site is suitable, from a foundation ndpoint, for the construction of the proposed nuclear power plant. Data accumulated to date not permit a final evaluation of whether all structures can be earth-supported on mat ndations, or whether certain critical structures such as the reactor building will require pile ndations. The proper selection of suitable foundation types for the various structures will be marily determined by the following factors:
. The location of major plant structures on the site, and the elevation and loading of the structures.
. The magnitude of total and differential settlements, which will be structurally and operationally permissible.
. The choice of a suitable factor of safety with respect to soil bearing capacity, consistent with good engineering judgment for an important facility of this type.
Since no general foundation design data can be developed for the site due to the variability subsurface conditions, we have prepared preliminary foundation design data for the general ge of conditions, which were encountered. These data are intended to provide a general guide preliminary design purposes. However, final foundation selection and design must be based a subsequent comprehensive foundation investigation performed at such time that building ations, elevations, and structural loading conditions are finalized.
.3 Site Conditions
.3.1 Surface Conditions The site occupies an area of rolling farmland, which is bordered on the east by flat beaches oining Lake Michigan. The rolling topography at the site represents part of a glacial end raine deposited along the Lake Michigan shoreline during the most recent period of ciation. Ground surface elevations within the portion of the site, which is being considered development (the vicinity of Borings 1, 2, 5, 10, 11, and 12; see Plate 3), range from roximately 580 along the beach to approximately 590 to 620 inland.
.3.2 Subsurface Conditions General - Glacial drift which overlies the bedrock at the site consists essentially of an er layer of glacial till underlain by glacial lacustrine deposits. Preliminary borings drilled at locations shown on Plates 2 and 3 indicate these materials range in thickness from roximately 60 to 150 feet. The glacial lacustrine deposits are underlain in some locations by iscontinuous layer of glacial outwash. The upper layer of glacial till may contain occasional ers of glacial outwash and traces or pockets of buried forest growth and peat beds. Bedrock at site consists of Niagara Dolomite.
of the plant.
Vicinity of Borings 1,2,5,10,11, and 12 -- The subsurface conditions in the most probable nt area were investigated by drilling Borings 1, 2, 5, 10, 11, and 12 at the approximate ations shown on Plate 3. A brief description of the subsurface conditions in this area is sented below.
The borings revealed a layer of topsoil approximately 12 inches in thickness. The topsoil is erally underlain by a 6 to 12 inch thick layer of sand, which contains variable amounts of silt gravel. The topsoil and sand are underlain by very stiff to hard reddish-brown and brown cial till, which extends to elevations ranging from approximately 547 to 582. The glacial till sists essentially of silty clay, which contains some sand and gravel, and also contains layers pockets of sandy soils. The upper till stratum is underlain by stiff to very stiff reddish-brown brown glacial lacustrine deposits, which extend to elevations ranging from approximately 9 to 552. The lacustrine deposits consist essentially of laminated silty clay, which contains asional sand and gravel and seams of fine sand and silt. In Borings 1, 2, and 10, the glacial ustrine deposits are underlain by a layer of dense to very dense glacial outwash, which ranges thickness from approximately 3 to 27 feet. The glacial outwash is composed of sand and vel.
The glacial outwash and/or glacial lacustrine deposits are underlain by the bedrock. The rock underlying the site is a gray Niagara Dolomite and is encountered at elevations ranging m approximately 524 to 537. The dolomite, although moderately fractured, is hard, has high porting capacity, and apparently does not contain large solution cavities.
To assist in visualizing the subsurface conditions in this portion of the site, two subsurface tions have been prepared and are presented on Plate 10, Subsurface Section A-A, and te 11, Subsurface Section B-B. To further aid in the evaluation of the physical properties of subsurface soils, the available moisture content, dry density, and shearing strength data were tted and are presented graphically on Plate 12, Summary of Test Data.
More detailed descriptions of the subsurface conditions are presented on the Log of rings in Attachment 1 of this report.
.3.3 Ground Water The ground water level rises in a westerly direction from the elevation of Lake Michigan.
servations of water levels in the borings indicate that the ground water level inland from the e occurs at depths ranging from 10 to 30 feet below the ground surface.
.3.4 Frost Penetration We understand that the depth of frost penetration in the vicinity of the site extends to ths on the order of 5 to 6 feet below the ground surface.
of the plant.
.4 Design Considerations Although no specific structural design data have been provided to us, it has been necessary make certain assumptions regarding building elevations and loading conditions in order to ve at the preliminary conclusions and recommendations presented in this report. If structural ign should result in conditions appreciably different from those outlined herein, the liminary design data provided may not be applicable and would have to be reviewed and sibly revised.
For purposes of this report, we have assumed that the major plant structures will consist of eactor building, a turbine building, a turbine generator pedestal, fuel handling facilities, er-connecting structures, and appurtenant service and administrative facilities. Foundation ths and loadings have been estimated as follows:
t Foundation Depth Below Grade Feet Assumed Foundation Loading ctor Building 25 to 30 7,000 psf on 120 ft diameter mat foundation bine 25 to 30 Maximum column loads of 700,000 lbs.
on spread foundations bine Generator Pedestal 25 to 30 3000 psf on 50 ft by 150 ft mat foundation rconnecting Structure 25 to 30 3000 psf on mat foundations l Handling Facilities 5 to 10 4000 psf on 50 ft by 50 ft mat foundation urtenant Facilities 5 to 10 Maximum column loads of 200,000 lbs.
on spread foundations
.5 Preliminary Foundation Design Data
.5.1 General Due to the variable nature of the subsurface soils at the site and the wide spacing of the ings drilled for this preliminary investigation, it has not been possible to make a final luation of whether all structures can be earth supported on mat foundations, or whether tain critical structures will require pile foundations. Based on the limited data available, it ears that it may be possible to earth support all structures if the major plant structures are ated in areas where a substantial thickness of glacial till overlies the site and where the ckness of the underlying lacustrine deposits is minimum.
of the plant.
The most favorable foundation conditions encountered at the site appear to exist in the inity of Borings 11 and 12, where relatively high ultimate bearing capacities can be eloped and foundation settlements will be minimal. Somewhat less favorable conditions ear to exist in the vicinity of Borings 1, 2, 5, and 10. However, the foundation design data resent conditions only at the boring locations and variations should be expected between ings. A comprehensive foundation investigation at the specific locations of structures will be uired to further define the variability of soil strength and compressibility characteristics and provide data for final foundation selection and design.
In view of the above, the preliminary data presented below have been formulated for the ious conditions which exist at specific boring locations. We believe that these data are bably representative of the general range of foundation conditions, which will be encountered oughout the site.
.5.2 Mat Foundations We have estimated the ultimate bearing capacity of the soils encountered below the umed foundation grades at specific locations at the site. The preliminary foundation design a and preliminary settlement estimates are presented for a mat foundation, 120 feet in meter, established at approximately elevation 577 and for a rectangular mat foundation, roximately 50 feet by 50 feet in plan dimensions, established near the existing ground face. The results of our analyses are presented in Tables 8 and 9.
It is estimated that mat foundations for interconnecting structures and the turbine generator estal, established at approximately elevation 577 and imposing gross foundation pressures of s than 3000 pounds per square foot, will have a factor of safety in excess of six with respect to earing capacity failure and will undergo settlements of less than 1/2 inch. These foundations l undergo additional settlement if they are located immediately adjacent to the heavily loaded t foundations.
.5.3 Conventional Spread Foundations It is presently assumed that conventional spread foundations will be utilized for the turbine lding and certain appurtenant structures. Assumed foundation depths and loading conditions e been presented previously.
Based on the limited test data available at this time, it is our opinion that conventional ead foundations for appurtenant facilities can be proportioned utilizing an allowable net ring pressure of up to 6000 pounds per square foot. It is estimated that conventional spread ndations, designed and installed in accordance with the above recommendation and porting total column loads on the order of 200,000 pounds, will undergo settlements of less n 1/2 inch.
of the plant.
Preliminary foundation design data and preliminary settlement estimates are presented in ble 10 for the turbine building assuming maximum column loads on the order of
,000 pounds.
.5.4 Pile Foundations If pile foundations are considered necessary for the support of any of the structures due to tlement limitations or for other reasons, it is recommended that high-capacity piles, such as el H-piles, concrete filled pipe piles, or piles of a similar type be utilized. The piles should be ven to refusal on bedrock. It is estimated that steel H-piles would have allowable capacities ging from approximately 100 to 200 tons and closed-end concrete filled steel pipe piles uld have allowable capacities ranging from approximately 100 to 125 tons. Detailed ommendations pertaining to pile design and installation can be developed in connection with ubsequent detailed foundation investigation at the site.
.6 Earthwork Operations
.6.1 General Site Grading and Drainage During our initial field explorations at the site, April 1967, most of the soils blanketing the were saturated and would not support truck-mounted drilling equipment. In order to prevent evere mud condition from developing during construction, it is recommended that the struction area be graded to drain at the commencement of construction and that precautions taken to prevent ponding of water in the construction area, and particularly within building avations. It is suggested that consideration be given to clearly defining the location of struction roads, temporary parking areas and storage areas, such that adequate drainage ilities may be installed during the commencement of construction to prevent the roads from oming impassable and the parking and storage areas from becoming inaccessible. It is further ommended those construction roads, parking areas, and storage areas be surfaced with a layer coarse granular material at least 12 inches in compacted thickness.
In addition to general site grading and drainage, it is anticipated that earthwork operations l consist essentially of stripping, cutting, excavating, and filling operations.
.6.2 Stripping It is recommended that the topsoil be stripped from all areas to be occupied by structures pavements. We estimate that the average depth of stripping will be on the order of 12 inches.
e materials obtained from the stripping operations should not be utilized as fill materials.
.6.3 Cutting Due to the undulating topography of the site, it is anticipated that cuts of up to roximately 5 feet will be required to attain a level exterior grade.
of the plant.
.6.4 Excavating Excavating operations will be required in the main construction area in order to attain the nned foundation grades for the proposed plant. It is presently anticipated that the maximum th of excavation will be on the order of 25 to 30 feet. The excavations will extend through the per glacial till stratum and some excavations may extend a short distance into the underlying cial lacustrine deposits.
The excavations will extend considerably below the ground water table. However, seepage ground water into the excavations will be relatively slow due to the low permeability of the surface soils. It is considered that ground water seepage can be adequate controlled by intaining shallow peripheral trenches within the excavations and by pumping from sumps. A watering system such as well points is not necessary or suitable for de-watering the surface soils at this site.
Since the subsurface soils are quite susceptible to loss of strength due to disturbance, it is ommended that all excavations be initially carried to an elevation approximately 12 inches ve plan grades. The final 12 inches of the excavation should be removed immediately before installation of foundations and/or floor slabs. The provision of leaving 12 inches of soil in ce above grade should prevent water from infiltrating into, softening, and disturbing the ring soils during the construction period.
The majority of the soils excavated will be the upper glacial till soils, and it is our opinion t these soils can be utilized as fill and backfill material. However, the soils are highly ceptible to moisture content variations and would have to be placed at essentially the imum moisture content if satisfactory compacted fills are to be attained. Control of the isture content of the excavated glacial till soils would be extremely difficult during periods of lement weather. If it is desired to utilize these soils as fill and backfill, the materials should be efully stockpiled and sealed by rolling such that excessive additional moisture will not umulate in the stockpile prior to use.
We recommend that the lower lacustrine deposits, which will constitute a much smaller ume of the excavated soils, be stockpiled separately and that these materials not be used as s for the support of structures and pavements. The lake-deposited soils have a high moisture tent and would require considerable drying prior to compaction. These soils may be used for eral site grading outside of building and pavement areas.
of the plant.
We have performed engineering studies to evaluate the stability of slopes constructed ough the glacial till and into the lacustrine deposits. Based on the results of our studies, it is ommended that the banks of the deeper excavations be constructed at a slope of two vertical one horizontal, or flatter. Temporary shallow excavations, which have an unsupported height 15 feet or less, can be cut vertically, but some localized sloughing may occur. All exposed pes will tend to shrink and undergo progressive spalling as drying of the exposed soils occurs.
.6.5 Filling Due to the undulating topography, it is anticipated that a moderate amount of filling will be uired in the attainment of a level exterior grade. Additional filling and backfilling will be uired adjacent to and around the proposed structure.
The selection of appropriate fill materials, either on-site glacial till soils or imported nular soils should be based on considerations of construction scheduling. It is considered that on-site glacial till soils can be readily placed and compacted during the dry season; however, se materials will be practically impossible to place and compact during periods of wet or ezing weather. Clean imported granular soils, such as sand and gravel, can be placed with atively little difficulty even during extended periods of inclement weather.
It is recommended that all fills which will be subjected to structural and/or traffic loads be mpacted to a relatively high degree of compaction. The degree of compaction appropriate for ious loading conditions should be established as a part of subsequent studies. Fills which will placed as general site fill and which will not be subjected to structural and/or traffic loads uld be compacted sufficiently to prevent future subsidence within the fill.
of the plant.
The following Plates and Attachments are attached and complete this report:
Plate 1 - Map of Region Plate 2 - Site Vicinity Map Plate 3 - Plot Plan - Proposed Plant Area Plate 4 - Regional Geologic Map of Bedrock Formations and Structures Plate 5 - Surface Currents Lake Michigan Plate 6 - Generalized Geologic Cross Section Through Center of Site Plate 7 - Regional Earthquake Events Plate 8 - Recommended Response Spectra (Design Earthquake)
Plate 9 - Recommended Response Spectra (Maximum Credible Earthquake)
Plate 10 - Subsurface Section A-A Plate 11 - Subsurface Section B-B Plate 12 - Summary of Test Data Attachment 1 - Explorations and Laboratory Tests Attachment 2 - Definition of Seismic Terminology and the Richter Scale Attachment 3 - Principal Sources of Data Respectfully submitted, DAMES & MOORE
/s/ Michael L. Kiefer chael L. Kiefer ject Manager
/s/ George D. Leal orge D. Leal pervising Partner gistered Professional Engineer te of Wisconsin rtificate No. E-9586
Table 1 REGIONAL GEOLOGIC FORMATIONS Approx. Thickness Geologic Age Geol. Sym. Geol. Name Description Remarks In Feet Quarternary Recent Deposits 0 to 20 Unconsolidated peat, silt, sand, Largely stream an gravel, and boulders beach deposits Pleistocene 60 to 150 Glacial till, mostly sandy and Aquifer in glacial clayey silt; glacial lake deposit, outwash mostly clay; glacial outwash, mostly sand and gravel, some bounders Mississippian Mi Undifferentiated Shale and sandstone Not present in Wisconsin Devonian De Undifferentiated Limestone, shale, and dolomite Not present in Wisconsin Silurian Sn Niagara Formation 350 to 600 Dolomite Important aquifer Ordovician Or Richmond Formation 400 Shaland dolomite Galena Formation Dolomite; some shale 250 Og Decorah Formation {
{ Platteville Formation Sandy at base Os St. Peter Formation 150 Sandstone, fine to medium Limited aquifer grained, dolomitic in places Op Prairie du Chien 0 to 50 Dolomite, sandy and shaley zones Formation
Table 1 (continued)
REGIONAL GEOLOGIC FORMATIONS Approx. Thickness Geologic Age Geol. Sym. Geol. Name Description Remarks In Feet Cambrian Trempealeau Formation 100 to 200 Sandstone, dolomite Aquifer Cs Franconia Formation 100 Sandstone, some shale Aquifer
{ Dresbach Formation 50 to 200 Sandstone, some shale Aquifer Precambrian Pc Undifferentiated Granite, gneiss, schist, and Basement rock volcanics
life of the plant.
Table 2 MUNICIPAL GROUND WATER SUPPLIES Air Miles and Place 1960 Population Well Depth, Feet Direction from Proposed Site nmark 1106 309-456 15 Miles West waunee 2772 187-700 8 Miles North xemburg 730 431-495 16 Miles Northwest shicot 762 80 9 Miles Southwest hitelaw 420 495 19 Miles Southwest e following information is HISTORICAL and is not intended or expected to be updated for life of the plant.
Table 3 REPRESENTATIVE VALUES OF PHYSICAL PROPERTIES OF SOIL AND ROCK Physical Property Soil Rock mpressional Wave Velocity: (At Surface - 12,900)
Feet per Second - Measured 6000 20,000 ear Wave Velocity:
Feet per Second - Measured 2500 11,500 issons Ratio:
Dimensionless -
Calculated 0.40 to 0.45 0.20 to 0.25 nsity:
Pounds per Cubic Foot - 133
- 171 easured ecific Gravity:
Dimensionless - Measured 2.76 2.75
- Wet Density
of the plant.
Table 4 MODIFIED MERCALLI INTENSITY SCALE OF 1931 (ABRIDGED)
Not felt except by a very few under specially favorable circumstances. (I Rossi-Forel Scale.)
Felt only by a few persons at rest, especially on upper floors on buildings. Delicately suspended objects may swing. (I to II Rossi-Forel Scale.)
Felt quite noticeably indoors, especially on upper floors of buildings, but many people do not recognize it as an earthquake. Standing motorcars may rock slightly. Vibration like passing of truck. Duration estimated. (III Rossi-Forel Scale.)
During the day felt indoors by many, outdoors by few. At night some awakened. Dishes, windows, doors disturbed; walls make creaking sound. Sensation like heavy truck striking building. Standing motorcars rocked noticeably. (IV to V Rossi-Forel Scale.)
Felt by nearly everyone, many awakened. Some dishes, windows, etc., broken; a few instances of cracked plaster; unstable objects overturned. Disturbances of trees, poles, and other tall objects sometimes noticed. Pendulum clocks may stop. (V to VI Rossi-Forel Scale.)
Felt by all, many frightened and run outdoors. Some heavy furniture moved; a few instances of fallen plaster or damaged chimneys. Damage slight. (VI to VII Rossi-Forel Scale.)
Everybody runs outdoors. Damage negligible in buildings of good design and construction; slight to moderate in well-built ordinary structures; considerable in poorly built or badly designed structures; some chimneys broken. Noticed by persons driving motorcars. (VIII Rossi-Forel Scale.)
I. Damage slight in specially designed structures; considerable in ordinary substantial buildings with partial collapse; great in poorly built structures. Panel walls thrown out of frame structures. Fall of chimneys, factory stacks, columns, monuments, walls. Heavy furniture overturned. Sand and mud ejected in small amounts. Changes in well water.
Persons driving motorcars disturbed. (VIII + to IX - Rossi-Forel Scale.)
Damage considerable in specially designed structures; well-designed frame structures thrown out of plumb; great in substantial buildings, with partial collapse. Buildings shifted off foundations. Ground cracked conspicuously. (IX + Rossi-Forel Scale.)
Some well-built wooden structures destroyed; most masonry and frame structures destroyed with foundations; ground badly cracked. Rails bent. Landslides considerable from riverbanks and steep slopes. Shifted sand and mud. Water splashed (slopped) over banks.
(X Rossi-Forel Scale.)
Few, if any, (masonry) structures remain standing. Bridges destroyed. Broad fissures in ground. Underground pipelines completely out of service. Earth slumps and land slips in soft ground. Rails bent greatly.
Damage total. Waves seen on ground surfaces. Lines of sight and level distorted. Objects thrown upward into air.
Table 5 REGIONAL EARTHQUAKE OCCURRENCES Area, Square Date Intensity Locality N. Lat W. Long Miles August 20, 1804 VI; felt in Wisconsin Ft.
Dearborn,
Illinois 42.0 87.8 30,000 December 16, 1811 XII; felt throughout Illinois New Madrid, Missouri 36.6 89.6 2,000,000 January 23, 1812 XII; felt throughout Illinois New Madrid, Missouri 36.6 89.6 2,000,000 February 7, 1812 XII; felt throughout Illinois New Madrid, Missouri 36.6 89.6 2,000,000 February 4, 1883 VI North of 42.3 85.6 8000 Michigan-Indiana Border August 31, 1886 IX; felt in Milwaukee Charleston, South 32.9 80.0 2,000,000 Carolina October 31, 1895 VIII; felt throughout Illinois Charleston, Missouri 37.0 89.4 1,000,000 and Wisconsin March 13, 1905 V Menominee, Michigan 45.0 87.7 May 26, 1906 VIII; mine collapse probably Keewenaw Peninsula, 47.3 88.4 1000 not felt in Wisconsin Michigan May 26, 1909 VII; III at Kewaunee Northeast Illinois 42.5 89.0 500,000 January 2, 1912 VI; I at Kewaunee Northeast Illinois 41.5 88.5 40,000 April 9, 1917 VI; II at Madison East Missouri 38.1 90.6 200,000 October 18, 1931 II Madison, Wisconsin December 6, 1933 IV Stoughton to Putland, Wisconsin
Table 5 (continued)
REGIONAL EARTHQUAKE OCCURRENCES Area, Square Date Intensity Locality N. Lat W. Long Miles November 12, 1934 VI Rock Island, Illinois 41.5 91.5 November 1, 1935 VI; felt in Wisconsin Timiskaming, Canada 46.8 79.1 1,000,000 November 23, 1939 V; III at Janesville, Wisconsin South Illinois February 9, 1943 II Thunder Mt., Marinette County, Wisconsin November 16, 1944 II Escanaba, Michigan May 18, 1945 II Escanaba, Michigan May 6, 1947 V Southeast Wisconsin August 9, 1947 VI South Central Michigan 42.0 85.0 50,000 July 18, 1956 IV Oostburg, Wisconsin, along lakeshore October 13, 1956 IV Milwaukee-Racine, Wisconsin
life of the plant.
Table 6 MOST SIGNIFICANT EARTHQUAKES WITHIN 200 MILES OF SITE Maximum Estimated Distance from Magnitude*
Date and Location Epicenter Site-Miles Intensity 09 - N.E. Illinois 150 VII 5 to 5 1/2 04 - Fort Dearborn (Chicago) 165 VI 47 - S.E. Wisconsin 95 V** 4 to 4 1/2 05 - Menominee, Michigan 60 V 4 to 4 1/2 56 - Oostburg, Wisconsin 55 IV 3 1/2
- The estimated magnitudes presented are based on the Richter Magnitude Scale, which is defined in Attachment 2 of this report.
- Sometimes listed as VI, a review of the available records has led us to assign an intensity V rating to this shock.
e following information is HISTORICAL and is not intended or expected to be updated for life of the plant.
Table 7 MODULI AND DAMPING VALUES Damping Factor
- Maximum Modulus of Design Modulus of Rigidity Credible Material Elasticity Earthquake Lbs/Sq Ft Earthquake Lbs/Sq Ft Percent Percent acial Till 3.0 x 10 7 1.0 x 10 7 5 to 10 10 to 20 acial 1.5 x 10 6 *** 5.0 x 10 5 *** 5 to 10 10 to 20 custrine posits **
lomite 1.8 x 10 9 7.5 x 10 8 1 1
- Expressed as a percentage of critical damping.
- The moduli and damping values presented for the glacial lacustrine deposits were obtained from dynamic tests performed on similar soils from this area.
- The moduli for the lacustrine deposits should be decreased by a factor of 10 for dynamic loads which will be acting on the soil for a large number of repetitions, i.e., such as during the design earthquake or during small dynamic loads and normal wind loads.
e life of the plant.
Table 8 REACTOR BUILDING Mat Foundation (120 Feet In Diameter) Established at Approximately Elevation 577 and Imposing a Gross Foundation Pressure of 7000 Pounds/Square Foot Ultimate Location Factor Estimated Bearing Capacity (Boring) of Safety Settlement In.
Lbs/Sq Ft 1 18,000 2.6 3/4 to 1 2 20,000 2.9 1 to 1 1/4 5 and 10 18,000 2.6 1 1/4 to 1 3/4 11 22,000 3.1 3/4 to 1 12 30,000 4.3 1/2 to 3/4 he following information is HISTORICAL and is not intended or expected to be updated for e life of the plant.
Table 9 FUEL HANDLING FACILITIES Mat Foundation (50 Feet by 50 Feet) Established Near the Existing Ground Surface and Imposing a Gross Foundation Pressure of 4000 Pounds/Square Foot Ultimate Location Factor Estimated Bearing Capacity (Boring) of Safety Settlement In.
Lbs/Sq Ft 1 18,000 4.5 1 to 1 1/4 2 18,000 4.5 3/4 to 1 1/4 5 and 10 18,000 4.5 1 to 11/2 11 20,000 5.0 1 to 1 1/4 12 28,000 7.0 3/4 to 1
e life of the plant.
Table 10 TURBINE BUILDING Conventional Spread Foundations Established at Approximately Elevation 582 Ultimate Location Foundation Estimated Bearing Pressure (Boring) Size, Feet Settlement In.
Lbs/Sq Ft 1, 2, 5, and 10 5000 12 x 12 1/4 to 1/2 11 6000 11 x 11 1/4 to 1/2 12 9000 9x9 1/4 to 1/2
Plate 1 Map of Region Plate 2 Site Vicinity Map Revision 2511/26/14 KPS USAR A-35 The following information is HISTORICAL and is not intended or expected to be updated for the life of the plant.
Plate 3 Plot Plan - Proposed Plant Area
Revision 2511/26/14 KPS USAR A-36 Intentionally Blank
Plate 4 Regional Geologic Map of Bedrock Formations and Structures Plate 5 Surface Currents Lake Michigan Plate 6 Generalized Geologic Cross Section Through Center of Site Plate 7 Regional Earthquake Events Plate 8 Recommended Response Spectra (Design Earthquake)
Plate 9 Recommended Response Spectra (Maximum Credible Earthquake)
Revision 2511/26/14 KPS USAR A-43 The following information is HISTORICAL and is not intended or expected to be updated for the life of the plant.
Plate 10 Subsurface Section A-A
Revision 2511/26/14 KPS USAR A-44 The following information is HISTORICAL and is not intended or expected to be updated for the life of the plant.
Plate 11 Subsurface Section B-B
Revision 2511/26/14 KPS USAR A-45 The following information is HISTORICAL and is not intended or expected to be updated for the life of the plant.
Plate 12 Summary of Test Data
Revision 2511/26/14 KPS USAR A-46 Intentionally Blank
of the plant.
Attachment 1Field Explorations And Laboratory Tests ld Explorations neral Field explorations were performed to evaluate the geologic, seismologic, and foundation gineering characteristics of the site. The field exploration program consisted of the following:
. A geologic reconnaissance of the general area and site;
. A test boring program (performed by others with supplemental borings by Dames &
Moore; and
. Geophysical explorations, which included geophysical refraction surveys, shear wave velocity surveys, an up-hole velocity survey, and micro-motion measurements.
Descriptions of the field exploration program are presented in this attachment.
The original test-boring program was performed by Soil Testing Services of Wisconsin,
. The remainder of the field exploration program was conducted under the technical direction d supervision of Dames & Moore Geologists, Engineering Seismologists, Geophysicists, and il Mechanics Engineers. All surveying necessary to determine the locations and surface vations related to the field explorations was provided by C. W. Rollman & Associates.
ologic Reconnaissance A geologic reconnaissance of the general area surrounding the site was undertaken for the rpose of examining surface features, which would aid in the evaluation of the geologic aracteristics of the area. The site was inspected with respect to topography, coastline features, face soils, drainage, and other related surface features.
Geologic literature and aerial photographs of the site area were studied. Representatives of al, state and federal agencies, private organizations, and universities were interviewed to ain all available geologic data.
The results of the geologic investigation are discussed and evaluated in the geologic tion of this report.
st Boring Program The subsurface conditions at the site were investigated by drilling 12 test borings at the ations shown on Plates 2 and 3 (in text of report) to depths ranging from 74 to 159 feet below existing ground surface. The borings were drilled utilizing truck-mounted rotary wash and ary auger drilling equipment.
of the plant.
Borings 1 through 10 were drilled by Soil Testing Services of Wisconsin, Inc., and the ults of their investigation were provided to Dames & Moore. The soils penetrated by these rings were sampled utilizing 2-inch diameter standard split-spoon samplers and 2-inch meter shelby tube samplers. Rock cores were extracted from these borings utilizing BX size ing equipment. Graphical representations of the soil and rock encountered in these borings shown on Plates A-1A through A-1J, Log of Borings.
The drilling operations for Borings 11 and 12 were supervised by a Dames & Moore Soils gineer, who maintained a log of the borings, obtained relatively undisturbed samples of the l utilizing a Dames & Moore soil sampler, and supervised the diamond core drilling erations performed to extract cores of the underlying rock. Graphical representations of the ls and rock encountered in these borings are shown on Plates A-1K and A-1L, Log of rings. The method utilized in classifying the soil encountered in the Dames & Moore borings defined on Plate A-2, Unified Soil Classification System.
Undisturbed samples of the soils penetrated by the Dames & Moore borings were ained in a Dames & Moore Soil Sampler as illustrated on Plate A-3, Soil Sampler Type U.
e Dames & Moore Soil Sampler was usually pushed hydraulically. When the Dames &
ore Sampler was driven, a 350-pound weight falling approximately 24 inches was utilized to ve the sampler. The method of obtaining the samples is indicated and explained on the Dames Moore Log of Borings. Rock cores were obtained from these borings utilized NX size coring uipment.
The ground surface elevation is shown above the log of each boring and refers to ernational Great Lakes Datum.
ophysical Explorations General - Geophysical explorations were made to determine dynamic properties of the derlying soils and rock. The explorations conducted included geophysical refraction surveys, ar wave velocity surveys, and up-hole velocity survey, and micro-motion measurements. The rposes of the explorations were to measure compressional and shear wave velocities, interval ocities, and the predominant period of ground motion of the site. The locations of these veys and observations are shown on Plate 3 in the text of the report.
of the plant.
Geophysical Refraction Surveys - A 12-channel Porta-Seis Refraction Seismograph was d to record the results of the deep refraction surveys. The geophysical refraction surveys re performed along two lines (Lines I and II) and the total length of the surveys was proximately 2200 feet. Explosive charges (Nitramon) were placed in drill holes at the ends of se lines at depths of approximately 27 feet, which is below the water table. Standard ophones were located at 100-foot intervals along these lines. The time-distance data resulting m the surveys were plotted, and average straight-line slopes were drawn through the plotted nts. The velocity of compressional wave propagation in the upper soils and underlying rock s computed from the plotted data. The results of the deep geophysical refraction survey are sented on Plate A-4, Geophysical Refraction Survey - Compressional Wave Velocities.
Shear Wave Velocity Survey - Shear wave velocities were computed from the recordings an Electrotech 12-Channel Refraction Seismograph. Hall-Sears 1-second horizontal smometers, oriented transverse to the direction of propagation of the shock waves were used.
smometers were located at 100-foot intervals along a portion of Lines III, IV, and V. The shot es were located at a distance of 1400 feet from the farthest geophone. The survey indicated t the glacial deposits had a shear wave velocity of approximately 2500 feet per second and dolomite had a shear wave velocity of approximately 11,500 feet per second.
Up-hole Velocity Survey - An up-hole velocity survey was performed in Boring 12. The t boring penetrated approximately 50 feet into the underlying rock to a depth of proximately 123.5 feet. The survey was performed with a Porta-Seis Refraction Seismograph ng caps and boosters as the source of energy. Repeated shots were recorded of the explosions the caps at closely spaced intervals in the test boring.
The up-hole velocity survey was made to determine vertical interval compressional ocities of the underlying glacial deposits and dolomite. The results of this survey are sented in Table A-1.
A very thin soil cover is indicated by the low compressional velocity obtained in the upper feet. The compressional velocity in the glacial till averages approximately 6000 feet per ond. The lacustrine deposits at this location have a high compressional wave velocity, proximately 10,000 feet per second. These values are not representative of the general ndition of the glacial lacustrine deposits since the geophysical refraction surveys did not icate a marked increase in the compressional velocities when the lacustrine deposits were countered. The geophysical refraction surveys indicate that both the glacial lacustrine and till posits have compressional velocities of approximately 6000 feet per second. A weathered d/or fractured surface is indicated for the underlying dolomite by the low interval velocity of 900 feet per second.
of the plant.
Micro-motion Measurements - Micro-motion measurements were made in the proposed nt area using the Dames & Moore Microtremor equipment. This equipment is a highly sitive electronic vibration recording device capable of magnification of up to 150,000 times d is accurate over a frequency range of about 1 to 30 cycles per second. Micromotions of the erburden materials were recorded at approximately Station 5 + 30 on Line III. The principal ckground motions measured had a period of 0.16 and 0.65 seconds. Analyses of the crotremor record were utilized in our engineering seismology studies. The original crotremor vibration records are retained in our files.
boratory Test neral Samples extracted from the test borings were subjected to a laboratory-testing program to aluate the physical properties of the soils encountered at the site. The laboratory program luded the following tests:
. Static Tests
- Unconfined Compression
- Tri-axial Compression
- Consolidation
- Rock Compression
. Dynamic Tests
- Tri-axial Compression
- Confined Compression
- Shockscope
. Other Physical Tests
- Moisture and Density Tests
- Particle--Size Analyses
- Atterberg Limits
of the plant.
tic Tests Strength Tests - Selected representative soil samples recovered from the borings were ted to evaluate their strength characteristics. These tests were performed in order to evaluate bearing capacity of the soils underlying the site. The unconfined compression and tri-axial mpression tests performed on Dames & Moore samples were performed in the manner cribed on Plate A-5, Methods of Peforming Unconfined and Triaxial Compression Tests. The confined compression tests performed by Soil Testing Services of Wisconsin, Inc. were formed utilizing conventional testing procedures.
A load-deflection curve was plotted for each strength test and the strength of the soil was ermined from this curve. Determination of the field moisture content and dry density of the l were made in conjunction with each strength test. The results of the strength tests and the responding moisture content and dry density determinations are presented on the Log of rings included in this appendix. The method of presenting the Dames & Moore test data is cribed by the Key to Test Data shown on Plate A-2.
Consolidation Tests - Representative samples of the glacial till soils which were obtained m the Dames & Moore borings were subjected to consolidation tests. These tests were formed in order to evaluate the compressibility characteristics of the soils. The method of forming consolidation tests is described on Plate A-6, Method of Peforming Consolidation sts. The results of these tests and the associated moisture content and dry density erminations are presented on Plate A-7, Static Consolidation Test Data.
Rock Compression Tests - Rock compression tests were performed on selected samples of bedrock, which underlies the site of the proposed plant. The rock compression tests were rformed to evaluate the strength and elasticity characteristics of the bedrock. The tests formed on cores from Borings 1 through 10 were performed by Soil Testing Services of sconsin, Inc. and the tests, on cores from Boring 12 were performed by the Robert W. Hunt mpany. The results of the rock compression tests are presented in Table A-2, Rock mpression Test Results.
namic Tests Strength Tests -- In order to evaluate the effect of vibratory motion on the strength of the itu soils, selected soil samples were subjected to dynamic tri-axial compression tests. The test cedure used is similar to that for static tri-axial compression tests. Each sample was jected to a predetermined chamber pressure and deviator stress. At the specified stress, a ies of oscillating loads were applied axially to the sample. The additional deformation or ain of the soil sample on each oscillating load was recorded. The results of the dynamic axial compression tests are presented in Table A-3, Dynamic Triaxial Compression Test sults.
of the plant.
Confined Compression Tests - In order to evaluate the effects of vibratory motion on the mpressibility characteristics of the insitu soils, selected soil samples were subjected to namic confined compression tests. The sample initially was allowed to consolidate under a determined load similar to that, which would be imposed by the structures within the posed nuclear power plant. After compression under the static load was essentially complete, soil sample was subjected to an oscillating load. The additional deformation (compression) the soil sample under the oscillating load was recorded. The results of the dynamic confined mpression tests are presented in Table A-4, Dynamic Confined Compression Test Results.
Shockscope Tests - Several samples of the soil and rock underlying the site were tested in shockscope. The shockscope is an instrument developed by Dames & Moore to measure the locity of propagation of compressional waves in the material tested. The velocity of mpression wave propagation observed in the laboratory is used for correlation purposes with field velocity measurements obtained in the geophysical refraction surveys.
In the shockscope tests performed, samples were subjected to a physical shock under a ge of confining pressures and the time necessary for the shock wave to travel the length of sample was measured using an oscilloscope. The velocity of compressional wave pagation was then computed. Since this velocity is proportional to the dynamic modulus of sticity of the sample, the data are also used in evaluating the dynamic elastic properties. The ults of the tests, are presented in Table A-5, Shockscope Test Results.
her Physical Tests Moisture-Density Determinations - In addition to the moisture content and dry density erminations made in conjunction with the strength and consolidation tests, independent isture and density tests were performed on other undisturbed soil samples for correlation rposes. The results of all moisture and density determinations are presented on the boring s.
Particle-Size Analyses - A number of selected soil samples were analyzed by Soil Testing rvices of Wisconsin, Inc., in order to determine their grain-size distribution. Grain-size curves strating the results of the particle-size analyses are presented on Plates A-8 through A-10, rticle Size Analyses.
Atterberg Limits - Representative samples were tested by Soil Testing Services of sconsin, Inc. to evaluate their plasticity characteristics. The Atterberg Limit determinations presented on the boring logs.
Specific Gravity - The specific gravity of two samples of soil were determined in ordance with standard ASTM Specifications. The results of these tests are presented in ble A-6.
of the plant.
The following Plates are attached and complete Appendix A:
Plate A-1A - Log of Borings (Boring 1)
Plate A-1B - Log of Borings (Boring 2)
Plate A-1C - Log of Borings (Boring 3)
Plate A-1D - Log of Borings (Boring 4)
Plate A-1E - Log of Borings (Boring 5)
Plate A-1F - Log of Borings (Boring 6)
Plate A-1G - Log of Borings (Boring 7)
Plate A-1H - Log of Borings (Boring 8)
Plate A-1I - Log of Borings (Boring 9)
Plate A-1J - Log of Borings (Boring 10)
Plate A-1K - Log of Borings (Boring 11)
Plate A-1L - Log of Borings (Boring 12)
Plate A Unified Soil Classification System Plate A Soil Sampler Type U Plate A Geophysical Refraction Survey--Compressional Wave Velocities Plate A Methods of Performing Unconfined Compression and Tri-axial Compression Tests Plate A Method of Performing Consolidation Tests Plate A Static Consolidation Test Data Plate A Particle Size Analyses Plate A Particle Size Analyses Plate A Particle Size Analyses
life of the plant.
Table A-1 Summary of Uphole Velocity Survey Depth of Average Velocity Interval Velocity aterial Shot, Ft Ft/Sec Ft/Sec rface Soil 0 - 2780 acial Till 10 2780 6670 acial Till 20 3750 6300 acial Till 30 4250 5340 acial Till 38 4200 10,900 acial Lacustrine Deposits 60 5385 10,000 acial Lacustrine Deposits 70 5215 12,900 lomite 115 6800 lomite 123 Not Recorded
life of the plant.
Table A-2 Rock Compression Test Results Ultimate Compressive Boring Depth Density Strength Number ft lbs/cu ft lbs/sq in.
2 70.5 160 6960 3 92.0 174 7850 4 90.5 171 8080 4 95.0 174 8950 5 74.0 167 7800 5 100.0 170 8360 8 86.0 175 10,400 9 100.0 175 10,760 12 84.0 - 10,032 12 91.0 - 9585 12 103.0 - 12,420 12 114.5 - 10,271
Table A-3 Dynamic Triaxial Compression Test Results Static Conditions Dynamic Conditions Confining Deviator Applied Oscillating Time Boring Depth Pressure, Stress Percent Deviator Stress, Frequency Applied Increase in Number ft lbs/sq ft lbs/sq ft Strain lbs/sq ft cps sec Percent Strain 12 10.5 1200 5000 8.3 4340-5640 1/2-1-2 30-30-30 3.2 3910-6300 1/2-1-2 30-30-30 8.2 11 45.5 4000 7920 12.3 6520-8030 1/2-1-2 30-30-30 2.2 6950-9340 1/2-1-2 30-30-30 6.5 6520-9340 1/2-1-2 30-30-30 12.1 12 56.5 4200 8250 1.25 7600-11,100 1/2-1-2 30-30-30 0.95 10,650-12,800 1/2-1-2 30-30-30 2.15 12,150-13,700 1/2-1-2 30-30-30 4.25 13,020-14,300 1/2-1-2 30-30-30 6.05 12,600-15,000 1/2-1-2 30-30-30 7.95 9550-15,200 1/2-1-2 30-30-30 9.65 8250-15,400 1/2-1-2 30-30-30 12.05 8250-15,600 1/2-1-2 30-30-30 12.65
- Increase from Static Condition
of the plant.
Table A-4 Dynamic Confined Compression Test Results Static Conditions Dynamic Conditions Applied Applied Oscillatory Time Increase In oring Depth Axial Load Percent Pressure Frequency Applied, Percent mber ft lbs/sq ft Strain lbs/sq ft cps sec Strain*
11 20.5 3000 2.35 3000-3500 1/2-1-2 30-30-30 0.04 3000-4000 1/2-1-2 30-30-30 0.06 3000-5000 1/2-1-2 30-30-30 0.19 3000-7000 1/2-1-2 30-30-30 0.46 11 55.5 5000 2.88 5000-5500 1/2-1-2 30-30-30 0.01 5000-6000 1/2-1-2 30-30-30 0.02 5000-7000 1/2-1-2 30-30-30 0.08 5000-9000 1/2-1-2 30-30-30 0.19
- Increase from Static Condition
e life of the plant.
Table A-5 Shockscope Test Results Velocity of Confining Compressional Boring Depth Pressure Wave Propagation Number (ft) (lbs/sq ft) (ft/sec) 11 10.5 0 7000 2000 7700 4000 7700 6000 7700 0 7000 12 50.0 0 7100 2000 7400 4000 7700 6000 7700 0 7100 12 56.5 0 800 2000 1000 4000 1500 6000 1900 0 800 12 83.0 0 10,500 6000 11,900 12 99.0 0 13,100 6000 15,300
life of the plant.
Table A-6 Specific Gravity Test Results Boring Depth, Specific Number ft Gravity 11 20.5 2.76 11 55.5 2.77
Plate A-1A Log of Boring No. 1 Plate A-1B Log of Boring No. 2 Plate A-1C Log of Boring No. 3 Plate A-1D Log of Boring No. 4 Plate A-1E Log of Boring No. 5 Plate A-1F Log of Boring No. 6 Plate A-1G Log of Boring No. 7 Plate A-1H Log of Boring No. 8 Plate A-1I Log of Boring No. 9 Plate A-1J Log of Boring No. 10 Plate A-1K Log of Boring No. 11 Plate A-1L Log of Boring No. 12 Intentionally Blank Revision 2511/26/14 KPS USAR A-73 The following information is HISTORICAL and is not intended or expected to be updated for the life of the plant.
Plate A-2 Unified Soil Classification System
Revision 2511/26/14 KPS USAR A-74 Intentionally Blank
Plate A-3 Soil Sampler Type U Plate A-4 Geophysical Refraction Survey - Compressional Wave Velocities Plate A-5 Methods of Peforming Unconfined and Triaxial Compression Tests Plate A-6 Method of Peforming Consolidation Tests Plate A-7 Static Consolidation Test Data Plate A-8 Particle Size Analyses Plate A-9 Particle Size Analyses Plate A-10 Particle Size Analyses of the plant.
Attachment 2Definition of Seismic Terminology m Definition cus Point within the earth at which the earthquake starts icenter The point on the surface of the earth directly above the focus of an earthquake.
ensity A term to describe earthquakes by the degree of shaking at a specified place. This is not based upon measurement but is a rating, assigned by an experienced observer using a descriptive scale. The descriptive scale now in use is the Modified Mercalli Scale, which is described in Table 4 in the text of this report.
gnitude The rating of an earthquake based on a measure of the energy released.
The rating scale is called the Richter Scale and is described on the following page.
e The proposed site of the Nuclear Power Plant.
ong Motion Locations of instruments which record strong earthquake stations motions.
ound Motion A plot of the maximum amplitudes of the simple Spectrumharmonic components of ground motion against the period of the ground motion.
The spectrum may be prepared from records or may be calculated.
sponse A plot of the maximum amplitudes of simple oscillators Spectrum (of varying natural periods) for a recorded or calculated ground motion.
tive Fault A tear or break in the bedrock, which historical records or observable geologic indications show to be recent.
rticle Velocity Velocity at which a specific particle of the soil or rock mass moves as the result of wave motion.
locity of Wave Velocity at which energy moves through soil or rock in Propagation the form of wave motion.
plification The plot of the maximum amplification of bedrock earth-Spectrum quake waves in a geologic column versus the period of wave motion.
of the plant.
E RICHTER SCALE Dr. CF Richter developed a magnitude scale, which is based on the maximum-recorded plitude of a standard seismograph located at a distance of 100 kilometers from the source of earthquake. The magnitude is defined by the relationship M = log A - log Ao. In this uation, A is the recorded trace amplitude for a given earthquake at a given distance written by standard instrument, and Ao is the trace amplitude for a particular earthquake selected as a ndard. The zero of the scale is arbitrarily fixed to fit the smallest recorded earthquakes. The gest known earthquake magnitudes are on the order of 83/4; however, this magnitude is the ult of observations and not an arbitrary scaling. The upper limit to magnitude is not known. It stimated that it may be about 9.
An approximate relationship between Magnitude M and the Energy E liberated has been en by Richter in the form log E = C + BM. The constants C and B have been revised a mber of times. For large magnitude shocks, C = 7.5, and B = 2.0 can be used.
life of the plant.
Attachment 3Principal Sources of Data ferences ology Dames & Moore files on the nearby Point Beach nuclear project Beach Erosion Study, Lake Michigan Shore Line of Milwaukee County, Wisconsin by U.S. Army Corps of Engineers, dated April 4, 1946 Racine County, Wisconsin, Beach Erosion Control Study by the U.S. Army Corps of gineers, dated February 18, 1953 Abandoned Shore Line of Eastern Wisconsin, Wisconsin Geological Survey, ldthwaite, JW, dated 1907 The Underground and Surface Water Supplies of Wisconsin, Wisconsin Geological rvey, Weidman, S., and Schultz, AR, dated 1915 Pleistocene Geology of the Door Peninsula, Wisconsin, by Thwaites, FT, and Kenneth, rtrand, dated July 1957 Kewaunee, Wisconsin, Topography Map by the U.S.G.S., dated 1954 A Preliminary Study of The Distribution of Saline Water in the Bedrock Aquifers of stern Wisconsin United States Geological Survey, and Wisconsin Geological Survey, Ryling, W, dated 1961 Unpublished data on Wisconsin soils compiled by the U.S. Department of Agriculture, il Survey Unpublished water well logs filed with The Wisconsin Geological Survey gineering Sesismology Earthquake History of the United States, Part 1, U.S. Coast & Geodetic Survey, No. 41-1, ply, RA, dated 1963 The Charleston Earthquake of August 3, 1886 U.S. Geological Survey, 9th Annual port, Dutton, CE, dated 1887-88
life of the plant.
Earthquakes in Michigan, Michigan Geological Survey, Publication 5, Geological Series
. 3, Hobbs, WH, dated 1910 Observations on the Earthquake in the Upper Mississippi Valley, May 26, 1909, ansactions of the Illinois State Academy of Science, pp. 132-143, Udden, JA, dated 1910 Quarterly Tectonics in Middle North America by PB King in Quarternary of the U.S.
ited by HE Wright, Jr., and DG Fry On the Earthquake of January 2, 1912, in the Upper Mississippi Valley, Transaction of e Illinois Academy of Science 5, pp. 111-115, Udden, AD, dated 1912 The Missouri Earthquake of April 9, 1917, Monthly Weather Review, pp. 187-188, nch, RH, dated April 1917 United States Earthquakes, U.S. Coast and Geodetic Survey, various authors, dated 28-1964 rsons Contacted Dr. George F. Hanson, State Geologist, Wisconsin Geological & Natural History Survey Dr. Meredith E. Ostrom, Wisconsin Geological & Natural History Survey Mr. J. Green, Hydrologist, United States Geological Survey, Madison, Wisconsin Dr. Robert Black, Professor of Geology, University of Wisconsin Mr. Toni Marini and Mr. Clarence Mittlestadt, United States Soil Conservation Service, waunee, Wisconsin Mr. John Proctor, Superintendent, Municipal Lights and Water, Kewaunee, Wisconsin Mr. Amos Retzlaff, Well Driller, Luxemburg, Wisconsin