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{{Adams
#REDIRECT [[RS-14-128, LaSalle, Units 1 & 2, Updated Final Safety Analysis Report, Revision 20, Chapter 2.0, Figures 2.1-1 Through Figure 2.5-19., Sheet 39]]
| number = ML14113A085
| issue date = 04/11/2014
| title = LaSalle, Units 1 & 2, Updated Final Safety Analysis Report, Revision 20, Chapter 2.0, Figures 2.1-1 Through Figure 2.5-19., Sheet 39
| author name =
| author affiliation = Exelon Generation Co, LLC
| addressee name =
| addressee affiliation = NRC/NMSS, NRC/NRR
| docket = 05000373, 05000374, 07200070
| license number = NPF-011, NPF-018
| contact person =
| case reference number = RS-14-128
| package number = ML14113A099
| document type = Updated Final Safety Analysis Report (UFSAR)
| page count = 131
}}
 
=Text=
{{#Wiki_filter:REV. 0 - APRIL 1984 SYSTEM SERIES GROUP OR FORMATION HYDROGEOLOGIC UNIT DESCRIPTION HYDROGEOLOGIC CHARACTERISTICS Richland
 
Loess Glacial Drift Aquitard Silty clay or clayey silt
______________________ Silty clay or clayey silt with interspersed sand and gravel, some thin sand and gravel pockets Ground water occurs predominantly in thin sand and gravel pockets within the glacial drift. Yields are quite variable and typically low, suitable only for domestic and farm purposes. Wells or cisterns that intersect the more permeable zones may exhibit high, short-term yields. The glacial drift aquitard locally overlies the buried bedrock valley aquifers.
 
Wedron Formation QUARTERNARY Pleistocene Buried Bedrock Valley Aquifers Sand and gravel, some
 
silt The buried bedrock valley aquifers consist of sand and gravel deposited in channels cut into the underlying Pennsylvanian strata. Ground water occurs under water table conditions. Where the glaciofluvial deposits are clean and well-sorted, yields of 100 gpm
 
or more can be sustained. Missourian Modesto Formation Carbondale
 
Formation Desmoinesian Spoon Formation PENNSYLVANIAN Atokan Abott Formation Pennsylvanian Aquitard Principally shale, with some interbedded under-clay, sandstone, lime-stone, and coal Ground water occurs primarily in thin sandstone beds and occasionally in joints in thin limestone beds. Ground water occurs under leaky artesian conditions. The high proportion of shales make the Pennsylvanian strata generally unfavorable as aquifers.
Yields are low and are suitable only for domestic and farm purposes. Galena Group Platteville Group Galena-Platteville dolomites Dolomite and limestone, locally cherty, sandy at base, shale partings Champlainian Ancell Group Glenwood-
 
St. Peter sandstone Sandstone, shale at
 
top, little dolomite, locally cherty at base ORDOVICIAN Canadian Prairie du Chien Group Eminence Formation Potosi Dolomite Franconia
 
Formation Prairie du Chien,
: Eminence, Potosi, and Franconia dolomites Sandy dolomite, dolomitic sandstone, cherty at top, inter-bedded shale in lower part Ironton Sandstone Galesville Sandstone Ironton-
 
Galesville sandstone Cambrian-Ordovician Aquifer Sandstone, upper part dolomite
 
Ground water occurs under leaky artesian conditions in the sandstones and in joints in the dolomites. Yields are variable and depend upon which units are open to the well.
 
In terms of the total yield of a well penetrating the entire thickness of the Cambrian-Ordovician Aquifer, the Glenwood-St. Peter sandstone supplies about 15 percent, the Prairie du Chien, Eminence, Potosi, and Franconia dolomites collectively supply about 35 percent, and the Ironton-Galesville sandstone supplies about 50 percent. Eau Claire Aquitard (upper and middle beds) Shales, dolomites, and shaly dolomitic sandstone Insignificant amounts of ground water may occur in joints. These beds act as a confining layer between the Cambrian-Ordovician Aquifer and the Mt. Simon Aquifer. Eau Claire
 
Formation CAMBRIAN Croixan Mt. Simon Sandstone Mt. Simon 
 
Aquifer Sandstone Ground water occurs under leaky artesian conditions. Ground water in this aquifer is too highly mineralized for most purposes. Adequate supplies for municipal and industrial use are more easily obtained from shallower aquifers.              LA SALLE COUNTY STATION NOTE      UPDATED FINAL SAFETY ANALYSIS REPORT 1. Modified from Willman et al., 1975; Hoover and Schicht, 1967, p. 4; and Csallany, 1966, p. 4 FIGURE 2.4-17      SITE STRATIGRAPHIC UNITS AND THEIR HYDROGEOLOGIC CHARACTERISTICS 
 
REV. 0 - APRIL 1984 EXPLANATION OF BORING LOGS Shear  Strength Column  Key    a. Shear strength defined as one-half the peak axial compressive stress (deviator stress), in PSF, as determined by unconsolidated un-drained triaxial compression tests. Values in parentheses represent shear stress defined as one-half the axial compressive stress at 10 percent axial strain (for all tests in which the peak axial compressive stress occurred at axial strain levels grea ter than 10 percent).   
: b. Cell pressure in PSF for unconsolidated undrained triaxial tests.   
: c. Shear strength defined as one-half the peak axial compressive stress, in PSF, as determined 
 
by unconfined compression tests. Values in parentheses represent shear stress defined as one-half the axial compressive stress at 10 percent axial strain (for all tests in which the peak axial compressive stress occurred at axial strain levels grea ter than 10 percent).   
: d. Shear strength defined as cohesion, the PSF, as determined by a pocket penetrometer used in the field as samples were obtained. Values in parentheses or in excess of 4500 PSF are estimated strengths. d1. Shear strength defined as cohesion, in PSF, as determined by a torvane. Values in excess of 5000 PSF are indicated by (5000+).   
: e. Shear strengths defined as the yield shear stress, in PSF, as determined by direct shear tests.   
: f. Normal pressure, in PSF, for direct shear tests.
LA SALLE COUNTY STATION UPDATED FINAL SAFETY ANALYSIS REPORT FIGURE 2.5-17 EXPLANATION OF BORING LOGS (SHEET 1 OF 3)
REV. 0 - APRIL 1984 LEGEND    Indicates the number of blows required to drive a Dames
 
& Moore type U sampler one foot (except as noted) with a 340-pound hammer falling 24 inches. Blow count column marked
* indicates the number of blows required to drive the sampler one f oot with a 350-pound hammer falling 30 inches. Blow count column marked **
indicates the number of blows required to drive the sampler one foot with a 350-pound hammer falling 24 inches. Blow count marked
( ) indicates the number of blows required to drive the sampler one foot with a 340-
 
pound hammer falling 30 inches. 15  Indicates depth of undisturbed sample obtained with Dames & Moore type U
 
sampler (3.25" O.D.
, 2.42" I.D. Split Spoon Sampler). P  Indicates sampler was hydraulically pushed to obtain sample Indicates the number of blows required to Drive a standard penetration test sampler one foot (except as noted) with a 340-pound hammer falling 24 inches. Blow count column marked
* indicates the number of blows required to drive the sampler one foot with a 350-pound hammer falling 30 inches. Blow count column marked ** indicates the number of blows required to drive the sampler one foot with a 350-pound hammer falling 24 inches. Blow count column
 
marked
* indicates the num ber of blows required to drive the sampler one foot with a 140-pound hammer falling 30 inches. Blow count marked ( ) indicates the number of blows required to drive the sampler one foot with a 340-pound hammer falling 30 inches.   
: 20. Indicates depth of standard penetration test (2" O.D. Split Spoon Sampler).      Indicates recovery of disturbed sample.
Indicates depth of sampling attempt with no recovery.
LA SALLE COUNTY STATION UPDATED FINAL SAFETY ANALYSIS REPORT FIGURE 2.5-17 EXPLANATION OF BORING LOGS (SHEET 2 OF 3) or REV. 0 - APRIL 1984 Indicates depth of sample obtained by pushing a standard shelby tube (thinwall 3" I.D. 36" tube)      Indicates a gradational contact 95%  Indicates depth, length and percent of core run recovered for NX diamond drill rock coring. RQD  Rock Quality Designation Sum of pieces of sound rock 4 inches or more in length divided by the total length in inches of the core run, expressed as a percentage. LL  Indicates the Liquid Limit    PL  Indicates the Plastic Limit PI  Indicates the Plasticity Index B  Type of tests and test result s reported in Section 2.5.4.2.2    C  Indicates consolidation test MA  Indicates Mechanical Analysis    MA (H) Indicates Mechanical Analysis and Hydrometer Analysis
 
TX/CU Indicates Consolidated Undrained Triaxial Test TX/CU/PP Indicates Consolidated Undrained Triaxial Test with Pore Pressure Measurements PERM Indicates Permeability Test NOTES    1. Elevations refer to mean seal level datum (1968 local adjustment).
: 2. Rock stratigraphic units, discussed at a formational level in the Section 2.5.1.2.2, have not been identified on the
 
boring logs.
LA SALLE COUNTY STATION UPDATED FINAL SAFETY ANALYSIS REPORT FIGURE 2.5-17 EXPLANATION OF BORING LOGS (SHEET 3 OF 3)
 
/fDICI'll'
 
SURFACEELEVATIONSYMBOLSOESCRIPTIONS690 680670
 
SYMBOLSDESCRIPTIONS560 550540 530 520}}

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