ML19269E949
| ML19269E949 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 06/11/1979 |
| From: | CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.) |
| To: | |
| Shared Package | |
| ML19269E948 | List: |
| References | |
| NUDOCS 7907100606 | |
| Download: ML19269E949 (96) | |
Text
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Bechtel Associates Professional Corporation
SUBJECT:
MCAR 24 (issued 9/7/78)
Settlement of the Diesel Generator Foundations and Building (Insufficient Compaction in Plant Atea Fill Related to Seismic Category I Structures and Facilities)
INTERIM REPORT 6 DATE:
June 11, 1979 PROJECT:
Consumers Power Company Midland Plant Units 1 & 2 Bechtel Job 7220 Introduction The soil investigation under Seismic Category I structures founded on plant area fill has been completed. It has been identified that the fill under some of these structures has not been adequately compacted.
This report summarizes the soil investigation and describes the details of remedial actions planned for portions of the auxiliary building, the feedwater isolation valve pits, the part of the service water pump structure founded on insufficiently compacted backfill, the Seismic Category I storage tanks on fill, and the diesel generator building.
The current status of the diesel generator building settlemfsta is also included in this report.
Auxiliary Building and Feedwater Isolation Valve Pits Parts of the auxiliary building are founded on plant area fill. They are the railroad bay on the north side, and electrical penetration areas for Units 1 and 2 and the control tower on the south side. The rest of the building is founded on glacial til'..
The areas founded on plant The area fill and glacial till are identified in Figures 63 and 64.
feedwater isolation valve pits for both Units 1 and 2 are founded on plant area fill. The feedwater isolation valve pit plans are shown in Figure 63 and a cross section is shown in Figure 70.
A)
Auxiliary Building Electrical Penetration Areas, Control Tower, and Feedwater Isolation Valve Pits i
1)
Sequence of backfill placement Due to the variation of foundation levels of adjacent structures, the fill in this area was placed in stages as the construction of the auxiliary building progressed. Temporary earthen ramps and concrete mudmats were placed at some elevations to facilitate construction. Due to the complexity of fill operations, the sequence of fill placement was investigated. The description follows.
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Bechtel Associates Professional Corporation MCAR 24 Interim Report 6 June 11, 1979 Page 2 The base excavation for the power block area is shown in Figures 65 and 66.
Some local areas (outside the limits shown in the drr ing) on the south side of the reactor building tendon galleries and en the south side of the auxiliary building along H-line were excavated. The wedge-shaped excavation next to the auxiliary building and tendon galleries was filled with lean concrete, as were the areas excavated outside the limits shown in Figure 65 as mentioned above. The top elevation of lean concrete in these areas was approximately 583', with a mudmat placed between column lines H and K from approximately the 4.6 line to the 8.6 line (Figure 63).
The backfill for the electrical penetration areas and the feedwater isolation valve pits was placed up to an approximate elevation of 592' during the summer and fall of 1974.
The major difference between Unit 1 and 2 fill placement up to an approximate elevation of 592' in the electrical penetration area and feedwater isolation valve pit area was that the Unit 2 area was used as an access ramp for cranes, concrete trucks, pumps, etc, whereas the access in the Unit 1 area was a one-time crane access for the Unit 1 11ner plate erection.
The control tower area was covered, heated, and backfilled in the winter of 1974-75 up to an elevation varying between 590' and 592'.
A lean concrete mudmat was then placed up to el 593'.
All three areas were backfilled during the summer and fall of 1975 up to el 609' as follows. The Unit 2 electrical penetration area was backfilled first and was used as a ramp for trucks and equipment for compacting sand in the control tower area.
The sand placed under the control tower extended out into the Unit 1 electrical penetration area by a few feet. The backfill on the Unit 1 side lagged behind the other two areas by a few weeks.
The feedwater isolation valve pit area was backfilled with lean concrete to el 615'-6", but the backfill for Unit 2 was kept low for construction of the buttress access shaft and was backfilled later.
2)
Soil Exploration Twelve soil borings were made in this area to evaluate the foundation backfill materials. The locations of these borings are shown in Figure 61. A cross section is shown in Figure
- 69. Based on the borings, the supporting soil conditions under the control tower, electrical penetration areas (Units 1 and 2), and feedwater isolation valve pits (Units 1 and 2) are summarized as follows.
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Bechtel Associates Professional Corporation MCAR 24 Interim Report 6 June 11, 1979 Page 3 Structures Boring Supporting Soil Conditions Auxiliary Building Control AX-6,9,18 Medium dense to very dense sand backfill over tower dense glacial till with the exception of a local void under the concrete mudmat at el 590' to 589' at boring AX-9.
Unit 1 AX-7,15 Generally dense to very dense sand backfill electrical with occasional layers of loose sand and soft penetration clay. The backfill is underlain by dense area glacial till. Concrete was also used as backfill. A layer of concrete was encountered from el 583.5' to 580.l' at boring AX-7.
Unit 2 AX-8,19 Medium dense to dense sand backfill with electrical occasional medium stiff clay layers over dense penetration glacial till, with the exception of a loose to very loose sand pocket backfill encountered area between el 596.5' to 600.5' at boring AX-19.
Concrete was also used as backfill.
Feeedwater Isolation Valve Pits Unit 1 AX-5,ll Loose to dense sand and medium stiff to very (adj acent) stiff clay backfill with occasional soft zones over dense glacial till. Concrete was also used as backfill.
Unit 2 AX-4,3,12 Loose to dense sand and medium stiff to very (adjacent) stiff clay backfill with occasional soft zones over dense glacial till. Concrete was also used as backfill. A layer of concrete was encountered from el 585.2' to 575.5' at boring AX-4.
The boring logs for these areas (taken from FSAR Appendix 2A) are given in Appendix A of this report.
2164 240 L
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Bechtel Associates Professional Corporation MCAR 24 Interim Report 6 June 11, 1979 Page 4 3)
Description of Deficiency The fill material under the control tower is adequate except for the void under the concrete mudmat as mentioned in the description of soil exploration. Borings indicate that liquefac-tion will be of no concern in this area.
From the boring logs, it has been concluded that approximately the top 15' of the backfill material under the electrical penetration areas and valve pits has not been sufficiently compacted. It is estimated that the extent of inadequate fill extends under the entire electrical penetration area for Unit 1 and only part of the area under Unit 2.
4)
Corrective Action For the control tower, pressure grouting will be used as needed to fill the void under the mudmat.
The unsuitable backfill material beneath the auxiliary building electrical penetration areas and feedwater isolation valve pits will be removed and replaced by lean concrete having a minimum compressive strength of 2,000 psi. Field tests of the exposed fill material will be conducted to determine the actual extent of excavation and replacement of the fill material.
The remedial action for the electrical penetration areas and the feedwater isolation valve pits will be carried out in four phases as follows.
a)
Preparatory Work Valve Pit Supports - A temporary support for the feedwater isolation valve pits (Units 1 and 2) will be provided.
They will be supported externally from the turbine building and buttress access shaf t as shown in Figure 70.
External Support for Electrical Penetration Area - As a result of dewatering, the electrical penetration area may experience loss of support due to lowering of the water table and soil settlement. A static structural analysis has been performed assuming that the electrical penetration areas are supported from the control tower by cantilever action. Figures 71 and 72 show the finite element models used for the analysis. The results of the analysis are being evaluated. If it is determined that temporary 2164 241
Bechtel Associates Professional Corporation MCAR 24 Interim Report 6 June 11, 1979 Page 5 external support is required for the electrical penetration area for Unit 1, a steel girder resting on the containment ring girder and turbine building crane column (as shown in Figure 73) will be provided. However, the assumption of a fully cantilevered structure is very conservative because some support will be provided by the soil below.
The excavation will not extend under the entire penetration area before temporary supports are provided from below.
Instrumentation and Monitoring - Instrumentation will be installed to monitor the movements of electrical penetration areas during dewatering and excavation operations.
Horizontal and vertical movements will be measured at selected locations on the structures. Specific locations in the control tower and electrical penetration areas will be monitored for cracking of concrete. These locations will be selected based on the results from the static analysis described in the discussion of external support.
b)
Dewatering The present ground water table and the present water level in the cooling pond are at an approximate elevation of 627'.
Prior to and during the removal and replacement of the backfill, the electrical penetration areas and feedwater isolation valve pits will be continuously dewatered to provide a dry condition. An area dewatering system capable of lowering the groundwater to el 580' will be installed (Figure 74). The water will be diverted back to the cooling pond through the existing storm drainage system. Any ground water trapped in the excavated area will be removed by local dewatering during the excavation.
c)
Additional Temporary Support If the instrumentation data indicat a a differential building movement which approaches 1/2 inch, or if the crack monitoring indicates cracks which approach 0.04 inch in width, an engineering evaluation will be made to determine the necessity for additional temporary support measures.
2164 2:42
Bechtel Associates Professional Corporation MCAR 24 Interim Report 6 June 11, 1979 Page 6 d)
Excevation and Concrete Backfilling A general plan and a schematic detail of excavation and concrete backfilling is shown in Figure 75.
When the general groundwater table has been lowered by dewatering to an approximate elevation of 600', an access shaft (approximately 20' x 20') will be dug from el 634' (grade elevation) to el 603'.
A tunnel will be made underneath the feedwater isolation valve pits as a continua-tion of the access shaft.
The temporary support system will be provided under the ends of electrical penetration areas before undertaking mass removal of backfill material. The temporary support system will consist of jacked piles, caissons, or concrete piers installed along the edges of the electrical penetration areas.
Soldier piles, caissons, or concrete piers with a nondeteri-orating type of lagging material will be used to secure the soil under the turbine building and control tower.
This lateral support will prevent soil movement und-- the adj acent turbine and control buildings during unde
.nning operations. The lateral support will be designed for a hydrostatic head from el 627' to the bottom of mass excavation under the structures. The lateral support will also be designed for earth pressure loads from soil beneath these buildings. The depth of the initial excavation where the earth is not supported will not exceed 4 feet if it is within 6 feet of the K line and 5.25 line for Unit 1 and 7.85 line for Unit 2 (Figure 75).
Otherwise, a maximum depth of 6 feet will be used. After the initial excavation, lagging will be installed and back-packed. The lagging along the K line and 5.25 line for Unit 1 and 7.85 line for Unit 2, located below el 600', will he grouted.
Excavation and removal of unsuitable material will be done by manual or mechanical means. Conventional tools, such as rock splitters and demolition tools, will be used to dislocate and/or remove hardened material during excavation. Excavation will not proceed to a depth greater than 3 fee; below the previously grouted lagging.
Proper precautionary measures will be taken to prevent any movement of foundation material outside the excavation area.
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Bechtel Associates Professional Corporation MCAR 24 Interim Report 6 June 11, 1979 Page 7 After removal of all inadequate fill material, the excavated crea will be backfilled with lean concrete having a minimum strength of 2,000 psi. Concrete will be poured in lift thicknesses of 5 feet maximum, with the exception of the first lift being not more than 2 feet thick.
Successive lifts will be doweled into the preceding lift.
The topmost lift will be within 6 inches of the bottom of the existing slab. The remaining void between the lean concrete backfill and the foundation slab will be either dry packed or pressure grouted. A two-inch gap will be provided between the lean concrete backfill and the adjacent structures (the containment building and the turbine building) by using ethafoam or similar joint separation materials.
5)
Other Activities Since Last Report a)
Crack Monitoring Crack maps for these buildings are shown in Figures 76 through 79.
b)
Seismic Analysis The removal of the unsuitable fill and the replacement of lean concrete under a portion of the auxiliary building foundation mat would increase the effective mass of the foundation. This increase in foundation mass may not significantly impact the overall seismic analysis results.
However, because of minor changes in the mass value and soil-structure interaction parameters, a slight frequency shift may be expected. A seismic analysis will be performed to evaluate the degree of change of the system frequencies by modal analysis and determine if the variation is significant.
B)
Auxiliary Building Railroad Bay 1)
Soil Exploration Three borings (AX-1, 2, and 10) were made in this area. The locations are shown in Figure 67.
The cross sections of borings are shown in Figure 68.
Based on the borings, the the supporting soil conditions can be summarized as medium to very dense sand backfill over dense glacial till. Concrete was also used as backfill. It has been determined that the fill can safely withstand the imposed loading. The liquefaction potential of sand in this area has been evaluated and is being reviewed by the soil consultants.
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Bechtel Associates Professional Corporation MCAR 24 Interim Report 6 June 11, 1979 Page 8 2)
Description of Deficiency The upper 18 feet of sand backfill may have liquefaction potential, basad on the boring records.
3)
Corrective Action If there is liquefaction potential, chemical grouting will be used to stabilize the sand.
Service Water Pump Structure 1)
Sequence of Backfill Placement Excavation to an approximate elevation of 58c' for the service water pump structure was made in late summer 1976. A few pockets of loose sand encountered in the bottom of the excava-tion were removed.
The excavation was dewatered. The lower portion of the structure on the original ground was built during the fall and winter of 1976-77. Backfill from el 590't to el 616' on the north side and under the cantilever section (Figure 81) was placed between January and April of 1977 under heated enclosures. The slab and walls for the cantilever portion were placed in the "nring and summer of ;977. Back-fill from el 616' to 634' in the area of the service water pump structure was completed in late sunmer and fall of 1977 except for one small area adjacent to the northwest side of the building (approximately 10 to 12 feet deep). This area, expanding from approximately the center of the building to the northwest corner, and then along the north side for a few feet, was left open during the winter and was backfilled to el 634'-0" in the fall of 1978.
2)
Soil Exploration Except for a portion of the structure to the north, the major part of the service water pump structure is founded on natural soil material as shown in Figure 80.
The northern section of the structure is located on backfill material, as shown in Figure 81.
Eleven borings were made in the service water pump structure area. The boring logs for these borings are given in Appendix A.
The locations of these borings are shown in Figure 67. A cross section has been established as shown in Figure 82.
Based on the boring records, the supporting soil condition for backfill can be su=sarized as soft to very stiff clay and loose to very dense sand backfill over medium denae to very dense sand over glacial till, with the excepti:n of 2.5 feet of loose sand encountered between el 601.5' and 599.0' in boring SW-6.
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Bechtel Associates Professional Corporation MCAR 24 Interim Report 6 June 11, 1979 Page 9 3)
Description of Deficiency Some areas of the fill material under the northern part of the structure have not been sufficiently compacted.
The reason for no significant settlement is that the existing dead loads from the portion of the structure over the fill material are being supported by the rest of the structure founded on natural material through cantilever action. A static analysis of the structure indicated that the total design loads cannot be supported by the main structure through cantilever action.
4)
Corrective Action The option of piling under the north wall of the service water pump structure was chosen over the option of removal and replacement of unsuitable material for the following reason.
Any excavation and replacement of fill will require dewatering.
It would be difficult to attain a dry condition beneath the service water pump structure by dewatering to permit excavation and backfilling operation because of the proximity of the structure to the cooling pond.
Predrilled bearing piles will be placed under the north wall of the structure to carry the vertical load as shown in Figure 83.
These piles will be concrete filled steel pipe piles which will penetrate into the bearing stratum which occurs at an approximate elevation of 587 feet. The design capacity of the piles will be 100 tons.
Horizontal loads will be carried by the deeper part of the structure founded on natural material. The details of the connections of piles to the structure are shown in Figure 83.
A test pile will be load tested in accordance with ASTM D 1143 to determine its capacity. The vertical stiffness (dynamic) will be determined analytically. All piles will be designed and installed in accordance with ACI 543.
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Bechtel Associates Professional Corporation MCAR 24 Interim Report 6 June 11, 1979 Page 10 5)
Other Activities Since Last Report a)
Building Settlement Based on the foundation data survey program, no increase in the settlement of the building has been observed from the settlement values reported in Figure 2 of Interim Report 5 of MCAR 24.
b)
Seismic Analysis Results of a preliminary seismic analysis indicated that the use of piles under the north wall of the structure is feasible.
Because of the change in the foundation design concept, a new seismic analysis will be performed to evaluate the change in the seismic design forces and the floor response spectra.
The new seismic model incorporates the modified design concept as follows. The soil-structure interaction accounts only for the lower level foundation which is founded on natural soil. In addition, a spring simulating dynamic vertical pile stiffness is attached to the east side wall in the mathematical model. The upper level foundation, which is founded on the fill, is assumed free of contact with the foundation medium. The modified mathematical model consists of an assemblage of bers and finite element plate members with masses lumped at floors and location of significant mass concentration. The seismic analysis technique and criteria used follow those specified in the FSAR Section 3.7, except that the composite modal damping values will be computed based on the stiffness weighting function technique. This method also provides an acceptable basis for seismic analysis per the NRC Standard Review Plan Section 3.7.2. The Bechtel Structural Analysis Program (BSAP) will be utilized to perform the analysis.
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Bechtel Associates Professional Corporation MCAR 24 Interim Report 6 June 11, 1979 Page 11 Seismic Category I Tanks on Fill A)
Borated Water Storage Tanks The tanks, when constructed, will be filled with water and monitored for settlement.
An inspection pit will be dug in the tank farm area and further soil investigation will be made in the area of the air-line leak.
B)
Energency Diesel Fuel Oil Storage Tanks The tanks have been filled with water and the settlement monitoring of these tanks is being continued. To date, these tanks have not undergone settlement.
Diesel Generator Building and Foundations 1)
Description of Deficiency This has been described in detail in previous Interim Reports 1, 2, 3, 4, and 5 of MCAR 24.
2)
Corrective Action Details of corrective action also were described in the previous reports of MCAR 24.
For portions of the fill under the diesel generator building having liquefaction potential, chemical grouting will be used to stabilize the sand.
A procedure for chemical grouting of liquefiable sand is being developed. A sand test pit measuring approximately 20' ft2 and 15' deep will be grouted. The sand will be dumped and leveled. No attempt at compaction will be made. Upon completion of test pit grouting, the pit will be examined for the effectiveness of the grouting. The test pit will be examined using standard penetration tests (ASTM 15861 and visual inspections. Based upon the results of the test pit, a procedure will be established so that grout will penetrate and cement the sands. The procedure developed from this test program will provide the pumping rate, pressure, etc, at which the grout will be applied.
2}bk
Bechtel Associates Professional Corporation MCAR 24 Interim Report 6 June 11, 1979 Page 12 3)
Other Activities Since Last Report a)
Building Settlement and Preload Operation Figures 13, 14-1, 43, and 44 have been updated to show the settlement data for the diesel building and foundation as of June 1, 1979.
The readings taken from the settlement markers indicated that settlement measurements were essentially stable during the last several weeks. No additional preloading is planned; however, the present level of preload will be continued for 6 weekn to better define a future date for preload removal. Five rebound measuring instruments are being installed. Four of these instruments will be near each corner outside the building and one will be installed at the northeast corner of pedestal 4.
Four additional borros anchors will be installed deep in the till (el 535')
for use as local benchmarks, which may also be used for rebound measurements. These borros anchors are to improve the existing survey accuracy to +0.01 inch.
Effect on Proiect Schedule 1)
Auxiliary Building Electrical Penetration Areas and Feedwater Isolation Valve Pits Field activities for these corrective actions are scheduled to begin in July 1979. All activities are anticipated to be completed by July 1980. These corrective actions are not delaying the project system completion and testing schedule and therefore are not expected to impact the project schedule.
2)
Service Water Pump Structure Field activity for this corrective action is scheduled to begin in August 1979. Completion of corrective actions is anticipated by January 1980. Current project schedule requirements for completion and testing of the service water supply system will not be delayed by this corrective action and therefore are not expected to impact e
the project schedule.
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Bechtel Associates Professional Corporation MCAR 24 Interim Report 6 June 11, 1979 Page 13 3)
Seismic Category I Tanks a)
Borated Water Storage Tanks The schedule impact for the filling and monitoring of the tank has been analyzed based on sequential filling of completed tanks. This will allow the current project schedule system testing requirements to be met without impact to the project schedule.
b)
Diesel Generator Fuel Oil Storage Tanks No delay in the completion requirements of this system is anticipated. The possible corrective actions for these tanks have sufficient schedule float to allow further investigation and analysis.
4)
Diesel Generator Building and Foundations Based on our initial schedule analysis, the potential for a 2-month delay in the diesel generator system completion was identified.
Our current analysis of refined construction and testing schedules indicates that the corrective action by soil preload will have no project schedule impact if the surcharge material is removed begin-ning August 15, 1979, as currently scheduled.
Submitted by:
Il' Reviewedby[
Approved by:
Concurrence by AG/j s 6/6/6 2164 250
DRAWING
SUMMARY
Figures Included in MCAR 24 Submitted with Figure Title Interim Report 1
Diesel Generator Building 1, 2 (Replaced by Settlement Data Figures 43 and 44) 1 Foundation Settlement Monitoring 3,4,5 2
Settlement Record Table 3, 4, 5 3
Settlement Data 3 (Replaced by Figure 13) 4 Settlement Data 3 (Replaced by Figure 14) 5 Seismic Category I Structures 3
Sa Seismic Category II Structures 3
6 Diesel Generator Building 3
7 Bechtel Borings, Dutch Cone Penetrations, and Test Pit Locations in Main Plant Area (1978) 3, 4 8
Diesel Generator Building Boring Plan 3, 4 9
Diesel Generator Building Underground Utilities Plan 3
10 Diesel Generator Building Underground Utilities Section 3
11 Diesel Generator Building Proposed Surcharge Requirements Plan and Sections 3, 4, 5 2164 251
12 Diesel Generator Building Proposed Surcharge Requirements Sections and Datails 4, 5 13 Diesal Generator Eailding Settlement Data 4,5,6 14 Diesel Generator Building Settlement Data, Sheet 1 4,,
5 14-1 Diesel Generator Building Settlement Data, Sheet 2 5, 6 15 Diesel Generator Building 4 (Replaced by Settlement Data Time Rate Figure 43) 16 Diesel Generator Pedestal 4 4 (Replaced by Settlement Data Time Rate Figure 44) 17 Instrument Location Plan 4
18 Diesel Generator Building Crack Monitoring 4
19 Designations and Locations of Surveyed Pipelines, January 1979 4
20 Tank Farm Boring Plan 4
21 Cross Section A-A Tank Farm 4
22 Cross Section B-B Tank Farm 4
23 Cross Section D-D Diecel Generator Building 4
24 Cross Section E-E Diesel Generator Building 4
25 Cross Section F-F Diesel Generator Building 4
26 Cross Section G-G Diesel Generator Building 4 2164 252
27 Cross Section h-H Diesel Generator Building 4
28 Cross Section I-I Diesel Generator Building 4
29 Penetrometer Readings Test Pit 1 South Wall Diesel Generator Building 4
30 Penetrometer Readings Test Pit 3 North Wall Tank Farm Area 4
31 Penetrometer Readings East Wall of Test Pit 2 Condensate Water Tank Area, Sheet 1 of 2 4
32 Penetrometer Readings East Wall of Test Pit 2 Condensate Water Tank Area, Sheet 2 of 2 4
33 Field Density Test Results 4
34 Plasticity Chart 4
35 Water Content Versus Elevation 4
36 Dry Unit Weight Versus Elevation 4
37 Total Unic Weight Versus Elevation 4
38 Shear Strength Versus Elevation 4
39 Shear Strength Versus Moisture Content Diesel Generator Building 4
40 Test Pit Boring Logs 4
41 Diesel Generator Building Preload Plan 4
Diesel Generator Building 42 Additional Boring Locations 5 (Replaced by and Details Figure 67) 2164 253
55 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates 5
56 Diesel Generator Building Settlenent Data, Borros Anchors and Surface Plates, Areas A, B, D, and South of Building 5
57 Diesel Generator Building Settlement Data Piezometers and Cooling Pond 5
58 Diesel Generator Building Settlement Data Piezometers - Sheet 1 5
59 Diesel Generator Building Settlement Data Piezometers - Sheet 2 5
60 Diesel Generator Building Surveyed Pipe Lines Profiles by GZD 5
61 Diesel Generator Building Plan of Pipe Profiling Locations 5
62 Crack Mapping Service Water Pump Structure 5
63 Auxiliary Building Plan 6
64 Auxiliary Building - Typical Section 6
65 Excavation Plan 6
66 Excavation Cross Section 6
67 Plant Area Boring Plan 6
68 Cross Section H-H Auxiliary Building - North 6
69 Cross Section F-F Auxiliary Building - South 6
70 Feedwater Isolation Valve Pit Units 1 and 2 Temporary Support for Underpinning 6.
2164 254
_5-
43 Diesel Generator Building Settlement Data - Building Markers 5, o 44 Diesel Generator Building Settlement Data - Pedestal Markers 5, 6 45 Crack Mapping Diesel Generator Building 5
46 Diesel Generator Building Settlement Data, Borros Anchors and Surface Places Area, and C19 ster Plan 5
47 Diesel Generator Building Settlement Data, Borros Anchors and Surface Places, Area A 5
48 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates, Area A 5
49 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates, Area B 5
50 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates, Areas B and C 5
51 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates, Area C 5
52 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates, Areas C and D 5
53 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates, Area D 5
54 Diesel Generator Building Settlement Data, Borros Anchors and Surface Plates, Area E 5
2164 255 71 Auxiliary Building Electrical Penetration Area (Looking West)
Finite Element Model 6
72 Auxiliary Building Electrical Penetration Area (Looking South)
Finite Element Model 6
73 Auxiliary Building Unit 1 Electrical Penetration Area Temporary External Support -
Plans and Sections 6
74 Auxiliary Building and Feedwater Isolation Valve Pit Units 1 and 2 Dewatering Plans and Details 6
75 Auxiliary Building and Feedwater Isolation Valve Pit Units 1 and 2 Excavation and Concrete Backfill -
Plans and Details 6
76 Auxiliary Building Walls, Crack Mapping, Sh 1 6
77 Auxiliary Building Walls, Crack Mapping, Sh 2 6
78 Auxiliar: Building Floors, Crack Mapping, Sh 1 6
79 Auxiliary Building Floors, Crack Mapping, Sh 2 6
80 Service Water Pump Structure Concrete Floor Plans 6
81 Service Water Pump Structure Typical Section 6
82 Cross Section 1-1 Service Water Pump Structure 6
83 Service Water Pump Structure Structural Pila Locations and Details 6
4/4/lS 216,4 256
APPENDIXES TO MCAR 24 L
Submitted with Title Interim Report Appendix A Boring Logs 6
(AX-1 through 12; AX-15, 18, 19; SW-1; SW-3 through 9; SW-5A, SW-13) 2164 257 6/6/6
APPENDIX A to MCAR 24 INTERIM REPORT 6 (Taken from FSAR Appendix 2A) 2164 258 I
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- 9.Fe N:
f! gg 13 los 26 48 60 li3 45 '. 518 s
i le 70 is 25 45_
_ ',,ti.,,~,,
ss. is isf 135 35 57 78
~., i17 t.c 2
585.5 43 4f.0-5 3.0' Mediu:n Sand, very densa T
50 ".g.g
- 5.es.
so'.e sitt (3P)
~ $?
" $Y ss 150+
J' 2* 18 18
/6*
31 150s 581.5 53 Total Depth. 53.0 reet.
55 -
4 n
.~
l l
-e t ks
.Ax-1 Auxiliary Building
... - 6..
.w_--
Revision 21 2164 260
-,.. n Jar-210-M8 "7
P00RBRlulHAL
. 2
(
7220-101 1,, 2
. AX-2 MIOLAND PCtfEN FI. Art B 0 RI N G 3.n g
- a aUw 90*
M.A.
i
-n.
S 4702 E 232 m
. l
.___ -.m 51,$e Auxiliary Ouilding i
2-N.A.
J N.A.
15/16-Acker Skid i
~
Raymond Inte_rr;tional-n n
..n.
.~
m M.A.
3/12/79
/
='. 5,w.*
t 10.8/623_.7 3/10/79 i
i ee
.n m if j
.v. A.
t 634.5 M.A.
w n w.
,u
- 5. warshall / J. O. Wanteck r
N.A.
l A.
=.
I 140 lb. / 30 inches f
mcraatioa f
... w.
..n.
stows
- 3..
!f
~
- 1 J1 rj ]::3
~ * " '
=
l 5l r
- s..
- f.
!f:
g,.::
li l!I i
a 634.5 0
- 1. Cut through
! ( I' bar at about 0-8'3* Reinforced concrete ro
. s,
.4, 6*.
- 2. 53' Slotted
.s Pvc (2*) instal-led in boring.
- 3. Drilled with ricone bit and 5-;
t revert.
a
- 4. No signifi-
'Io cant revert 8.25-42.5' Clean Sand, brown,
' css observed.
626.25 A28 medium dense, nonflaitic, mediumoccasional getvel I
S l
4
,1 rained, moist, g
2*
18 14 20
_6 8
12--
10=
53 2 (SP) (Fill) q 12 ;
31_ ;
7 14 19 SS 2*
18 3
6' 11 19
- }
ss 2*
18 11 32_
4 SS 8 I 31 _
7
'2 19 2*
18 15 M"g.
3 5
8[10 13 53
@h 2*
18 8
23
~
'*6
/
2*
18 8
30 11 11 19 SS 20 7
2*
18 8
36 11 17 19-SS 2*
18 8
41 11 17 24-25h 3
~
SS 25.0'-32.5' Dense
%h(<
Y 9 4
68 11 29 39 SS 5it 2* ; 38~
s; 30 - p",
g 2"
18 8
33 8
14 19__
sa SS
& p,y h@ff f
2*
18 10 70 23 27 43 SS j
' 3574'/ A a*
a*
u-2 2*
18 112 u
I 20 19 17 599.5 SS
"'* Auxuiarysqldin,i Revision 21
.nue w.
5/79 Dr.210-239 P00R DT M K 2164 261
M BORING LOG mDrun ma cuer, n 20-101 2
2 Ax-2 P(fe ETl4 A TION e
!. ! j st.WS g
I
{ f ! j
$8!!
l l
,,,O'
- * * * * * " ' * " * * * - ~
t b
868****"
!! ! j ( i ! It i
I I
i
~ "*
$99.5 it
-g very dense 35.0-42.5' SS
' a 2*
18 18 66 26 30 36 13 SS u
2*
18 18 83 19 33 49 40 -
SS 42.{
592.0 15 2*
18 10 85 15 40 45
.3,3,43,3,y,,1,,c1,y,
. c1,y 1,,1, sandy, some silt and gravel (CL) of saarple #15
~
Z SS. [12 5
18 6
12 589.5 43 ~
- "f
'2 1
8 101 33 68 M
45.0-51.5' very dense Sand, non-plaJtic, medium to fine,r.an, SS
-~s, trace gravel (SP) 2* 18 12 130 33 55 75 f U 50 i.6 SS l
^
583.0
- 51..,
l:'8 2* 18 12 160 36 70 90 Total Depth = 51.5' 55 ~
~.4
. m s
.a Auxiliary Building Ax-2 2h=210-240 Revision 21 5/79 P00R ORINA 164 262
BORING LOG
~~'
~~
~ ~ ' '
~ " ~
HIDt.ANO 19 03 t'1JueT 7220-101 1
"1 AX-3 n.
Auxiliary Duilding S 4866 E 445 90' N. A.
un.
.w...
u.
n4
..u.
3/10/79 3/12/79 Raymond International Acker '9onkey 3"
None 18.0'
.n...n m m.
me.
,s _
.. n.
N. A.
N. A.
3 N.
A.
034*0-Mot Determined M.
A.
a.:.
,.m 6..v u.
a.
140 IL. / 33 inchos unne A. S. warshall
.}j g ;,
PENETRATION ri j ! ;
non
... u,.u.
.u..-
c l *g
<a
_=
Ii ! ! ! ! :g ii i
i i
~ ' " -
s,4.s 1-3.S' Sandy Cravn!, some Clay
- 1. Dril;<-4 with (till) (CP) (N water ana +attorn discharge bit.
630.5 3.5 "
- 2. No signifi-15-17.S
- Clean Sand, brown, mediurs cant water loss 33 2*
18 8
25 10 10 15 1
dense, nonplastic. moist, sedium observed.
5 grained (SP) (till) 10 -
SS 2*
18 16 29 9
12 17 2
l SS 3
?"
't 14 i*
1 1
g
]17.5-10' Sandy clav. brown, stiff, 616.0 18 low plasticity, coast (C:.) (rill)
Bottom of hole, De' :ht 18.0' W
n.
uv w.
u.
u==
.=.*w...=..
Auxiliary Duildiner AX-1 WMN#1 Revision 21 2164 263 P00R DHE
u-BORING LOG
, rom,o m,,,, _
,o0 101 1
o_.
Auxiliary Duilding s 4884 E 413 90' N.
A.
un.
u.
,a
,4 2-Mono 81.5' 3/15/79 3/17/79 Raymond International Acker A.e I M 6a
.n
... nu u.
u.
m,w
.=
,m=..
,.* = w.aa 645.0 Not Recorded N.
A.
N.
A.
a2.
,s.
un
. w 140 lb. / 30 inches A. S. Marshall / c. tienne g ;
PEMETRATION gj i
.e i
slows g.
g ;
3 ; i,. 3. ;;
e
.uom
.u..
t v.e
.=. -
I
{
( a.:
I }
= = = =. -
s s (.
3 p. :
n
[
--a-645.0 0
Drilled from platform at 31. 645.0'
- 1. water loss at bottom of 7ncrete.
.. Drilled with revert and bentonite below concrete.
5-3.
4" casing used to 26'.
- 4. No signifi-cant mud, rever-loss observed.
10 :
s 15.
20.
4 252 619.0 26.
. 6, 26'-37.7' Concrete g
30 -
B
~'.e sie e M-u.
u.
Aux 111ary Duilding
.Ax-4 a
2A-210-242 Revision 21 5/79 2164 264 pQ$ @,bmN
B0 RING LOG mwm
.u,we 7220-101 2
2 u-4 PO*CTRATION i! I:a! ! ! i:
==5
.... ~. -
. s.
1 :t 3
32 g.
g
- n. ! :
1 610.0 35
- a.
Concrete
..g g, a SS
-P@
37.7-40' Clean Sand, brown, med-2*
18 6
20 5
12 8
1 ium dense, nonplastic, wet, med-605.0 40.
ium grained (S ) (Fill)
SS 40-41' Sandy Clav, brown, stiff, l(owplasticity, wet, trace gravel 2*
'18 10 17 3
8 9
604.0 41
, 2 l
C1) frill)
U 41-44.5' Clean sand, brown, SS I'
medium dense, nonplastic, wet, 2*
18 6
12 5
6 6
3 medium grained (S ) (Fill) 4
"44.5-48.5' Sandy Clav, brcwn, very 45 soft, low plasticity, wet, trace
'#*v'1 (cL} (Fi11l 24 7
5 1/12" 2
3 4
SS 596.5
- 48. d.*Q 5
48.5-59.8' Clean sand, brown.
2*
18 12 23 6
11 12
- 1 medium dense, nonpAastic, wet, 50 some gravel (S ) (Fill)
.-l 6
2*
18 12 19 4
7 12 A
.'..l 2*
18 10 13 5
6 7
_e.; 7 55
1
.)
SS 2*
18 12 50 14 22 28 5 8 SS 165 131 "
T*
$9 12
/1T 17 35 74 585.2 59.
9 Some Clay 60 - a*
59.8-69.5* Concrete
. s.
a.R
- e 6 5."
- e.,
s.
575.5 69.f*'*
69.5-81.5' Silty Clay, gray, hard, SS 70 -
low plasticity, motst (CL) 2*
18 18 56 13 24 32 D,.
g
(
570.0 75 ~
E-4 Auxiliary Duilding W 2 & 243 Revision 21
_/
5/79 l
BORING LOG
- 1m== r= r=
'722"-1"2 l ^*-*
Te il PENETR ATION
......a
,.,I ' j.
es.ows 3
{ E.l.f.
'. "... ~.. ~.
,l
-.. - -. ~. -
- 3.. i.
- ,
- I.:!
. - = "
6 s
a a
i
[
I
- t 3 j s{
a 1
570.0 75
.'e Silty M, gray, hard, low C
L1 2
18 18 49 11 21 28 plasticity, moist (C:.)
SS" 80" 2
2 18 181 55 18 24 31 563.5 81.5 Bottom of hole at 81.5 fe 4 ss e
4 4
85 90 -.
t5:
10 0 M
n
~
..4 u
AX-4 u.
w Auxiliary Building Revision 21 JJr=210-244 5/79 s -
Nb 2164 266
. 2 m 0-101 1
3 u.s nrow.o r=R nAur BORING LOG tt.A.
90*
1 2 122 an
,.,.a, 5 4882
.e,,,
a.,
,1,,,
Auxiliary ou11 dine 2-q n,,,
Raymond International
.*-6.***-***'"
.m...
Acker Ace 3/19/79,3/20/79
'.**a=.
644.33 Not F.ecceded
=-'
af.A.
15 l
M.A.
wee u.
,u
- s. 'earshall / c. tienne A.
m-..,,
140 lb. / 30 inches f'
I I PENETRATIOrt
..==.w
- i.fI.'i.'i,,:, 1:
no=
n.w
~.. ~.
g
[
t' r.
a r
- l 3.%. :.$.< d. *'*. I.
- g. li.
f 3 r
I s
644.33 0
- 1. Orilled with 2 :
- 1
- " #8
- I rilled frein platform at
- l D tievation 644.0
- 2. 50% sud loss, hile drilling wat 52-57 feet.
3 1004 mud loss hile drilling w
5-at 60-62 feet.
4.
4* casing used to 25 feet.
10 ",
15.
20-W 619.33 25.~,
.a 25-37' concrete a
- e,
.s -
30 -
s_
~
s-J.-,
a
~ s*
6.
I t
s o9 m3_1 wt Ax-5 Auxiliary Building Revision 21
.,=w..
2A-210-245 5/79 v
l\\{h
BORING LOG
"=ao== =
7220-101 23 xx-5
!! ! :gi i i i.
PEN CTR ATICM i : : :
- 4. ::
- i
......... 6 g
i
- ; : i !.aj!
5 s
- - ~ ~ - - - - - -
,;;;*,,7;;.
!! f i i i i
i I
j 1*
609,33 3s Concrete g.
a-37.33-40.25' Clean Sand, brown, 1
dense, ronplastic, wet, fine to 19 10 33 9
13 20
. F mediuss grained (SP)* (Fill) 40 -L' SS 604.08 C 2
40.25-41' Sandy Clav, brown, 2*
13 12 9
3 5
4 603.33 m$
]Ivet, mediuzs stiff, low plasticity, some cravel ICL) frill) 602.33 42
= f 41-42' Clean Sand, brown, medium SS 2*
18 6
3 3
3/12 600.83 83.5-3 dense, nonplastic, wet, fine
_ grained (SP) (Fill) 42-43.5' Sandy clav, brown, very 45 soft, tow plasticity, wet, trace SS 4
ernvel fft) frill) 2*
18 6
4 3
2 2
-x s
43.5-46.5' Clean Sand, orown, 597.83 L 6. 5 very loose, nonplastsc, wet, some gravel (SP) (Fill) 46.3-48.5' Sandy Clav, brown, SS
~
5, very soft, low plastacity, wet 2*
18 6
8 0
3 5
595.83 48.
l (CL) trill)
I
.h,..q.
Q 4d.5-62' Clean Sand, brown, dense.
SS 50 %W; nonplastic, wet, IAne and medium f[/
6 grained (SP) (Fill) 2*
18 12 32 10 14 18
- v. a SS 7
2*
18 10 42 12 19 23 w
55 y
le 10 44 13 18 26
"* I#"'"*
SS 9
medium grained 2*
18 14 90 18 28 62 60 SS E
medium grained 2*
18 18 75 25 39 36
~
582.33 62 -
SS 62-64' Sandy clav. brown, medium 2*
18 12 8
4 2
6 11 stiff, low plaatscity, moist, 580.33 64 11.tle gravel (CL) frill) 64-41.5' silty clav, gray, hara, SS low plasticity, moist (C: )
2*
18 18 38 8
15 23 12 i
e 70 N
18 18 48 14 23 25 H
79 6,.
....-.6..
- * * * =
Auxiliary Builainq AX-5
...w....
2A-210 246 Revision 21 v
5/79
BORING LOG
,,ro - m m, -
722o.1oi 3
-3 u.5
{ :
PEPe ETR A TION
!. !i.i. ! i i i:
! :i g
v p! ! ! ! !
1 569.33 75 SS silty Clay, gray, hard, low 2*
18 lu 69 12 2.
49 L4 plasticacy, motst (CL) 80.
SS L5 2*
18 18 65 18 28 37 563.83 81.0 Bottom of hole at 81.5 feet 4
~.
..4
=.
Aux 111ary Bus 1 ding xx.5 2A-210 247 Revision 21 5/79
BORING..
B. U MIDLAND PCWER PLANT 7220-101 1
3 Ax-6 Auxiliary Building S 4873 E 296 90*
N.A.
un.
u
,, a 2-3/19/79 3/21/79 Maymond Internatierst Ad er Pee 15/16" 4.A.
M.A.
- 1.S' t _.
~,
..., ~
W.A.
N.A. l 15 N.A.
632.5 See Notes N.A.
A. S. Marshall 140 lb. / 30 inches g ;
PENETRATION j i I
- i..
news 1,
...n.. u..n u 3
a.
.u..-
t
=
3
{ (.
g, (a :
i 1
1 ai f i f i 1
632.5 0
0-1.5' concrete
- 1. Drilled with i.
reve rt.
631.0
- 1. 5=
1.5 - 18.5' (open space)
- 2. Borros anchcr placed in borin 5.
10' 151 water tevels Date
'Elevatic-3 / 2 2 /79 628.0 614.0 13. 5-18.5-24.25' Concrete 20= :
-a.
'a :
608.25 24.25.
SS 25 24.25-39.5' Clean to slightly 2"
is 2
47 19 22 25 1
silty sand, yellow-brown, dense to very conse, nonplastic, wet 5
SS 2
2*
18 12 65 25 29 36 SS 2*
18 14 70 24 33 37 30-3 SS 4
2*
18 12 35 12 17 19 ss S
2" 18 12 51 13 19 32
,,, q 3,
=a8 =*.
u.
u.
u.
Auxiliary Building Ax-6 2Ar 210-248 Revtston 21 U
5/79
$\\ia
~
2164 270
BORING LOG mmo - -
,220 10, 2.3 y _S etNETR ATION
!! l { j. j j j.
slows g
l
! ! h'p!
f
,,,,,'h,kh[
= ~ *- = =*"a**
- 6 t.
=*~
- i
- i i
I
- I i II 597.3 35 0
18 16 74 24 35 39 SS Pract Leal Rig 2"
0 0
?efu6al 593.0 39.
39.5-40' co ncre te 40-49.5' Clean Sand, brown, very SS 2*
18 18 190 37 75 115 8
dense, nunplastic, wet, medium grained (SP) (Fill)
SS 9
2*
18 14 168 36 69 99 4$
SS 2
2*
18 14 144 36 54 90 583.0 49
'#*3-'U' C'""#***
5
$ 5".:.
".6 I
_.a.
g 60-81.5' Silty clav, grayish SS brown, stiff to hard, low 2*
18 18 19 3
7 12 11 plasticity, moist (CL)
SS 0
2" le is El is 2g 3q g
SS 70' 2*
18 16 61 20 26 35 U
est 9 78 7.
m e -...
.-.6..
e Auxiliary Building AX-6 2h-210-249 pavision 21 5/79 2164 271
M BORING LOG momo,_,,,
,,,,.1 1
3 3
a,..
!! :!3 :.
r,
i; i,. i:.
==
.i
- p..
~..
t u
- ! !. !! (: it i
i N
L4 Silty Clav, orayish brown, hard, tg
.g
.*g at gg low plasticity, moist (CI.)
EN SS 2*
18 16 145 33 54 91 15 g
,g Bottom of hole at 81 feet 89 4
1
. w,
Auxiliary Building AX.6 2h-210-250 Revision 21 5/79 i
2164 272
u-BORING LOG mow.o pew,.
nm 1220 101 12
.x-7
-- e Auxiliary Building S 4892 E 174 90' N.A.
a.
.w.4 mn u...
w.
2-3/25/79 3/28/79 Raymond Inte rn a t t een t Aeter Ree,
it/iG-
- 8a n e
!s_a n=.6
....n m u.
u u.
me
.m
,m
..w.
428.S 4'/424.5 N.
A.
1.
A.
12 un
- u. w u.m 140 lb. / 30 inches
- 4. S. war. Mall s
PoeCTRAflOM
'!'3; t.
i : f I
stows t
. u. m..
.w.
e e
1 3 *l * ;.
t e
.u..
I i
- i je ji i
l I
W
- I le
~ ~ " '
l :
j* l j 1
g,e_q e
i' 0-2' concrete
- 1. Itolo drilled
- a
with water when in concrete.
626.5 2
2-14.2' Air topen space)
- 2. Inumediately af ter penetrat-inq concrete a water loss was 5
observed and the we.ter level dropped to eleva tion 616.5'.
'fator was pu:ved
]
into the hole at 6 gym for 50 minutes and the 10.-
maximm water 1evel did.ot
[
reach elevation 629.5' (top of casing).
- 3. Revert was 614.3 L4.2".m
"'**d ""# E1***d 14.2-21' Concrete in hole but due 15 -e;*
to excessive losses had to
- .v [
be replaced every 15 rinutes during drillingj at 21-33 feet. i
- :a
- 4. Casing ( 3 y2
20 was placed in 607.5 21.'e hole to a depth 21-25' Clean sana, brown, verY of about 31' and:
3s 1
loose, nonplastic, wet, fine to the revert 2'
18 4
7 5
5 2
maaium grained (SP) (Fill) leveled out at elevation 624.5' 28 2
and remained at 2'
16 4
2 2
1 1
this elevation "f**# "DC"* 10 603.5 25-3 25-33' silty Clav, hours without 2*
18 12 5
1 1
4 very sof t, mecawa p$ ray, brown, 55
- astteity, ss moist to wet (C:.) (Fill) drilling. No further 2*
18 6
2 1
1 1
4 water loss ob-served after 1****11**1 " '
casing.
ss 5
30 -
- 5. Sorros anche:
2' lu 6
4 0
3 1
installed at bottom of hole.
35 2"
10 12 11/18' 0/8" 11,13 595.5 33 -
6 33,39. Clean sand, brown, loose, nonplastic, wet, medium
- qq_,
y-grained (Fill)
"*"x**7 A
.. " _ " " " * * *., ', '. ". ".. ',, ",,.. Auxillary Duilding 2h 210-251 Revision 21 5/79 h
2164 273
.ogo..,
e
.se...
4.
BORING LOG aloruo r== curr m 0-101 2.. :
xx-7
!! :i ocmno,.
ii i i:
n
- .::::::...... r
- j : :.
! j'.
y i
- i g
! { ! !
3 :
2*
I 1
- = =
- d 591.5 35 Fine grained trace gravel 55 2*
18 12 20 6
8 12 7
39 f 589.5 39-48' Clean land, brown, dense to SS 4
very conse, nonplastic, wet, trace 8
gravel, medium grainaa (SP) (Fila) 2=
in 6
et ta sa 41
~
55 2*
18 12 125 28 50 75 4
6 SS
'g 2*
18 14 115 27 41 74 583.5 du ?
48-50.8' Concrete
-. *f.
50
.4. *.
Svo.1
- 50. ( '
- 50.8-56.5' 511ty clav, gray, hard, S3 11 macitan plasticity, reist (CL) 2*
18 16 88 26 38 50 5$
$5 2*
18 18 117 34 45 72 572.0 56.*
acttom of hole at 56.5 feet 60-
.s u,
s Auxiliary Buildipq AX*7 2A-210-232 Revision 21 5/79
B0 RING LOG mom rom rtun.
m 0-iO2 1 -2 u-.
Auxilio.y Building 5 4892 E 366 90 N.
A.
- ..=u n.
.w.
6 n.
..e, s
=
s 2-3/25/79l3/28/79 R. syme nd international Acker Ace 13/16*
Mono 41.S'
..=u.
m ew w.
m
=, m.
=. =. ru
- .aarm '" w =.
N.
A.
4 A.
11 628.5 Not determined g.
g.
u...
- 6. e, u.
,6.
6.
140 lb. / 30 inches A.
M.
warshall
.' s PENETRATloM I i i ;
I n'ows
- i ;i r.
3 e
....u.
s e
s
.i 1
3
{
g
.u..
_ _.e
-.n..
(s : ;
I
. ].
=
t :
1 3
1 gg g :; ! : :
62s.5 0
0-2' concrete
- 1. Drilled with
"'g.
revert.
626.5 2
2-14.2' Air (open space)
- 2. No signifi-cant water loss observed.
5
- 3. Borros ador installed in hole bottom.
10 -
614.3 L4. 2 -
13 --.'
14.2-21.5' Concrete
?f
..a' 1
2 0.'.
..3:
607.0 Z1.5
- ^
21.5-29.5' Clean Sand, brown, l!
g g' 6
33 10 10 23 1
medium dense, nonplastic, wet,
~
fine grained to medium grained (SP) (Fill) 25 Medium grained 2
la 10 44 13 21 23 SS 3
2*
10 10 20 9
11 9
SS 599.0 29.5 2 4
29.5-32' Sandy Clav, brown, stiff, 2*
18 12 13 4
4 9
30 medium plasticity, wet (CI,) (Fill)
GS 596.5 32 ~
32-43.2' clean sand, brown, medium 2*
18 10 22 2
9 13 dense, nonplastic, wet, medium grained (SP) (Fill) ens e v:
.s,.
.m Auxiliary Buildino Ax-8
.. q
...*=..
2h=210-253 Revision 21 5/79 k
2164 275
s BORING LOG
,,, om.,o
,c,,,,
r u,,,
,220 101 22
- y.,
I, PCPs CTR A TION
!! ! !' ! ; j
- i.
- I
- : :
a.
- l
- ; i
.g g
6 s
!! ! ! ! i li i
I
- ~ ~ ' "
1
+d
.e3 g
.g 53 Clean Sand, brown, medium dense, 2*
18 10 21 11 11 10 8
nonplastic, wet, medium grained (SP) (Fill)
SS 4
7 2*
18 12 35 11 15 20 i
585.0 43.5 silty Clav, gray, stiff 4 3. ' el.P 55 g
te hard, low plascacity, m ist, 2*
18 10 19 14 9
10 45" trace sand (C.)
5 11l18 9
SS 15 2*
18 6
33 59-SS LO 2*
18 18 87 17 31 56 4
6$
SS 2*
18 1s 71 15 28*
43 547.0 61.'
Bottom of hole at 61.5 feet Ei'
~.4 m -...
6..
Auxiliary Buildiner Ax-8 W 210-254 Revision 21.
i i
2164 276
. BORING LOG
.mo -,pm, Tuo.101 1
2 o.,
t o'
,4 Auxiliary Building S 4878 E 234 4
A.
.m.
w.
==
.a
.wes e....
2-3/26/79 4/4/79
- p..vec -e,
Acker Ace 1?/16" 9
2.S' w, m m e
..==.
. =..
e,.s.
=... e..
e e...
10 632.5' See Notes N. A.
=
u..,,.
.6..,.
140 lb. / 30 inches 4*/20' J. O. Wanteck / L. Matthews
! j PENETRATION
- i :!
- i :
no s r
1 4
r l [-
l4 : : : :
j.
i 1
1 11 ( i ( j 1
632.5 0
it!'4 0 1.5' concrete
- 1. 20'4" pipe a
g, c J.
left in place.
631.0 1.5 - 24.5 (open Space)
- 2. Water level overnite 3/29/7?
at 626.5'.
5
- 3. u st 2 gals.
water through conduit.
- 4. Lose 2-3 gal of drilling mud upon rods set-t11r.g under own Room weight. Replacec 10 -
mud. No further loss at 43.5'.
- 5. Waterlevel at 626.3' 4/2/79.
15.
W 614.0 L8. 5
- s,*o 18.5-24.I' concrete
- 6 Hit conduit at 609', sealed with 20
. ',lg
[fd.
-,ff,'.
o
- a
.e.
j6 hf-ss d
24.5-40.5' clean yellow brown 2*
18 12 23 7
8 15 1
Sand, dense to very dense, wet, trace silt (SP-SW) (Fill) a SS 2"
18 15 27 9
13 14 2
SS 30 3
2*
18 10 26 11 12 14 g
SS 2*
18 9
43 8
17 26 4 "
4 M
.u.._.,,..
Auxiliary Ruilding u-9 2A-210-255 Revision 21 gg 2164 277
M
=
. e a.
m.
BORING LOG Mf Dt.AND Pcten Pf.AN'r 7226-101 2"2 AX-9
- 5 j
PCNETR a f tun i i. i;
.j
('
g ;;
~.
.f a
g g
i (I ! ! ;.!
I r*
5,,.5 35 5
Very dense 2*
- a 19 et in se en SS 6
2*
18 12 119 30 54 45 4h_ -l SS 100 1
100 e
7 2*
18 12
/10f' 2 5 30 "TT 592.0
- M.t 40.5-42.4' concrete
--g.s.
590.1 "s?pl?
42.4 49.92' Sand, redium dense, 42.4-43.5' rods M
brown, some gravel (SW) settled under SS own weight, see "N'
a 2"
18 16 21 4
6 15 4 $,jpg
~
ss 9
2*
15 12 ES 23 30 35
'"t Very dense at 45.5'
-u;4
~
.Rii.
5s 99 3S 2*
17 16
/1:"
15 21 7
~
582.58 SP c.
49.92'-52' concrete, nit omstruct-a
~.}Mg Lon, boring stoppe4.
5s0.5 52 Total capta. 52.0 reet el
~
.:o W
m
~
-e Auxiliary Building AX-9
...m.
2h-210-254 Revision 21
~
5/79
$$ D""
2164 278
O B0 RING gy w=
- 0. U M MIDLAND POWF.R P1 ANT 7220-101 1
2 AX-10
.w.
a Auxiliary Building 5 4702 R 288.0 90' M.A.
.w.
.=.m....
u.
,e n4
...n.
2=
3/27/79 3/29/79 Raymond international Acker Ace 15/16*
Wne 51'
.......n m s..
n.,....
n 6,...
N. A.
N.
A.
18 M.
A.
634.5' Mot Doto rmined M.
A.
u.v 6
m.
140 lb. / 30 inchee None C.
F. Wall
- ';,i.1 PEMETWATION r i, !
non e
8 t
l.p;.
.I 2 : ;
{ l
.u,.
e p
i
.i t i i j i
i i
634.5 0
'O,6 0'-6.0' Concrete Drilled $** to
,,6.-
3**to 6.5'.
No 0.5'. Drilled
.(
robar hit.
' U Cleaned out hole
.Y..,4 frosa 6.5 ' to 5-7.5'.
m.g i*.g :.8.
sacerees 4.5-12' Sand, can, medium dense, Is fine to coarse, with little fine g
gravel, wet.
(SP) (Fill)
SS-1, Concrete 2*
18 0
12 2
4 8
jammed in spoon..
Ja 10.
2*
18 12 25 7
11 14
,2 K 1 ss 12-14.5' !.cose Drilling with 2 15/16 tri-2*
18 10 10 7
5 5
3 cone roller bit using drilling 620.0 14.5 mud.
33 15,
14.5-J5.8' sand, tan, medtun dense, Pierometer 2*
18 8
12 5
6 6
, 4 fine to med u wits trace of coarse installed in sand and fine gravel, wet (SP) this hole. 2" (Fill) slotted P*/C to ss i
35*0'*
2*
18 7
IS S
9 10 l
l Ss 20 -
~ '
6 I'***1 2*
18 8
17 6
7 to 1
ss 22-24.5' Dense, and coarse Sand 2"
18 10 35 8
13 22 38 25 24.5-27.1' Mediuta dense 2*
18 10 29 9
12 17 8
24.5-35.8' Some coarse sand and fine gravel S3 27.1 29.5' Dense 2*
18 10 41 9
17 24 9
.i 53 29.5-35.8' Medium Dense 30 2*
18 8
22 8
10 11 1C
/
ss u
2" 18 6
19 5
8 11 509 s n -*V
. w u.
Auxiliary Building Ax-10
.. n 2h 210-2s7 Revision 21 5/79 e
s.4 '
BORING LOG MIDLAND PCWER PfANT 17220-101 2
"2 I
AX-10 jj i.
PCN ET R A flON I. 'i. i i i i "5
t e 4.
f 3
g
....... ~.
{! ! ! l !
i I
- ""2' ***l egg g 1 M 35.8-36 ' Sandy Clay, brown, low
$3-12 used two If is 3
g g
598.5 36 %'* 1 plasticity, moist (et.) trs 11) nested retsiner d
baskets.
36-44.5' Sand, tan, very dense, SS 2*
18 10 47 23 30 37 13 fine to medtum with some coarse 37' Added revert sand and fine gravel, wet (SP)
Return water maintained SS 4
2*
18 16 75 21 32 43 14 th"9h***
drilling.
Sa 42-4 4.5' Dense 2*
18 10 39 20 20 19 3
4 ~
SS 5
4 44.5-45' sandy clav, arown, low 2*
18 15 52 9
20 32 36lplasticitv, Poist t e!.1 45=51' sand, tan, very dense, fine to medium with little coarse sand ano fine gravel, wet (SP)
SS 2*
18 14 118 29 43 75 g
47-51' Some coarse sand and fine gravel I
Sd SS 2*
19 12 92 11 17 55 583.5 51 "'
Bottom of hole at 5 A.3 feet d
d u w.
6 Unit 2 Auxiliary Building Ax-lo 2A-210-258 Revia 1on 21 2l64 280
~~~'
~~
~ ~ ~ " '
~ " ~
BORING LOG MIDLAND POWER P!. ANT 7220-1t11 1"2 AX-11 n
v e.
Weet of Auxiliary Building 5 4870 E 80 90*
N.A.
..=u,..
e
=.
s ni n4 3/26/79 3/27/79 ftsymond International CNE 45 3 3/4-None 59.0'
.a
...nm u.
.w.e. =.
m.
.,.6....,..
.,. w.e M. A.
M. A.
22 N. A.
634.0 Not determined M.
A.
s...,,
un, s
a u.
140 lb. / 30 inches 60' of 2* Pvc W. 4 Kinzer 3 g :
.?
l
.I
.I
.I.
l
..".~. u u c
E f
2.
p :,,,
- ;.a:;
?
.u..
2i { i ! ! ! j:
" ~ *"-
a i
i i
634.0 0
0-3.5' sandy Cravel, medium gray, Drilling with medium dense, non-plastic, fine to 6" Nom. O. D.
medium, dry (CW) (Fill) continuous flight auger.
[me.5-8'siltyclav, 3
brown with 1
3.5 f SS 18 le 19 12 7
12 630.5 dium gray, stiff, low plasticity.
dry, trace of fine sand to fine 5
gravel (CL)(rill) f ss 18 18 25 6
12 13 2
ss 18 6
27 7
9 18 2
3 8-17.5 ' sard, brown, very dense, fine-to coarse-grained, dry, trace of silt, trace of fine gravel (SW)
Drilling with 10
(rill) 3 3/4" tri-cone ss 18 18 40 12 17 23 4
roller bit usine thick bentonite mud mix and recirculating.
5 12.5-17.5' Meist Moderate circ-SS 18 12 53 17 23 30 ulating loss here to bottcm 15-of hole, 30 gallons per.10 SS 18 15 45 12 20 25 6
g,,g, 616.5 17. L 17.5-28' silty C a brown, soft, medium plastici,J,a,y'w, ty, et, trace of ss 18 4
3 2
1 2
7 fine gravel (CL)(rzil) 20 17.5-13' Some line sand ss 18 8
4 1
2 2
8 ss la 4
4 2
2 2
~
9 25-25-28' Medium stiff
}
ss la 8
6 1
3 3
IC 606.0 28.
SS 18 12 13 5
6 7
605.5 28.5 M 12 28-28.5' silty sand, brown, medium dense, medAum to coarse-erained few epitri't) 30" 2d.5-32.5' Salty Clay, brown, ss 18 16 6
1 3
3 1
medium stiff, medium plasticity, wet, little fine to medium sand, 601.5 J2. E
32.5-33.5' Very clayey S.md, orown, ss 18 18 6
2 2
4 h< inose, low clasticity, sc'TTsc)_gi m 600.5 33.
33.5-38' Stity Clav, gray brown, Se9 3 35..
Wast of Auxiliary Duildinz AX-11 Revision 21 2A-210-259 5/79
BORING LOG
,u or o rowna r m n.
7220-101 2.2 u-u
IE !
I i i I-
"5 h'
f.*,*,.h.
~ "***
g
}
1: { ! ! : !
- =
599.0 35 ss 18 18 10 3
5 5
u Medium stiff, low plasticity, moist, trace of fine sand to fine gravel (CL) (rill) 35-38' Little fine gravel
$96.0 38 s
18 18 35 6
11 24 3
38-41' sand, brown, dense, fine-grained, wet (SP) (rill) 594.0 40' S5 18 12 10 5
5 5
593.0 41-M 41-42.5* Silty Clay, brom with medium aray, reditus stif f, medium 591.5 42.
i plasticity, wet, trace of fine
\\ sand to fine travel fct) I?till SS 13 18 80 20 30 50 I7 42.5-49' sand, brown, very dense, fine-grained, wet (SP) (Fill) 45-SS 18 18 88 14 27 61 18
~
585.0 49 49-52.5' :tixed Silty gla-and c
5 gand, N dium eay, stit:, medium-SS 18 18 19 9
10 9
3 A icity, silty clay and brown, medium dense, fine-grained, sand in 3* 1ayers, wet, trace of fine 581.5 52.5 gravel (sw-ct) (rill)
Ss is 18 t-2-
-F -4 g
52.5-59' S11ty Clay, brown and Lacustrine Clay medium gray, medium stiff, medium
~
plasticity, moist, trace of fine sand (CL)
$p 55-59' Medium gray with very this ss 18 18 28 8
13 15 21 light gray silt seams 1
I l
SS 18 18 29 8
13 16 3
575.0 59 f
Bottom of hole: Depth:
59.0' 60-Ground water ob-servation well installed.
4 2
I l
l
-e
~=~
.~,...n..~.
~ West of Auxiliary Ruildin<v AX 11 24-210-260 Revision 21 5/79
e e
BORING,
MIDLAND POTER PLANT 7220-101 12 Ax-12
.m
.n.
.u.
Adjacent to Auxiliary Ouilding S 4880 E 460 900 N.
A.
u ve.
6u.
66 6.
a
. _ n.:
..n s 6
2-4/3/79 4/5/79 Raymond international c.E 45 is/M-
'm a e 54.0
....n m u.
. =.
n.,
..n.
n..
N.
A.
N.
A.
21 617.5 n'a 6'
Net aat.--1 ed v.
6...,,.6 u
6.n 6...
,6.
6.
140 lb. / 30 inches 92'/2" diareter Pvc c.
?.
v,11 etNCTRATION
!. 3:lg j i I i 80" t
8..
u.u
- 3.;.
t e
t
_6
- 1 a
I i
3 a
i.
2 t ;
=
==6w
.a t'
1 624.0 0
0-8.4* Silty clav, brown, hard, Augered (4*) to
~
moist, trace very fine sand, some 2.5'.
fine gravel (CL) (Fill) ss is la 31 9
13 la 2*
1 32 SS 18 la 13 5
6 7
5-7.5' Stiff Augered to 5'.
2*
2 5-0.4' Trace fine gravel 33 18 16 10 2
4 6
2 625.6 3
8.4-10.5' Sand, light brown, loose, fine to med um, little coarse sand.
SS 18 14 3
2 1
2
%4 10.5-12.5' Sand; light brewn, very 2*
loose, fine to coarse, weg Orilling with 2 15/16* tri-621.5 cone roller bit S S, la 13 10 2
4 6
12.5-13' Silty c'.av, gray, medium, and recirculat-2
.g stiff, moist, trace fine sand and inq mud.
fine gravel (Fill) 619.0 15
.. q 15-27' Sand, light brown, medium SS 18 14 13 4
6 7
2*
e6 dense, wet, fine to coarse (SW)
(Till)
SS 18 4
9 3
5 4
17.5-22.5' Loose 2"
7
-g.
SS la 4
9 4
4 5
2.M 2*
8 GS 18 2
3 3
2 1
-%.. 9 22.5-27' very loose, very fine to 2"
fine, trace medium sand and coarse sand 25-SS is 12 13 5
5 g
25-27' Light to medium brown, 2*
'4 medium dense v
25.5-25.6' l' of dark reddish brom 609.0 1 sand with root material SS la 14 10 3
5 5
3 brown, stiff, moast, trace very 27-33' Silty clav, brown to red 2*
fine and coarse sand (CL) (rill) 3g; 28.3-28.5' Sand. light brown, loose, wet, fine to coarse SS 13 12 13 3
4 9
t'-
2*
l 31 33. seigg 30.6-30.7' Sand lens SS 15 14 25 10 12 13 601.0 w
L= /*1, 33-48.5 Sand, light brown, medium 2*
e dense, wet, fine to coarse (F121)
-e. f
. we
...= =..
Ad1acent to Auxillary Ruilding AX-12 24-210-261 Revision 21 5/79
R BORING LOG mm o rown n y 7220-101 2 - 2 Ax-12 j
8 PEPe ETR ATION e
!. !.i ; i.! ! i:
"o"5 s
V
.s 6.
g s
(:! p ;. :: 1 ;:
-~
2-999 6 19 SS 18 6
19 4
7 12
-~'^
35-37.5' very fine to medium sand, 2*
Id trace coarse I
37.5-45' very fine to coarse SS 18 5
28 8
11 17 2*
-c 5
l
~
SS le 4
26 7
10 16 2-a SS 18 4
12 5
6 6
2*
17
.i 45; 45-48.5' Dense SS le 12 40 9
17 23 13 2"
- k. i' SS 18 11 53 32 1 37 16 19 2*
l 7.
48.5-48.8' sand. dark gray, very 3 f dense, wet,We to coarse l
${j",'
-w 48.8-50' Sand, mottled brown, 84.0 SS 18 18 175 37 55 120 2"
/jtc medium dense, wet, " i t= = to cearse 50-54 Sand, 11gnt crown to ligne fray,'very dense, very fine to
-W:::
- ine with trace of medium and SS le le 3t3 64 130 250
- :3 coerse sand, moist. Some organic 2
'8" 580.0
$[
Hole completed at 54 Feet.
Piezometer in-stalled with 2*
nom. PVC pipe.
- I 4
eq M
.d W
ed
.d 6......,w
... u
.-..=..
Adjacent to Auxiliarv nuildina AX-12 2A-210-262 Revtsion 21 m4 p4
~. -
e r
~"
IH) MW s
MIDI.hND POWER Pt. ANT 7220-101 1 w2 AX-15 n.
u.
.e 0
Auxiliary ruilding S 4887
-E 195 90 N.
A.
un.
66 e e====t a== =
eu e.n eve eu ees ru 3-4/6/79 4/9/79 hvm 9 d 79termeinasi Meke-f'illbi'Iv 15/16" Mona 71.5' seeseueveevie,m so e.e.se
=eue an.,ee ** see.=*
e.ew=s es.
ese,=ses -
- e.,se see,.wse.,e* ** *es.
M.
A; M.
A.
19 M.
A.
629.5' Not Determined M.
A.
=ess seme.emesen.
s.o ehar*.=assa.e.a.mase,.
m av.
140 lb. / 10 freeas Nera C.
P.
Vall PEteETRATION e
ri ! I I i *i j:
..=.,
stows 1;
3 I : ;
4 u..u.
8,..,
t v
- i. !
-.ee.,.,.
p;
...e
- s 2
3 g
a t'
..,e.
1
- . j 628.5 0
-4s 0-2.5' concrete Drilled concret
'MW with 3" diamate Ed bit.
626.0 2.55b 2.5-14.5' Air (open space)
Drilling soil with 3 15/16' tri-cone roller bit.
5-Using bentonite drilling mud anc recirculating.
4 10-a 614.0 15-14.5-21.5' Cascrete W
.' q.
=
-'0:.
b.$
- O
.::x 20 19.5-20' Rebar and channel iron No rod drop at
'Al@
break through.
607.5 21 Reduced water
~
SS 18 12 38 17 18 20 t
- glow, 21-22.3' Sand and Gravel (concrete 2*
606.2 2 -
lqround un ev reller bit) (Pill) 605.0 23 ss 18 12 58 12 23 35 22.3-23' very sandy, stity clav.
2" 2
brown, stiff. wet ' C'. )
'Ft'1' 5"
23-45.5' Sand, crown. very dense.
little fine gravel (SP-SW) (Fill)
SS 18 13 52 14 24 28 2"
3 25.6-26.2' very tine to fine sand Ss 18 10 38 3
16 22 2*
4 30 ss 18 11 41 12 19 22 30-32.5' Dense 2-
~
7 32.5-42.5' Medium dense SS 18 6
11 6
5 6
g 6
2*
=a3 e 3=-M
-u-Auxiliary Building AX-15
-**a**
- -m===
2A-210-267 Revision 21 5/79 2164 28r-3
R BORING LOG
,,2 m, m.
m,,,
,220 101 2,
,x_15 r
- l e
j
- I:-
etas g
i
- i
- ::; : i
- 2.
......m.
i j
i j
- - ' - - - ~ " - - -
s s
==~'-
ji i
I i
!! j i i j
~ ~ = ~.
$93.5 35 SS 18 3
11 4
5 6
-}
7 2"
SS 18 15 26 6
12 14 37-40' Fine to medium sand, trace 2*
.l 8
coarse 2
SS 18 11 26 8
13 13 40-45.5' Trace fine gravel 2"
9 SS 18 11 38 8
13 25 42.5-45.5' Dense 2"
2
.L 45 -
5%#
Concrete 45.5-50.5'
.M5 I
No rod drop or
-M.
water loss at 50 -h.*
8 578.0 M5; break-through.
50.5-70.5' Silty Clav, gray, Drilled clay.
damp, hard, trace :ine sand (C:.)
with 34 tricone SS 18 la 59 11 24 35 roller bit.
2=
H l
SS 18 18 52 31 552 2-l 11 l 21 n
l SS 18 Iq 57 9
23 34 y
2*
I I
SS 18 18
$4 11 21 33 60-3 2*
SS la 18 49 11 19 30 2*
3 SS 1."
la 32 8
12 20 65 2"
(
3 5
SS la in 38 7
14 24 17 2-SS la 1E 74 16 28 46 7 0--
D 2*
70.5-73.5' Silty clav, gray, 70 5 Glacial hard, damp, trace coarse sand Tall SS la it 99 15 30 69 72.f and fine gravel (CU 2"
D End of boring at 73.5 feet.
u e.
.~,
u,,
Auxiliary Duilding xx.15 u
W 210-268 Revision 21 5/79
ma" mesm
.v
.m.
BORING MIDLAND POWER FI. ANT 7220-101 1w 3 AX-18 u
Auxiliary Suilding 5 4875 E 272 900 w,
u.
m e.
m
-a n4 v.,m m
2-4/18/79 5/3/79 Raymor.d International Acker Hillbilly i s it e;=
=
None 77.S' nm u.
ww.
n.
N.
A.
N.
A.
15 N.
A.
632.5' Not Determined W.
A.
u-un 140 lb. / 30 inchee 20't of 4"
- w. R. Kinzer
] $,
!! !.!! ! i. i:
1
=_
2
{
33 I
l (3
21 1*g!j
~ * -
- it i
t i
632.5 0
. 6.9 0-1.5' concrete 631.0
- 1. 5 Space between floors 5
W 15.
W a.{
6ts.6 18.9-22.5 ' Grout EX 4.3 4.3 100 20" hk
" d
-..i 610.0 22 5 4.;
22.5-24.2' concrete NX 1.0 1. 0 100 i.-
membrane at 23.7' 608.3 24.(
25 24.2-38' Sand, medium gray, Driiling with a
2*
medium dense, very fine-grained, 2 15/16* tri-g 1
ss 18 6
15 3
7 8
wet (sp.sM) cone roller
~
- x.
bit using thin
~9 bentonite mud 27.5-38' Brown 6 recircu"-ting.
2*
2 55 18 8
30 7
13 17 30..
i 2*
3 SS 18 12 32 10 15 17
~
33-38' Dense 9
SS 18 10 38 7
15 23
">Nb 4
597.5 3s-@
.w.w Auxiliary Building AX-18
'2164 287
f BORING LOG 10 uo rown run n20-101 23 u-18 PENETR ATION
- j ii. j r..! ! I i.:
no"5
. :.s.
i v
p:
i pl e
e ; :.
} j 3
" ' = "
- r*
1
$97.5 35 Sand, same as above Drilling with 2
medium weight SS 18 12 44 13 18 26 5
mud mix.
26(Mm=
g 38-39.2* Sand, tan, dense, fine-2*
6
$93,3 3,77 to coarse-grained, wet, trace of et 19 to a.e.. mi't
?.'
silt and fine cravel (swl 592.7
- 39. s<
40' 39*2~39 8'
C?~***
e,% m 2"
A.6-49.5' Sand, orown, very SS 18 0
100+
23 49 67 7
. dense fine-to coarse-grained, Pulled tip cg, spoon, pushed moist (SW) off to side.
2* l 18 g
SS 14 100+
37 12 82 4
2*
Samole 49:
SS 18 0 100+
31 43 82 9
Driving on cobble 7 or Icst spoon tip?
2*
OfiliiDT "ith SS 18 12 100+
30 48 66 l0 thick mod mix.
583.0 49. 5 50- fl.
49.5-65.8' Concrete
.4 A.Y
...g 55-W.'
'. :J '
i
- i::
i
- .n 60-;.A
- a.
.,.4..
-.' '.h 65--a.:
"I 566.7 65.(
l 2"
65.8-70.3* Sandy clav, gray-SS 18 14 62 15 26 36 1*,
brown to medium gray, hard, low plasticity, moise, scue fine to e
medium gravel (CL) 2a 68.5-70.3' Medium gray, a few SS 18 16 64 20 26 38 12 layers of fine sand 562.2 78.D
'O 3 " " **
"II 561.7 70.i
70.8-77.5' Silty Clav, gray-Till 2"
brcwn, hard, low plasticity, i
SS 18 16 72 17 30 42 12 moist, trace fine sand to fine 2'
gravel (CL)
SS 18 18 90 21 37 53 Id 557.5 M*
=
us Auxiliary Building Ax.tg l
-n,......,
... n m
R BORING LOG mo.,_ n,
,220 101 32 Ax.18 e :
PENETR ATION fI
.I.T ;*.i at.ows 2 ;.
I
- I 4
- s
- ...u..
.j
..... ~...
j.a s
eu..
1 g:
s.
3
{ :
...n..
l1 {.1 {.
t 1
1
.e. =
557.5 75 silty clav, same as above 2"
ss 18 16 100+
18 37 71 555.0 77 E 13 Bottom of hole at 77.5 feet Bole lett open g
M 4
4 4
M
\\
....6 Auxi1Iary Duilding AX-18
h BORING LOG
,,zoluo,em,um 7220 101 12
- Ax_1, 0
Auxiliary Su11 ding S 4881.0 E 346 90 u,
m
.a ev.s 2-5/8/79 5/9/79 Raymond International Acker ftillbilly 15 /16-None 59.5'
,,,,m s
.a w
.6
..v
.-e 6.6'/100t wone 17 9.
t 62* !
ne* c a.. - e. a N. A.
s.
,,..u.
we, w n.
i.
140 lb. / 30 inemes M.
A.
w.
o.
viara-g ;
i 1
et.ows I.
3,. ::.
r 8
{
I
!I I
a
=
--a.m.=
I. ;
c l ]d g [ :
r*
1 1
g 628.5 0
0-1.5' concrete 627.0 1.5 2 Space between floors 5*
10 -
615.4 13.1-15 ' crout Drilling with g".
a NI-D3 10' core 613.5 15 -
barrel using 15-19.7' concrete fresh water and gx
.e-Cro 6.6 6.6 100%
- 4 recirculati..g.
- i.
_.g.
- j.',4 steel cuttings in wash water (nicked rebar) 608.8 19. 7 43 l 19.7-34' Sand, tan, very dense, Drilling with 2*
fine-grain d, moist, trace of 2 15/16* tri-SS 19 12 59 13 23 1s g
medium sand (SP) cone roller bit using thin mud 2*
2 mix and recirc-
!s is 10 in 12
$2 46 ulating. 10%
circulation 2*
loss throughout ss 18 12 91 23 46 45 25 -
3 boring.
2*
l 26-28' Dense ss 18 15 36 15 19 17 4
28-30' I,oose, fine-to medium-2*
SS 18 5
6 4
4 2
5 grained, wet 28.5' sheet metal fragments 30.
2*
30-32' very loose, wet 8
ss le 2
1 1/15 1
2 32 34' Medium dense, wet SS 18 10 23 2
9 14 7
594.5 ce 3
e3,<...,
,e se r
r.,
_,,coi
. n - ", *,
- M,3' sand, tan, conse, fine to 24-3 4-8
- a-wc*
-m-=
..su.
Auxiliary Building AX-19 e.
2164 290-P00R ORIGNL
BORING LOG mr.x.,cwn er 7:20 101 2
-2 xx-19 I,
! ! ! : i i.
- j 8
- j i
- {
a -**=u..u.
3 i
g j]a
{i 6
s l i i i i i
i i
i l
~
I" 593.5 35 593.3 35.2 i\\ fire gravel (swl
\\
35-35.2' "aac-a e
35.2-42' sano, tan, vo n dense, SS 18 16 100+
26 59 61 9
fine-grained, wet, trace of medium sand (SP) 2" 2
SS 18 10 78 18 33 45 40 -
2*
ss 18 10 57 15 27 30 73 586.5 42 2"
42-45.2' sand, tan, very dense, 12 fine to coarse-grained, wet, SS 18 11 64 19 31 33 trace of fine gravel (SW) 2" U
Ss 15 8
100+
20 31 ISO /:
- 4Y.
et; 583.3 45.2-51.4' concrete
' 5
.:cs'
.2.0"
-s-a
. Y;
- Y 50 - i.
-..?
577.1 51.5 ' ', '
Fill 2
/
51.4-59.5' Silty clav, medium Till ss 18 18 100+
16 31 70 M
gray, hard, low plasticity, moist, trace of fine sand to 2*
fine gravel, occasional combles (cf.J SS 18 0
99 19 38 61 55 -
L5 18l 64 M
2*
SS 18 15 24 40 2*
SS 18 18 78 13 31 47 g
569.0 59.
~
Bottom of hote at 59.5' Boring left open W
f l
6 u.
Auxiliary Building Ax-19
BORING,
MID1.AND PONER PIRrF 7220-101 1 w1 SW-1 u.
n.
Service Water Building S 5050 E716 90*
u r.4
- v. m
..=u e 10/11/78 10/12/78 Raymond International Acker Skid 4"
25.0' s
..wem
-u.
,* w.
.s
-,- _ ww 10 633.5 633.0 16.5'/617.0 u
,n m u
u.
140 lb. / 30 inches 2*/25.5' A.
S. warghall l
=.
l PENETRATH3N
[
! I j
.I i,
EN
... u
[ i :
, '. g-2, t
r
[
.u..
2
.',~.-
f ! t ! l:
35 i
i.
3 :
5 g
D.' b.
633.0 0
0-25' u n-made fill
- 1. Drilled with SS 18 8
7 3
3 4
1 Sand and Clay to 2',
trace gravel 4" tricone bit 5
L"IEn Sand, brown, loose to medium and revert 2
SS 18 6
6 2
3 3
dense, nonplastic, moist (SP) (Fill)
- 2. 4" casing to SS 18 8
4 2
2 2
3 15'
- 3. No signifi-5 SS 18 12 8
6 4
4 cant water loss 4
5 SS 18 6
10 6
5 5
SS 18 6
12 6
5 7
6 10 "
7 SS, 18 8
34 12 14 20 SS 18 8
46 16 22 24 15 g
SS 18 12 20 9
8 12 9
gravel in tip 2
SS O
O gg,_3 g
,,,t,,,,
,t g
,e,t f
W
~ "S$1
.. ~ 7 E*,"*",','[".
Service Water Building 2A-210-189 Revision is 2/79
88.
a eeh ess..T eu emet.
BORING LOG niouNo rena run 7220-101 12 Sw-3 Service water Duilding 5 5045 E 706 90*
N.A.
..=ue..
- w. =
6 n.
n4 ven.
2-3/10/79 3/12/79 Raymond International CME 45 15/16" None 49.0
...n m
-s
,w
.m.
6.
..n.
n.<e, N.A.
17 N.A.
634.5 Not Recorded s.
,,,.6.
6.
u,.
6.
~
140 lb. / 30 inches A. S. arshall e l, PENETRATION
[
j j
,I j, BLOWS g
..n.
r s
g
_e
- !.i ! I i ! :!
i.
3 3
M"?.'
g : !
1 5
634.5
'O
- 1. Drilled wit 0-3.5' Sand, Gravel, Clay, wcod tricone bit a:
(Fill) bentonite mud.
- 2. Hole grouts 631.0
- 3. 5 '
full depth.
3.5-26' Clean Sand, brown, medium dense to dense, nonplastic, moist,
- 3. No signifi-5-
medium grained, trace to some cant mud loss SS g
gravel (SP) (Fill) observed.
2* 18 12 15 5
8 7
ss 2
2*
18 8
14 5
6 8
10-SS 12 33 11 13 20 3
~
2*
18 SS 2*
18 12 44 9
14 30 4
15-SS 5
2*
18 12 65 14 30 35 SS
~
6
~
2*
18 8
19 4
9 10 20..
18 8
25 8
12 13 l 7 piece of thin rubber in sample SS 8
2* 18 12 Sa 20 30 20 25' N 12 12 6
8 100/0 608.5 26 I26-26.5' concrete 608.0 26.(
26.5-29' Sandy clay, brown, stiff, low plasticity, moist, some silt, SS trace gravel (CL-fu.) (Fill) 2*
18 18 11 5
5 4
F35.5 29 29-32.5' Silty clav, brcwn, very 30 stiff, low plast 2ct.ty, moist, SS some sand (CL)
U 2*
18 18 29 8
11 18 602.0
- 32. 5 32.5-35' very suty sand, brown, SS a
1:
very dense, low plasticity, moist, J !
2* 18 10 80 45 50 30 trace gravel (SM) 599.5 35-
..,,"TE*,,,*"*'******,',
Service water Building bY-3 2A-210-299 Revision 21 9g$$
v 5' 293
u BORING LOG mouum rowt:i roxrr 7220-101 2
2 su-3
- j PCNETRATION
!!. l.$.I ! !. !.;
= _ -
.u...
.g
.j g
g
.u... -
i 5
2 :
- I 1 ! :
- = "
- 1 1
.a N8 *
~
35-42' very silty Sand, gray, SS g
2*
in ic as 33 15 33 very densc, nonptsstAc, moist (SM)
SS l'
2" 18 18 90 25 42 27 40 -
SS t$
2" 19 18 78 30 37 41 592.5 4 2..
42-49' very sandy Clay, gray, SS hard, tow plasticity, moist, trace gravel (CL 'E) 2*
18 18 115 30 90 65 L6
'45-SS 2*
18 18 10J 34 44 60 L7 585.5 49 Sottom of hole at 49 foot.
u.*
u.
- u. w l
Service water Duilding sw-3
...n.......
2,N-210-300 Revision 21 5/79
O e,
m u.
B0R1NG 0G MIDI.M3 PCHER PLANT 7220-101 12 SW 4 Service Water Building S 4993 E 787 90 N.A.
.u,..
u.
u.
.,,.i
,,.s v,...,
3/13/79 3/ /79 Rayinond International Cwt 4 9 4*
None 39.0'
....,,m
.6,w w.
.w
..n.
M.A.
N.A.
14 M.A.
655.0 8.6/626.4 u,,
u.
u A. S. Marshall / J. O. Wanzeck 140 lb./30 inches g l PENETRATION i j i.
so m
.i i !. j'. j i I
Ir
"'.".".'.".",*.,'.*i I.
.u..
s t
(a :
l i, !
lg 3
i I
i 3
2! l g
635.0 o
- l. D 0-3' Sand. Gravel, C.ay (Fill) g gcon t
bentonite mud.
632.0 3
- 2. Slotted PVC 3-1).5' Clean Sand, brown, medium dense to dense, nonplastic, eoist pipe (2 ) in-1 d o we e and medium grained o e.
SS 2*
18 10 19 4
8 11
- 3. No signifi-cant mud loss
~
observed.
~
2*
18 12 25 10 14 11 18k SS 2*
18 11 19 5
8 11 SS 2*
18 18 41 11 18 23 15 SS 2*
18 18 38 11 15 23 SS 18.k 2*
18 12 16 10 7
9 616.5 18.5-24' Silty clav, brown, very 20 stiff, low plastacity, moist, SS some sand (CI) (Fill) 2*
18 15 15 6
7 8
SS 2*
18 9
11 5
7 4
611.0 24 24-31' Silty clav, brown, very soft, low plasticity, moist, some SS 2*
18 6
3 1
1 2
sand, trace gravel (CI.) (Fill)
~
SS 2*
18 4
2 1
1 1
30' SS
- 2 Jars 2*
18 16 12 0
2 10 604.0 31-,
31.0-35.0 Sandy Clay, vert stiff
. brown, some silt, trace gravel (Filli SS 2*
18 18 42 14 18 24 1s-u=
. u u.
Service Water Building SW-4 2A-210-301 Revision 21 5/79 2164 295
6.
BORING LOG arozuo -a mun n20-101 2
2 SW-4 j l I, PENETRATION st.ows i
- I g
3
= = = = = -
s s
,u. 6 V
i:;
,:r
=!
.u..,,
a
{
(:
2: i i ! :
==
a s
= ' *.
=*
33 S3
-f'L3 35.0-39.0' Mancty clay, brown, 2"
la 18 114 36 53 61 J
very hard, some silt (ML-c:,)
Role grouted with sand and cement to SS 14 surface.
2*
18 18 160 60 65 95 40
- Total Depth 39.0' Y
l 45 -
- u,
6.,
Service Water Building SW-4 h2WM Revision 21 5/79 9gs 2m zw
m u.
B O R I N G E. U u eap MIDLAND POWER NW1' 7220-101 1,, 2
.% - 5 n.
- 6..
Service Water Building S 5008 E 801 90*
m un.
J. !!anunond 3/13/79 3/13/79 Raymond International CME 45 4*
46.5'
...n m u.
w,.
=
,w...
wwea 16 634.5' 8.5'/
626.0' M/A
,s..
6.n
,6.
l'0 lb. / 30 inches J. O. Wanzeck g ;
l !
I
- "**.=..u.
.E 4
8 d
=
e
=.=6.+
t s
t
.6 3, :.
- a
- :
5 p;
2 ;
t 3
3 a
t' 1
5
,s : *3
- d 634.5 0
2 0-2.5' Sand, Gravel, trace of
- * "* "* * * # T clay (Fill)
$1 632.0
- 2. 5-
- 2. 5 '-9. 5 ' Sand, medium dense, fine, brown, trace gravel (SP) (Fill) 5 0
'2.
15.0' of 4*
SS 1
2* 18 12 18 6
9 9
casing used.
-,.9 SS
-o..x 2* 18 18 28 6
12 16 2
625.0 95 10.
9.5'-11.0' Medium brown Sand, SS p 3 wet, trace gravel (SP) (Fill) 2" 18 8
6 1
3 3
623.5 11 -
~11-12.0' Medium brown silty clav, 622.5 12 -
_some sand imtw1 SS
(
12.0-20.0' Medium-fine brown Sand, wet, trace gravel (SP) (Fill)
- 3. 14-16. 5 ' Los -
2" 18 0
3 2
2 1
- 4 samles, hole l
will be moved SS 15 -
recovery 2*
18 8
6 2
3 3
9 5
~
ss s
2*
18 8
11 4
6 5
> 6 h
614.5 20 20-22.5' Silty cla s tif f, brown, 18 18 16 6
9 7
7 s me sand (CL 11) 612.0 l2.
SS 8
7'. 5-27' Silty Clay, very stiff, 2*
18 18 35
.1 17 18 3rown, some sand (CL)(Fill) 25 -
ss 2"
18 12 28 18 16 12 8
607.5 27 SS 27-29' Silty Cla, medium brown, 2"
18 12 19 2
6 13 some sand ( L (Fill) 605.5 29 g
29-33' Sandy Clay, hard, brown,
=
30 -
some sand, trace gravel (CL) (Fill)
SS 2*
18 18 42 14 18 24 D
SS 601.5 33 2*
18 18 77 9
20 57 Gd 1; 3 3-35.5 ' Sand, vetry dense, fine,
.og s 3; -M4 brown ( W F111)
= =.
.",.CE**"*".*.~.,",,.'.
Servico Water Duilding S 5 2A-210-303 Revision 21 5/79 h
2164 297
="a e "" -
7220-101 2
2 Sw-5 BORING LOG jj I.
PEteETRATION
- ;s.i.
.u=s
....,u,.u.
j f
.s
}j 58 e.
=.*,== aa..u.s
. =
w.
t g
.u..'*==
3
- l,1 1 :
2 r
599.5 35 SS 599.0
.W
- 35. 5-41.0 ' Sand, vary dense, Itale grouted 2"
18 18 112 20 48 64 U
medium coarse, some gravel, wet to surface frer (SW) (rill) bottom up.
SS 2"
18 18 al 30 33 48 L4 40 :
SS 3
2" 18 18 110 30 50 60
$g3,5 4g.M...
41.0-43.5' Sand, very dense, fine 2.{y}
gray, some salt (SP)
"::=
[
43.5-46.5' very silty clay, very 45 -
hard, gray, some sand TE-CT)
SS 3
588.0 46. 5 2"
18 18 151 29 71 80 Total ::epth 46.5'
.I Service Water Du11 ding W5 2Ar-210 304 Revision 21 5/79
\\
m u
B0 RING g nG bU MIDLAND POWElt PLANT 7220-101 11 SW-5A m
Service Water Building S 5011 c 799 90 M.A.
un.
u
.u n4 v.,..
18.0' 3/14/79 3/14/79 Itaymond International CME 45 4*
.w
..,,m u.
uu.
=.
,,w
..n.
,w
.e a
M.A.
M.A.
5 634.5 u..,.
u u e me,.
J. O. Wanzeck 140 lb. / 30 inches
=
e :
!3 : : :
es.ows
- : : ;. 3, 3:
....u t
v g
u-3 (a :
I
.m...
2 a-
- ;. I :: 3 :g c'
634.5 0
0-9.0' No samples This boring was (See Boring Log SW-5) made to confirr material from 12.0'-18.0' in boring SW-5 5.'
625.5 9
-$i 9.0-12.0' Sand, r.edium to 10: A coarse, seme gravel (SP) (Fill) 2*
18 1
5 2
2 3
SS "E'
2*
18 1
11 7
6 5
622.5 12 11-17.5' Sand, loose, fine to SS
-s coarse, wet, with some gravel (SP) 2*
18 8
5 1
2 3
7 (y1113
~
SS U
2*
18 0
3 2
1 2
SS 2*
18 8
8 1
1 7
617.0
- 17. 5
~
1 17.5-18.0' Sand, fine to 616.5 18" l medium, some gravel (SP) (Fill) 20 Total Depth = 18 feet
~ 55A
..I* ~ TE*,,."".'.".,*,',.'.
Service Water Duilding 5
> 210=305 Revision 21 5/79
[
u.
BORING LOG nzDtuo,eWr., n m 7220.i01 r2 w-.
Servico Water Duilding S 5056 E 720 90*
M.A.
u n.
= =.
u
.,4 2-3/15/78 3/16/78 Raymond International Acker Ace 15/16 =
N,m e 50.0'
-,.l...
._v N.A.
M.A.
12
- 634.5 See notes u
u.v u
u.
140 lb. / 30 inches A. S. Marshall s
PEMETRATION
[,f f
.* Ii..
I.
ROM t
t t
,6
- 3. -
a
- *}** ;e
.n.,.
.u..
i 3
I 8
(3 :
t t
a 1
2 1
3 a
g*
s, 's *g 634.5 0
Drilled from 634.5' grating
- 1. Drilled wit!
revurt.
- 2. No signifi-5 cant revert los:
observed.
3.
4* casing used to 14.5'.10-620.0 14. 5' 15-.d 14.5-18.5' concrete
..s-
-5 l. '.,
616.0
- 18. 5-18.5-28' Clean Sand, brown, medium SS i
g dense to dense, nonplastic,' wet, 2*
18 12 25 11 12 13 20 medium grained (SP) (Fill)
A SS 2*
18 12 31 10 14 17 2
SS J
2*
18 6
33 13 16 17
- ~.- 3 L***1' 252 M' Date Eleva tic SS I
3/16/79 632.5 2* 18 12 62 16 28 34 4
3/20 /79 626.5 4/2 u n 627.2 SS 5
2*
18 12 18 11 12 6
606.5 28 28-32.8' Sandy clav, brown, stiff SS 6
to very stiff, low plasticity, 2*
18 14 24 8
10 14 m ist (CL) (Fill) 30
- 4. For sample SS
- 32. 8-2* thick medium grained clecr.n another 7" was 2*
18 8
30 9
13 17 33* 1-sanc seam at 32' (SP) driven after 1 "N","c[* t ja l@{d
.[
(32.8-33.1' concrete u
33.1-36' Clean Sand, brown, vorY obtained.
SS l 8 loose, nonplastic, wet, trace 2*
17 10 3
5 2 1/5*
$99.5 35" silt, fine oratned isp,MP-sw)
"**8**
. ue u,v Servico Water Duilding SW-6 2A-210-306 Revision 21 5/79
.s
BORING LOG arouxo m-, ruar 7220-101 2
.2 sw-6 PENETRATION
!! ;i a
- i; i
==
...... ~...
. r
- e g: ;5j ;g c'
1 1
599.5 35 589.5 36 SS 36-48'very silty sand, gray, dense 2*
18 8
30 4
10 20 9
to very dense, nonplastic, moist.
cecasional clay (Sm 40 -
- ,o 2*
18 12 69 23 27 42 SS
.g 2*
18 12 115 32 57 58 45 -
586.5 48 -
48-50' very sandy Clav, gray, N"
- Y'
- #"I 18 18 99 50 47 52 L2 584.5 50 Bottom of hole at *0 feet M
.4 1
. ",, ' ' ' ~,
,[,'*',7,",,,,
service water Duilding sw 6 1
2& 210-307 Revision 21 5/79 3
2164 301
- m...
B 0 R l N G
,E. _w U MIDLAND POWER PIANT 7.20-101 1 ee 2 SW-7 m
u.
Service Water Duilding S 5019 E 738 90' N.A.
un.
=
u.
e,4 e....
3/14/79 J/15/79 ftavmond International cwE 45 4*
None' u..
.u
....nm s
m.
- a. m m,m n.
,m
.e M.,
v.A, 13 N.A.
635.0 9'/626.0 u
u.
un, m,
140 lb. / 30 inches J. O. Wanzeck/ A. S. w rshall/ W.
R.
Kinzer a
l PENETWATION
!. ! I !.
I.
3
=
. u...
t e
u
- : :, g; 5
2*
i.
i.
!. (.
- ~'~ ~ C *.'
!,; l :!
I i i,.
E s : *g 635.0 0
Water encount-
~
ered at 8.25' 0-5' No samples, Miscellaneous Fill, clay, stone, sand 630.0 5-6.5' clay, soft, gray, silty, ag 2
18 3
2 1
2 trace sanc fCt1(Ft111 628.5 6.5-6.s-10.0' sand, mecium dense, 1
medium to E, brown, trace gravel (SP) (Fill)
-x- '
2 2*
18 21 10 11 to 5.0 M
SS 10-13.5' Sand, medium dense, 2*
18 24 5
9 15 l
coarse, brown, wet (SP) (Fill) s SS 4
2*
18 12 6
4 8
621.5 13.5.%.
13.5-20.0' Sand, medium, fine,
-i brown sand (TFT(Fill) ss 2*
18 9
6 4
5 j
5 W
-5 2"
18 19 11 10 9
6
.y 615.0 20 20-22.5' clay, medium stiff, gray, SS 7
2" 18 11 13 6
5 silty, some sand (CL) (Fill) 612.5 22.5, 22.5-30.5' clav, very stiff, SS 8
2*
18 37 23 20 17 brown, silty, some gravel (CL) (Fil
)
25' S3 9
2" 18 31 11 11 20 x
30-11 30.5-32.5' very sandy Cisv. brown, 18 18 60 9
23 37 hard, low plasticity, motst, trace 602.5 32.5 32.5-35' very silty Sand, brown, SS 2*
18 18 150 45 60 90
- }
i E very conse, nonplastic, moist (SM) 600.0 35"
- u a
.u,...
Service Water Duilding SW-7 2A-210-309 Revision 21 5/79 2164 302
BORING LOG uomoro= arum m o-toi 2., 2 Sw_7 8
PENETR ATION e
!! j j j j. j j, stas 3
.i : : :
g g:
s
.u...
.u o
a
{
g ea
- I : : r' 1
1
- ' ~ "*
SS 600.0 1s
/'
35-36.5' Sandy Clav, gray, hard,
/
2*
18 18 150 So 7o N
598.5
- 36. 5 2 1 w P asticity, motst, trace l
] gravel (C:.)
Bottom of hole at 36.5 feet 4i 45-1
]
l 6......6.,,.
a Servico Water Building sw-7 2Ar 210-3o9 Revision 21 5/79 2164 303
u BORING MICIR4D POWER PL%'T 7220-101 12 SW-8 a
S 5011 R 778 908 Mone Sersico Water Building r
un.
w.
~,
u m
m 2
3/17/79 3/18/79 Raymond International Acker Ace None 46.5' 15 /16" m
9 634.5 8.3/626.2 N.A.
M.A.
u
.am w.
140 lb. / 30 inches A. S. warshall g
PENETRATH:Me 1 I 1
Slows 3
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Drilled from grating at 634.5
- 1. Drilled wit.t revert af ter tan atrating concret.
- 2. Water loss at Mttom of concrete. Water in casing drop-ped to a:evatic:
5-619 when cen-crete was pen-e trated.
- 3. No signifi='
cant revert los observed.
102 620.0 14. 5~
15-4'-
14. 5 - 18. 5 ' concrete 2
Jrods fe1L to 12' un,Ler the14,,
616.0
- 17. 8,"
, a' cwn voicit 18.5-22' Sandy clav, brown, very SS soft. low plasticiev. wet (c!,) (rill) 2*
24 10 2
1 1/12 20 sanple) went to. 2' u tder I
and clean Sand, brown, very loose, "E *** * *** (
we. gnt oc roc s and hammer 612.5 22.
" 22-31' Very sandy clav, brown, Water to're ls
- s.
c 18 16 15 5
7 8
2 stiff, low plasticity, moist, cate Elevatic little gravel,some clean sand at 3/18 /79 619.0 Ss 22.5-30 feet (CL) (Fill)
.V20/79 626.2 2*
18 10 12 4
6 6
252 3
S3
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18 12 12 4
5 7
4 ss 5
2*
18 14 22 7
9 13 30.
603.5 31.
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5 hard, low plasticity, moist,"'
18 14 72 15 35 37
, ll 6
I trace gravel (MI,)
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599.5 35" n
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Service Water Building sw-g 24 210-310 Revision 21 2 1 6 4 3 0 4 '
B0 RING LOG Mromo -a rum 222a-1o1 2
2 Su-8 PENETRATION
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$99.5 35 SS 35-39' very silty Clav to clayey 2=
18 16 114 26 48 66 7
Silt with sand seams, crown, hard,
'. W plasticity, moist, trace gravel (CI.-ftL) 595.5 39-A J 39-46.5' very silty Sand, brown, f!
18 18 129 27 56 73 4 c _.
8 very dense, nonplastic, wet, some clean sand (SM, SP, SM-ML) 45' i 9
Clean Sand at 45.5-46 feet 18 16 130 26 29 101
$88.0 46.5 Total Depth = 46.5 feet
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Service water Building SW-8 2A-210-311 Revision 21 2164 305
BORING LOG momo pom,um 7220 101 1
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3 mud and recirc-55 18 18 17 4
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16 19 2
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6 6
gray, stiff, low plasticity, wet, some fine sand, trace medium sand 2
to fine gravel (CI.)(Fill) 0:
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S S,, 18 18 17 7
9 8
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8 10 8
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8 9
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2Ar210-312 Revision 21
$/79 2164 306
ma m....
B0 RING OG M2DLAND POWER PLANT 7220-101 1
=2 Fw.13
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s 5068 E 855 90*
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PENETRATION I i!,
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T 631.5
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8 14 2*
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4.5-7' Fine to coarse sand f,y3(
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2 5.5-5.7' clay lens, silty, brown, moist ss is 13 20 7
10 10 3
7 12' Hoist, trace fine sand 2
Drilling with ss 18 14 23 7
9 14 10 -
2 15/16* tri-2*
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ss 18 13 28 12 16 12 ing mud.
2*
15 2 55 18 12 17 8
11 6
6 2*
15.5-16.5' Loose ss 18 14 29 9
12 17 7
2*
2 ss is 15 40 10 17 23 20 19.5-20' Fine to medium sand only 2*
8, 20-30' Oense ss 18 15 50 16 25 25 2"
9 23-27' Trace clay 23-29.5' Little fine sand I
Ss 18 7
43 17 22 21 25 s
18 7
35 12 15 20 ss 18 18 51 17 25 26 30-2 g
30-32.5' very dense 29.5-35.6' Trace fine sand 18 18 43 24 22 21 J u 32.5-35.6' Dense 32-35.6' Trace fine gravel 598.5 35-#W.
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...m 2A-210-313 Revision 21 5/79
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s BORING LOG motuo men nm m e. tot 2.
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597.9 35.6 Split spoon re-boundina off obstruction at 15.6'. Hole abandoned and grouted.
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sw.13 Adjacent to Service water Building
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Revision 21 2h*2fo-Jte 5/79 2164 308
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SERVICE WATER PUMP STRUC -
SERVICE WATER Tune tvP1c^t szcrton STRUCTURE riount 81 aev. 6a
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- ' '.w ' M CONSUMERS POWER COMPANY SERVICE WATER PUMP STRUCTURE CONCRETE FLOOR PLAN @ EL.
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FIGURE 80 REV. 6R I
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