ML20012D340
| ML20012D340 | |
| Person / Time | |
|---|---|
| Site: | Vogtle  |
| Issue date: | 03/19/1990 |
| From: | Hairston W GEORGIA POWER CO. |
| To: | NRC OFFICE OF INFORMATION RESOURCES MANAGEMENT (IRM) |
| References | |
| ELV-01376, ELV-1376, NUDOCS 9003270208 | |
| Download: ML20012D340 (58) | |
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ELV-01376 0261 Docket Nos. 50-424 50-425 U. S. Nuclear Regulatory Commission ATTN: Document Control Desk Washington, D. C. 20555 Gentlemen:
V0GTLE ELECTRIC GENERATING PLANT SETTLEMENT MONITORING PROGRAM ADDITIONAL INFORMATION Shown below are our responses to the request for additional information on our settlement monitoring program as requested in the NRC letter dated November 21, 1989, from Mr. J. B. Hopkins to Mr. W. G. Hairston, Ill.
Also enclosed are 3 (three) copies of each Attachment referenced in our response.
Reonest 1(a)
Provide a detailed description of the surveying procedures used to relocate settlement markers including the details of quality control / quality assurance procedures. The staff is particularly interested in the methods and results of relocating markers from inside a structure to a location outside the structure.
Resoonse The current surveying procedures used by Plant Vogtle to monitor the settlement of major structures are outlined in Nuclear Operations procedure 84301-C. Prior to the issuance of this procedure in November 1989, construction specification X2AP01 section C10.1 governed the technical requirements of the settlement monitoring program. The relocation of a marker is addressed in C10.1.5.C 6.
This section states "the elevations of the relocated markers shall be established by a double run in both the forward and backward direction from the original markers using the standards for First-Order Class 2 leveling." An example of this process is shown on Attachment 1. This example shows the relocation of Marker 149 from the base slab of the Auxiliary Feedwater Pumphouse to the exterior wall.
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U. S. Nuclear Regulatory Commission ELV-01376 Paae Two Specification X2AP01 Section C10.1.2 specifies the quality standards required within the surveying procedures. This section states "first order and second order leveling shall be performed in accordance with accepted standard practice as described in NOAA Manual NOS NGS-3 or other accepted references. In case of conflict between the standard practices used and the requirements of this specification, the more restrictive of the two shall govern."
A copy of the construction specification X2AP01 Section C10.1 has been included l- in Attachment 2 and a copy of procedure 84301-C in Attachment 3.
Reouest 1(b)
State if, and how, the surveying procedures used in the settlement monitoring program at Vogtle meet the standards of professional surveying procedures
- accepted in the field of surveying.
l Resoonse Georgia Power procedure 84301-0 aection 3.4.1 and construction specification X2AP01 C10.1.2 require all settlenent markers to be surveyed to First-Order Class' 2 leveling as described in NOAA Manual NOS NGS-3 (Geodetic Leveling) or other accepted references. In case of a conflict between the standard practices used and the requirements of this procedure, the more restrictive of the two shall govern. These requirements assure Vogtle surveying procedures meet standard ' professional surveying procedures accepted in the field of surveying.
Reouest 2(a)
Provide a layout and longitudinal section of buried pipelines showing location of markers; areas where the pipes are embedded in soils; and area where they are routed through tunnels.
Response
Sketch SK-A-SMP-001 is enclosed, as part of Attachment 4, to show the layout of all. seismic Category I buried pipelines and the settlement markers in the area where the pipes enter a seismic Category 1 structure. The isometric drawings for these lines are also included in Attachment 4 to show the routing of these pipes.
Reouest 2(b)
Provide calculated and actual differential settlements experienced by buried pipes going from soil to Category 1 structures, and compare them with the allowable differential settlements.
Georgi $PonEi d - -
U. S. Nuclear Regulatory Commission
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ELV-01376 Paae Three Resoonse All Category I buried pipelines entering a structure have been reviewed to i compare the calculated and actual differential settlements with the allowable
- dif ferential settlements. This review was based on the settlement data issued in August 1989. The following is a list of assumptions used for this comparison:
o for conservatism, assume the pipe to have a settlement equal to zero. In other words, the differential settlement between the pipe and the structure will equal the total settlement of the structure from the date the pipe / support was installed.
o No differential settlement loads will be induced in the pipe supports whenever the pipe is embedded in concrete or grout. The system installation date will be based on the installation date of the exterior spools, o No differential settlement stresses will be induced in the pipe until the support has been installed. This occurs whenever the pipe
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penetrates a sleeve and movement is allowed. The system installation date will be based on the installation date of the closest support to the penetration.
The results of this comparison are shown in Attachment 5. Please note that for the purpose of this response, we have defined the " calculated differential settlement" as the design differential settlement shown in design criteria DC-1017 of the Vogtle Nuclear Plant Design Manual, the " actual differential settlement" as the settlement obtained from the surveying data of the settlement marker in the area where the pipes enter the seismic category 1 structures, and the " allowable differential settlement" as the maximum differential settlement of piping systems allowed by the ASME Code (reference calculations X4 CPS-0167 and X4 CPS-0168).
Settlements of the following structures were reviewed:
- 1) The diesel generator building
- 2) The diesel fuel oil storage tanks
- 3) The NSCW valvehouses
- 4) The tunnels interfacing with the NSCW towers
- 5) The buried pipes interfacing with these structures.
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Georgia Power d . -
U. S. Nuclear Regulatory Commission ELV-01376 Pace Four After compiling available data, computations were made for the overburden pressure at the center of the marl prior to the start of site excavation and at the end of backfill operations. The initial overburden pressure at the center
-of the marl was calculated to be 10.26 ksf, and the stress at the center of. the marl layer at the end of backfill placement was 11.56 ksf. The increase in stress was due to the compacted backfill unit weight or loads being heavier than the initial medium-dense naturally deposited soils. The corresponding recompression of the marl due to the 90 feet of backfill was estimated to be 1.95 inches.
Using the load history provided in Figure 13 of DC-1000C, the bearing pressures of the referenced structures were computed to determine the consolidation effects in the marl related to the imposed structural loads and the backfill.
Using the diesel generator building load condition and backfill weight beneath the foundation slab, a total compression of 1.84 inches was estimated for the marl layer. For this structure and loading condition, the weight of backfill alone (placed to the bottom of the foundation slab at El. 211 ft.) accounted for a full 90 percent of the imposed load on the marl. The final nine feet of backfill placed outside the building, and the weight of the structure itself accounted for the remaining 10 percent.
The effects of these two loading conditions, when computed for the mid-layer depth of the marl, were found to vary by only 1/2 percent. This explains the similar settlements computed for points which can be some distance apart, one point being under the center of the building and the other out in the fill.
Newmark's chart and other appropriate stress distribution influence diagrams were used in-order to test individual stress cases at a particular point. The difference in settlement (1.95" versus 1.84") denotes a differential settlement of only about 0.1 inch, and would fall within calculated differential settlement of 0.3 inches recorded in Table 7 of DC-1017.
The data displayed in Attachment 5 shows two cases in which the actual differential settlement slightly exceeds the allowable differential settlement.
Slightly exceeding the allowable settlement does not represent an overstressed condition because the method of calculating the actual differential settlement (assuming the pipe to have a settlement equal to zero) is proven to be overly
. conservative by the computations discussed above. These computations determined that the backfill encasir.g the pipes outside the structures and the building structures themselves have actually settled approximately the same magnitude, which is within the design criteria.
This information should address your questions raised during the inspection held at'the Vogtle Electric Generating Plant on September 26, 1989.
- Gborgi$Powerb -
U. S. Nuclear Regulatory Commission ELV-01376 -
Pace Five Should you have additional questions please inquire.
Sincerely, A).M . ((, 42.-
W. G. Hairston, III WGH,III/JLL/gm Attachments
.xc: Georoia Power Comoany Mr. C. K. McCoy (w/att. 1-3, 5)
Mr. G. Bockhold, Jr. (w/att. 1-5)
Mr. R. M. Odom-(w/att. 1-3, 5)
Mr.-P. D. Rushton (w/att. 1-3, 5)
NORMS (w/att. 1-5)
U. S. Nuclear Reaul'atory Commission Mr. S.-D. Ebneter, Regional Administrator (w/att. 1-3, 5)
=Mr. T. A. Reed, Licensing Project Manager, NRR Mr._ R. F. Aiello, Senior Resident Inspector, Vogtle-(w/att.1-3, 5)
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Attachment 1 Relocation of Marker 149 (APWPH Base Slab)--
To Marker 149-R (AFWPH Exterior Wall)
Present Elevation of Marker 149 on May 1, 1989 = 214.965 Forward Run = +6.0950 (Marker 149 to Marker 149-R)'
Backward Run = -6.0951 (Marker 149-R to Marker 149)
Compute the following corrections and add or subtract to both runs:
o Instrument Error o Temperature o Rods Used o Curvature and Refraction o Orthometric Comoutations Without Correction Elevation of Marker 149 (05/01/89) = 214.96500 Mean of both runs (using sign of forward run) = +6.09505 Final Elevation 221.06005 This Elevation, 221.060 is assigned to relocated Marker 149-R.
Note: This is not the elevation of the day of the= transfer, but an elevation-based on the last reading of the original marker.
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I '~ J ATTACHMENT 2 SPECIFICATION NO. X2AP01 SECTION C10.1 OBTAINING AND RECORDING FOUNDATION SETTLEMENT DATA
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C10.1, F.ev. 11 I J , ,,
CIVIL-STRUCTURAL CONSTRUCTION SPECIFICATION:
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FOR THE-GEORGIA PQWER COMPANY l
ALVIN W. V0GTLE PLANT UNITS 1 AND 2 BURKE COUNTY, GEORGIA SPECITICATION NO. X2AP01 DIVISION C10 SECTION NO. C10.1 OBTAINING AND RECORDING FOUNDATION SETTLEMENT DATA REVISION 11 March 22, 1988 PROJECT CLASS 62C N,
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BECHTEL POWER CORPORATION WESTERN POWER DIVISION NORWALK, CALIFORNIA Bechtel Western Power Corporation ENGINEERS - CONSTRUCTORS SAN S A ANCISCO LOS ANGELES
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CIVIL-STRUCTURAL ,
CONSTRUCTION SPECIFICATION F0E THE GEORGIA POWER COMPANY ;
ALVIN W.-V0GTLE PLANT
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UNITS 1 AND 2.
BURKE COUNTY, GEORGIA i
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SPECIFICATION NO. X2AP01 DIVISION C10 t SECTION No. C10.1 i
OBTAINING AND RECORDING FOUNDATION SETTLEMENT D4TA REVISION 11 March 22, 1988 t PROJECT CLASS 62C 1
si JOS NUMBER 9510 l
SECNTEL POWER CORPORATION NORWALK. CALIFORNI A A 10-18-84 rypr C G 445 (Paragraph C10.1.6A) ,
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11 A 9-21-79 Incorporate CSG No. 76 W '
1-23-79 Incorporata CSG No. 27 Paragrapbe C10.1.5, kN .P b A.3 acd 4 _ _
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C10.1, Rev. 11 C*)NTEhTS
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Page C10.1.1 PURPOSE 1
'C10.1.2 -QUALITY STANDARDS 1
_ C10.1.3 DRAWINGS 1 C10.1.4 REFERENCE ELEVATION MONUMENTS 4 C10.1.5 SETTLEMENT MARKERS 8 C10.1.6 RECORDING OF SETTLEMEhT DATA 9 C10.1.7 TRANSMITTAL OF SETTLEMENT DATA 13
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TABLE 1 MARKERS TO BE RELOCATED TO IMPROVE ACCESS 15
-TABLE 2 LIST OF MARKERS WHOSE READING FREQUENCY MAY BE REDUCED FROM ONE EVERY 60 DAYS TO ONCE EVERY 6 MONTHS 18
- SKETCH SK-2-C-111, REV. B. SCHEMATIC OF DEEP BENCHMARK N
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C10.1, Rev. 11
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C10.1.1 PURPOSE This section covers technical requirements for:
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- 1. Establishing permanent benchmarks, control monuments and settle-ment markers on major structures to record their settlement.
- 2. Taking periodic settlement readings at markers installed at
- , _ selected locations in major struc_tures.
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- 3. Recording settlement data to monitor the settlement of major structures.
4 Settlement data recorded by Georgia Power Company Construction for Bechtel Engineering.
C10.1.2 QUALITY STANDARDS A. GENERAL
- 1. Georgia Power Company shall control its activities to the extent applicable so that the quality of items and services furnished will meet the requirements of this specification and other contract documents.
- 2. First order and second order leveling shall be performed in accordance with accepted standard practice as described in NOAA Manual NOS NGS-3 or other accepted references. In case of conflict between the standard practices used and the requirements of this specification, the more restrictive of the two shall govern.
C10.1.3 DRAWINGS
- 1. Where reference to drawings is made in this specification the following drawings shall be used.
- 2. The Bechtel engineering drawings listed below are not attached to this specification but shall be considered to constitute part of this specification.
Drawing No. Title AX2D55V001 settlement Observation Markers Location and Detail AX2D55V002 settlement Observation Markers Record Table Sht 1 AX2D55V003 Settlement Observation Markers Record Table _
Sht 2 1
C10.1, R2v. 11 h
Drawina No. Title AX2D55V004 Settlement observation Markers Record Table Sht 3 AX2D55v005 settlement observation Markers Record Table Sht 4 AX2D55V006 Settlement Observation Markers Sht 1 Graph -
AX2D55V007 Settlement observation Markers Sht 2 Graph t
AX2D55V008 Settlement observation Markers Sht 3 Graph AX2D55V009 Settlement Observation Markers Sht 4 Graph AX2D55V010 Settlement Observation Markers Sht 5 Graph AX2D55V011 Settlement Observation Markers Sht 6 Graph AX2D55V012 settlement observation Markers Sht 7 Graph AX2D55V013 Settlement Observation Markers Sht 8 Graph AX2D55V014 Backfill Dewatering Observation AX2D55V015 Settlement Observation Markers Sht 5 Record Table-AX2D55V016 Settlement Observation Markers She 6 Record Table AX2D55V017 Settlement Observation Markers Sht 9 Graph AX2D55V018 Settlement Observation Markers She 10 Graph AX2D55V019 Settlement Observation Markers Sht 11 Graph AX2D55V020 Settlement Observation Markers Sht 12 Graph
C10.1. Rev. 11 ob ,
Drawina No. Title AX2D55V021 Settlement observation Markers Sht 7 Record Table AX2D55V022 Settlement observation Markers Sht 8 Record Table AX2D55V023. Settlement Observation Markers Sht 9
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Record' Table AX2D55V024 Settlement Observation Markers Sht 2A Graph AX2D55V025 Settlement Observation Markers Sht 3A Graph AX2D55V026 Settlement Observation Markers Sht SA Graph AX2D55V027 settlement Observation Markers Sht 6A Graph AX2D55V028 Settlement Observation Markers Sht 7A Graph AX2D55V029 Settlement Observation Markers Sht 1A Graph AX2D55V030 Settlement Observation Markers Sht 4A Graph AX2D55V031 Settlernent Observation Markers Sht 9A Graph AX2D55V032 Settlement Observation Markers Sht 10A Graph AX2D55V050 Settlement Summary Turbine Building - Unit 1 AX2D55V051 Settlement Summary Turbine Building - Unit 2 AX2D55V052 Settlement Summary Control Building - Sheet 1 AX2D55V053 Settlement Summary Control Building - Sheet 2 AX2D55V054 Settlement Summary Containment Building - Unit 1 AX2D55V055 Settlement Summary Containment Building - Unit 2 3
C10.1, Rev. 11 i ,
Drawina No. Title AX2D55V056 Settlement Summary Fuel Handling Building - Sheet 1 AX2D55V057 Settlement Summary Fuel Handling Building - Sheet 2
.. AX2D55V058 Settlement Summary Auxiliary
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Building - Sheet 1 AX2D55V059 Settlement Summary Auxiliary Building - Sheet 2 AX2D55V060 Settlement Summary NSCW Tower lA AX2D55V061 Settlement Summary NSCW Tower IB AX2D55V062 settlement Summary NSCW Tower 2A AX2D55V063 Settlement Summary NSCW Tower 2B The exact locations of the settlement observation markers shown on drawing AX2D55V001 are previded on the f orming drawings f or the individual structures.
C10.1.4 REFERENCE El.EVATION MONUMENTS A.. PERMANENT BENCHMARKS
- 1. General
- a. Construction, with the aid of Engineering, shall set and maintain a minimum of two permanent benchmarks within the property of the plant site. These permanent benchmarks shall be similar to those set by Goldberg, Zoino.
Dunniclif f and Associates (formerly Soil and Rock Instrumentation) in 1974 and 1978. Unless otherwise directed by Engineering the deep benchmarks set by Goldberg, Zoino, Dunniclif f and Associates (GZD) shall serve as the permanent benchmarks,
- b. Permanent benchmarks shall be located near the struc-tures for convenient access, but a sufficient distance away so that they are outside the influence of founda-tion settlements, and construction activities. This distance shall be approved by Engineering.
- c. The elevation of the benchmarks shall be set from the nearest permanent benchmark established or accepted by the USGS, USC&GS or other nationally acceptable surveying standard or agency. These benchmarks shall be other than the GZD benchmarks.
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C10.1, Rov. 11 d.- Each benchmark shall be protected by four 4-inch steel pipe guard posts filled with concrete and painted yellow.
- e. Periodic elevation checks against the USGS or USC&GS permanent benchmarks shall be made at 6-month intervals throughout the duration of the monitoring program.
-_ f. The existing GZD benchmarks are located at N80+00. E50+00 and N80+00, E139+00. -
- g. The annular space between the invar rod and the 1 inch diameter pipe shall be kept filled with oil. SAE 80 oil, transformer oil or other light grade oil shall be used.
- 2. Description of Deen Benchmarks Each deep benchmark shall include a steel benchmark tip, installed approximately 20 feet into the marl and grouted in position with a cement grout. Three-eighths inch riser pipe shall extend f rom the tip to a point approximately 10 f eet below-ground surface. At this level a conversion shall be made to low thermal coefficient invar steel rod. The upper end of the invar steel shall be approximately-1 foot above ground surface. A 1 inch black steel pipe protective sleeve shall be installed over the riser pipe. This protective sleeve is not attached to the benchmark tip or riser. pipe and therefore isolates the riser pipe from lateral friction forces. A removable protective-cap shall be placed over the invar steel rod as surface protection. Reference SK-2-C-lli.
- 3. -Installation Procedure The installation procedure is outlined below:
a.' Advance NW (3 inch) flush joint casing to approximately 5 feet into the stif f clay marl stratum.
- b. Advance the borehole using an NW tri-cone roller bit to the design location (approximately 20 feet) in the marl.
Flush the hole with clean water until the return water is clear.
- c. Remove the drill rods and determine the exact depth of the borehole.
- d. Lower the rebar anchor, adding lengths of 3/8-inch steel riser pipe as necessary, heavily greasing the outside of all 3/8-inch pipe couplings and tightening all couplings wrench tight. When the benchmark tip is 10 feet above the bottom of the borehole, and the 3/8-inch steel pipe has reached the surface, convert from the pipe to 1/4 inch invar steel rod and lower the tip until it rests on the bottom of the borehole.
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C10.1, Rev. 11 e.
- e. Slide the 1-inch pipe over the 3/8-inch riser pipe, adding lengths as necessary, until it comes to rest on the top of the rebar anchor.
i f. Lower the polyethylene grout tube to the bottom of the hole, keeping track of lengths. Pull the 1-inch pipe up 15 f eet and hold in place at ground surf ace. Mix 2 bass of cement into 12 gr.llons of clean water and pump
-.- 5 gallons of the mix through=the grout tube to fill
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approximately 14 feet of annular space between uncased
- hole and rebar anchor.' Withdraw the grout tube 20 feet and wash out. Leave to set overnight,
- g. Lower the 1-inch pipe to rest on the hardened cement grout, adding more lengths as necessary.
Pump a bentonite slurry, approximately 50 pounds bentonite to 45 gallons water, until undiluted return is noted at the surface.
- i. Pull all_ drill casing.
- j. Pull the 1-inch pipe until the bottom is between 5 and 8 feet above the top of the rebar anchor, and clamp in Place at the ground surface.
- k. Regrout with bentonite slurry to fill the hole, with-drawing the grout tube.
- 1. Attach anchor plate, top 12-inch long length of 1-inch pipe, survey tip and 1-inch pipe cap. Add cement grout around 1-inch pipe at top of hole to prevent lateral movement as necessary. Benchmark can now be.used by disconnecting the 1-inch pipe at the first coupling (not the cap).
4 Procedure to Establish Permanent Benchmark Elevations by Second Order Leveling
- a. The maximum limit of the sights shall 'oe 300 feet in length,
- b. Backsight and foresight distances shall be approxi-mately equal.
- c. Rod readin6s shall be to the nearest .001 of a foot.
- d. Turning points shall be on a metal p4.n, plate, or well defined points of solid objects.
- e. A complete elevation traverse closing at the starting I f.
point shall be made. The maximum permissible error in f eet will be 1 0035 ( Vdistance in miles ).
Reference Paragraph C10.1.2.A.C. ,
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C10.1, RGv. 11 i - ,
- 3. CONTROL MONUMENTS .
- 1. General <
- a. Cgntrol monuments are reference points of known elevation set by Construction throughout the plant site.
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- b. Selection of control monument locations will be made by Construction and with the Approval of Bechtel Engineering
- 4 -
~ af ter a study of the plant general arrangement drawings
- so that the monuments will not be subjected to disturbances.
- c. The elevations for control monuments shall be estab-lished from permanent benchmarks. Periodic elevation checks against the established benchmark shall be made at a maximum of 6-month intervals or when taking level readings of settlement markers at- required survey intervals. Control monuments with excessive (>.02 foot) movement shall be replaced in order to continue accurate '
evaluation of foundation settlement.
- d. Control monuments shall consist of concrete placed in a 6 to 8-inch diameter hole 4 feet deep. A brass cap shall be embedded in the top of the concrete.
- e. Control monuments which are destroyed or become inaccessible shall be replaced.
- f. Each control monument shall be protected by four 4-inch steel pipe guard posts filled with concrete and painted yellow.
- 2. Procedure to Establish Control Monument Elevations by First Order Leveling
- a. The maximum limit of the sights shall-be 300 feet in
, length.
- 1
- b. Backsight and foresight distances shall be apprcximately equal.
l.
- c. Rod readings shall be to the nearest .001 of a foot.
- d. Turning points shall be on a metal pin, plate, or well defined points of solid objects.
- e. A complete elevation traverse closing at the starting point shall be made. The maximum permissible error in feet will be 3 0.017 (Vdistance in miled. l= 11
- f. Reference Paragraph C10.1.2.A,2.
6 7
C10.1, Rev. 11 C10.1.5 SETTLEMENT MARKERS A. TYPES OF SETTLEMENT MARKERS
! 1. Settlement markers shall be placed on the columns of struc-tures, set in structure foundations or other places as shown on the drawings.
-- 2.- Settlement markers attached to concrete and steel columns
~} shall be located approximately~2 feet above the ground floor.
- 3. On steel columns the markers shall be a 1-inch round by 2-1/2-inch long steel rod or equivalent, welded to the column. The markers shall be bent up to provide a point placement for the level rod.
- 4. On' concrete columns and walls the markers shall be a 1-inch round concrete anchor projecting 2-1/2-inches from the surface.
S. Settlement markers located in foundation slabs shall be recessed as shown on the drawings.
- 6. Settlement markers shall be located on the turbine-generator pedestal deck for checking for compliance with deflection criteria provided by the machine manufacturer. These markers shall be recessed as shown on the drawings. Reference Bechtel (SCS) Drawings IX2D510001,1XID51C002,1X2D51C004, 2X2D51C001, 2X2D51C002, 1X2D51C004 B. SETTLEMENT MARKER LOCATION
- 1. The structures for observation shall include the turbine-generator pedestal, containment structure, auxiliary struc-ture, and other selected major. structures as shown on the drawings.
- 2. The columns to be observed for settlement shall include all the turbine-generator pedestal columns and a portion of the columns of the other structures as shown on the drawings.
Settlement markers located on the turbine-generator pedestal deck shall be located as shown on drawings (Reference C10.1.5A6).
- 3. Each settlement marker shall be assigned a specific number.
The numbering for a particular structure shall be in sequence wherever possible and as shown on drawing since this will f acilitate the reading and recording of settlement data.
4 Settlement markers set'in foundation slabs near columns shall be placed within 18 inches of the columns identified on the drawings.
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C10.1, Rev. 11 y ..
- 5. Settlement markers shall be arranged on a structure or - i foundation so that a transverse or longitudinal settlement profile of the structure can be derived from the individual l markers, wherever possible.
1 g 6. The location drawing for the settlement observation markers L and the settlement record table drawing are for recording of I. data by construction.
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.] C. SETTLEMENT MRKER INSTAL 1ATION
- 1. Construction shall install settlement markers shown on the location drawing as soon ast
- a. Steel columns are erected.
- b. Forms are stripped from concrete columns, walls and foundations.
- c. As noted on location drawing.
- 2. Settlement marker numbers shall be stenciled or otherwise clearly marked on a flat surface adjacent to the marker.
- 3. Construction shall locate the settlement markers, so that a clear line of sight is available from centralized instrument stations, wherever possible.
- 4. Using the settlement marker location drawing and the. plant gene;al arrangement drawings the locations for the instru-ment stations shall be established. The scheme with the least number of stations shall be selected to minimize time spent for instrument handling and the recording of settlement data.
- 5. Any marker which is destroyed or becomes inaccessible shall be immediately replaced as near as possible to the original location and elevation. Construction will tie the elevation of a replaced or relocated marker to.that of the old marker, if possible. An adjusted initial elevation shall be estab-lished for the new marker so that an uninterrupted settle- g ment observation of the marker can be maintained.
6.- In addition to markers which become inaccessible or are accidently destroyed, the 96 markers listed in Table 1 may be moved from their original locations to new engineering -
approved locations which provide more convenient access. In 11 each case a new marker chall be installed at the new location. The original markers shall remain in place and shall be available should future readings be requested. The elevations of the relocated markers shall be established by a double run in both the forward and backward direction from the original markers using the standards for first - order Class II Leveling (Paragraph 10.1.4,B,2) 9
C10.1, Rev. 11 i: ..
C10.1.6 RECORDING OF SETTLEMENT DATA A. DATA COLLEC1ED BY CONSTRUCTION
- 1. A complete set of field notes shall be kept and maintained-for the followingt
- a. Descriptive location of settlement markers.
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- b. Records of settlement data each time a survey is made.
- c. Relocation of settlement markers.
- d. Location and elevation of bench marks and control monuments.
- 2. After installing the settlement markers Construction shall record the initial elevations and date as soon as possible.
Elevations and settlement readings shall be recorded to the nearest 0.001 of a f oot. First order leveling procedures shall be followed (C10.1.4B). The initial elevations for each marker shall be obtained by averaging readings taken from a first order run (double run, double scale). Readings shall be completed within a two day period.
- 3. When taking level readings, the reference elevation shall be taken from the control monuments established throughout the jobsite. Before taking level readings, the control monuments shall be checked as outlined in Section 10.1.4.B.l.c. Level runs shall depart and close on the same control monument.
- 4. After the initial settlement marker elevation is established.
surveys shall be scheduled at a maximum of 60-day intervals during the construction period. Any deviations of the survey interval shall be approved by the Bechtel Project Civil-Engineering Group Supervisor.
- 5. The f requency of surveys f or structures af ter construction is completed shall be as follows:
- a. For All Structures
- 1. Every 60 days through the first year following issuance of an operating license for Unit 2.
- 2. Subsequent reading frequency to be based on a review of settlement data.
- 3. Subsequent to October 20, 1987 the 58 markers shown in Table 2 may be read' at a minimum f requency of once in every 6 month period. Pairs of markers on 1; adjacent structures used in determining differentials and all markers within a single structure shall be read as close as is practical to the same time.
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C10.1, Rev. 11
- b. Additional Requirements for Tanks and NSCW Cooling Towers
- 1. At the completion of tank installation, with the tank empty, just prior to hydrostatic testing of the tank.
- 2. At hydrostatic testing of the tank, with the tank T filled.
Itsediately af ter the hydrostatic testing, with the
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3.
tank empty. -
- 4. At the completion of filling the tank for plant operation,
- c. Unscheduled Readings '
- 1. Settlement observations shall be made immediately following any of the following events: earthquake event equal to or exceeding a free-field acceleration of 1/2 OBE (.06g), groundwater level it. the power block area drops more than 10 feet below the reference groundwater level in more than one observation well monitoring the backfill, tornado or other winds with maximum wind speed in excess of 110 mph, standard project flood.
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- 6. Readings for Markers 107-118, 207-218, 301, M-1, M-2, M-4, M-6 and l'-90 (except Markers 5, 14, 20, 26, 32, 40, 48, 54, 63, 72, 81, 87) may be discontinued as of 3-1-84 Readings for markers 308, 310, 423-1, 423-1B may be discontinued as of 11 i 10-20-87. Discontinued markers shall be maintained for future use.
'B. DATA RECORDED BY CONSTRUCTION FOR ENGINEERING
- 1. Civil / Structural Engineering shall prepare drawings desig- i nated as the Settlement Observation Markers Location and L Details and Settlement Record Table. Construction shall use
! prints of the Settlement Observation Markers Record Table drawings to record and transmit data to Civil / Structural l Engineering for recording on original. drawings. The Settle-H ment Observation Markers Record Table shall include the L following:
- a. A column with lines for all the settlement markers with spare lines for relocated and additional markers,
- b. A column identifying the structure where the marker is located.
1'
- c. Two columns for the initial elevations; the first to record the date of the reading and the second to record the elevation.
- d. The other columns are for subsequent surveys. Elevations l shall be recorded for each marker with a space at the top of each column fer the survey date, 11 i
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-f C10.1, Rev. 11 o .
- e. Computer output clearly presenting the required data may be provided in lieu of marked up record tables.
- 2. Settlement data received from Construction shall be recorded on the original Settlement Record Table drawings by Engineering.
- 3. For a relocated marker, an asterisk shall bc placed beside the
~~ marker number to indicate that the marker was replaced. The initial observation date and efevation shall be crossed out and replaced with the new adjusted initial elevation and date submitted by Construction. This will provide a continuous settlement observation of the marker located on the column, wall or slab.
- 4. If settlement data is not available for settlement at markers shown on the location drawings, the following shall be recorded.
a.. NI (for marker not installed' I
- b. NS (for no settlement)
- c. NA (for data not available)
- d. Other symbols or legend can be added to drawings as
- required.
I
- e. Blank spaces and spaces marked NA shall not be left in the Table for a marker number without a clear explana- l tion for omitting settlement information.
- 5. GPC field survey shall monitor differential settlement at '
structure' interfaces where piping has been permanently installed. GPC field mechanical engineering shall provide Engineering and the survey settlement supervisor the date at which piping has been permanently installed at each interface. GPC construction shall notify Engineering immediately if the dif ferential settlement attains or exceeds 75 percent of the amount used in design at an interface subsequent to permanent installation of piping.
C. ANALYSIS OF SETTLEMENT BY ENGINEERING
- 1. Settlement Graphs
- a. . From the Settlement Record Table Drawings, Civil /
Structural-Engineering shall prepare settlement graphs which will indicate settlement versus time,
- b. The total settlement for each settlement marker shall be plotted on a graph each time survey information is received from Construction. A unif orm scale shall be used for all structures. This will enable engineering to read relative settlement of various structures at various stages of construction.
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C10.1, R3v. 11 -
- c. The horizontal axis shall show the time of settlement in '
days. '
- d. .The vertical axis shall show the total settlement in '
tenths of a foot.
- e. Two settlement curves may be drawn on each graph with adequate clarity. If required settlement curves for all t
.__ settlement markers on one_line of structure may be drawn '
on- the same graph, so that relative settlements f rom one r
marker to the other can be~ compared. This will show unequal settlement, tilting and-uplift.
- f. The graphs shall be aligned both horizontally and vertically to each other. Survey dates shall be recorded at the top of the graph to correspond to the data points
- on the curve. The horizontal scale for time in days shall be shown at the bottom of the sheet. The vertical 1 scale for settlement in tenths of feet shall'be shown on the left side of each graph.
- g. A vertical line shall be placed on each graph and identified to represent when the loading of major equipment occurred or when the hydro testing of equipment such as the boiler has taken place and duration. Major concrete pours, unusually heavy rainf all, snow, flooding and other adverse environmental factors shall be similarly marked to enable Engineering to monitor structure behavior at such occasions. Dates of the above shall be supplied by Construction to Engineering.
- 2. Data Evaluation
- a. Engineering shall review the settlement graphs each time settlement data is plotted.
- b. The recorded settlement of each marker shall be com-pared to the maximum estimated total settlement at that location. Differential settlement between adjacent markers shall be compared to the maximuc estimated differential settlement at trae corresponding location.
D. DATA TO BE RECORDED AFTER CONSTRUCTION IS COMPLETED 1.- At the completion of construction the settlement monitoring and evaluation program will be turned over to Georgia Power Company for continuation.
C10.1.7 TRANSMITTAL OF SETTLEMENT DATA A. TRANSMITTAL BY CONSTRUCTION
- 1. Construction shall transmit the settlement data to Bechtel Engineering within 15 days after completion of survey measurements for settlement data at the survey interval specified in Section 10.1.6.A.4 13
.a .
C10.1, Rev. 11
- 2. Two ~ full size prints of recorded data or two copies of 1 computer printout are to be accompanied by a letter of l transmittal, and shall be forwarded as follows:
- a. Drawings and data, with the original and one copy of the i transmittal letter, are to be sent to: I a Bechtel Power Corporation 17 1 Bechtel Western Power company P.O. Box 60860 Terminal.Annen -
Los Angeles, California 90060 Attention: A. Sanders, Project Engineer i
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_ _ - - - - - . - - - - - - - - - - - _ - _ _ - - _ _ - - - - - - - - , _ - - - - - _ - - , - - - - -_. " - 4
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C10.1, Rev. 11 o _.
TABLE 1 MARKERS TO BE RELOCATED TO INTROVE ACCESS Marker No.- Location - Unit 1 100 Turbine Building (Non Category 1) 101
_ 102 -
..'~ 103 104 105-106-164 Main Steam Tunnel (Non Category 1)
- 165-166 167 168 157 ;Radweste Transfer Building (Non Category 1) 159 Radweste Solidification Building (Non Category 1) 160 161 121 Control Building 122 162 169 223 423-1A 172 Cat 1 Tunnel 126 Fuel Handling Building 127 151 229 257 128 Auxiliary Building 133
'134 136 233 234 2351 3
15
C10.1, R3v. 11 TABLE 1 (Continued)
MARKIRS TO BE RELOCATED TO IMPROVE ACCESS (CONTINUED) y Marker No. Location - Unit 1
- 149 Auxiliary Teedwater Pumphouse
-_ 150 - ,_
. 145' Diesel Tuel 011 Storage Tank Pumphouse 146 199' 1000 153 NSCW Valve Houses 1001 1003 1004 129 Diesel Generater Building 130 131 132 123 Containment 124 125 Marker No. Location - Unit 2 200 Turbine Building (Non Category 1) 201 202 203 204 205
.206 203 264 Main Steam Tunnel (Non Category 1) 265 267 283 222 Control Building 224' 266 423-2 l
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C1001, Revo la j v
TABLE 1 (Continued) i b
MARKERS TO BE RELOCATED TO IMPROVE ACCESS (CONTINUED) l Marker No. Location - Unit
- f 270 Category 1 Tunnels -
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228 Tuel Bandling Building 230 !
258 231 Auxiliary Building 232 ,
237 l 238
! 284 t-247 Auxiliary Teodwater Pumphouse '
248 i
253 Diesel Tuel Oil Storage Tank Pumphouse 254 295 296 260 NSCW Valvehouses 297 299 .
2000- ,
249 Diesel Generator Building 250 251 -
252 225 Containment Building 226 227
, 426 I 427 1
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! C10.1 Rev. 11 !
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- j. TABLE 2 l
! l LIST OF MARKERS WHOSE READING FREQUENCY VILL BE l REDUCED FROM ONCE EVERY 60 DAYS TO ONCE EVERY 6 MONTES Marker No. Leestion - Unit 1
- ,, 1
. 100 Turbine Building (Non Category'1)
- - 101 '
l- 102 103 104 ;
105 ,
- j. 106 '
L' 163 164 165 Main Steam Tunnel (Non Category 1) ,
166
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p 167 ;
168 159 Radweste Solidification Building (Non Category 1) 160 f 161 j 119 Control Building ;
120 t
. 121 .
169 1 170 -
220 ;
420-1 423-1A >
137 Category 1 Tunnels !
171 i 172 173 174 175 176 177 184 191 196 ,
198 t
i <
18
C10.1, R v. 11 TABLE 2 (Continued)
LIST OF MARKERS WHOSE READING FREQUENCY WILL BE REDUCED F1l0M ONCE EVERY 60 DAYS TO ONCE EVERY 6 MONTES (CONTINUED)
Marker No. Location - Unit 1 Containment Unit 1
.J ] 124 ;
149 Auxiliary Feedwater Pumphouse a 150 ;
129 Diesel Generator Building !
130 131 .
132 l 145 Diesel fuel 011 Storage t 146 199 '
1000 143 Category 1 Tanks 144 147 .
148 138 NSCW Cooling Tower #
152 4 Valvehouse 1001 !
1002 -
Marker No. Location - Unit 2 202 Turbine Building (Non Category 1) -
206 420-2 Control Building t
i 19
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i X2AP01 C10.1 Rev. I 1
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a ATTACHMENT 3 e
PROCEDURE NO. 84301-C MONITORING SETTLEMENT OF MAJOR STRUCTURES .
a t
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"'. Proc 90ure No, Vogtle Electr6c Generating Plant A '
/ - f I NUCLEAR OPERATIONS 0 pey,fon naf
! 0 vhole9 unn CC=oN Georgia Power e.o. ~o- !
1 of 22 MONITORING SETTLEMENT OF MAJOR STRUCTURES !
1.0 PURPOSE To provide a method for monitoring the settlement of marxers installed at selected locations in major ;
structures.
2.0 PRECAUTIONS AND LIMITATIONS 2.1 RADIATION PRECAUTIONS Observe Radiation Protection Procedures and obtain a Radiation Work Permit when required.
2.2 SAFETY PRECAUTIONS i Observe safety rules contained in Georgia Power Company, SAFETY, Section "0".
3.0 PREREQUISITES OR INITIAL CONDITIONS 3.1 FREQUENCY 3.1.1 Settlement markers will be surveyed every 60 days,-
unless noted otherwise. in Apaendix A, through the first year following issuance of tae operating license for Unit 2. Markers surveyed on a 60-day cycle are listed in Appendix B.
3.1.2 At the end of the period stated in Step 3.1.1., Georgia Power Company may propose a reduction in the frequency and number of markers monitored.
3.1.2.1 To justify any reduction in markers, a brief technical report with supporting settlement data, graphical plots, and an evaluation of the settlement effects for each marker must be performed and submitted to the Nuclear Regulatory Commission, woo e m
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PMoCEou E No, MEVISloN i
PAGE No, VEGP -84301-C 0 2 of 22 3.1.3 Settlement markers will be surveyed immediately upon any of the following cccurrences:
j
- a. An earthquake event equal to or exceeding a free-field acceleration of 1/2 Operating Basis 1 Earthquake (.06g).
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- b. The groundwater level in the power block area '
drops more than 10 feet below the reference :
groundwater level in more than one observation )
well monitoring the backfill. I
- c. Following an extreme envitonmental event (tornado, maj or flood, etc. ) .
3.2 TEST EQUIPMENT [
3.2.1 The following type of equipment shall be used in performing the monitoring: ,
- a. Wild N3 Precision Level with 0.02 foot range micrometer and tripod or equivalent.
- b. A pair of Wild leveling staffs (or equivalent) 10 feet in length with a high scale and a low scale on each face shall be used with the exception of l structures having insufficient clearance to utilize -
them. These staffs are of a one-piece design and ,
have a known constant of 10.509 feet between the high and low scales. A reading strip of Invar low l
thermal coefficient steel is attached to the face of each staff and is divided into 0.02 feet l increments for each scale.
l c. A pair of Wild leveling staffs (or equivalent) 6 L feet in length with a high scale and a low scale .
on each face shall be used on structures having L
insufficient clearance to utilize the 10 feet staffs. These staffs are of a one-piece design and have a known constant of 10.509 feet between the high and low scales. A reading strip of Invar I- low thermal coefficient steel is attached to the face of each staff and is divided into 0.02 feet increments for each scale,
- d. K. & E. industrial short staffs (or ecuivalent) of an appropriate length will be utilizec, when insufficient clearance within a structure prevent use of the Wild leveling staffs. These short staffs (scales) are graduated in increments of 0.1 inch.
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s 9' PROCEDURE No. MEVISloN
' ' PAGE No. i VEGP - - 84301-C 0 3 of 22 1
- e. Turning plates
- f. Flashlight (when required)
- g. Level Forms
. h. Tripod Stabilizing device
- 1. Three radios (when required)
- j. Hard hat for each member
- k. Dosimetry equipment (when required)
- 1. Matched spacers (when required)
- m. A calibrated 100 foot sesel surveying tape graduated in 0.01 foot increments, with a 10 pound weight attachable to the bottom of the tape (when required).
3.3 SURVEY LEVEL BOOKS 3.3.1 Level Books shall be maintained for the structures being surveyed. The level books shall have the following titles: .
- a. Elevation Checks of Settlement Markers Vogtle Electric Generating Plant i
I Control Building - Units 1 & 2 Fuel Handling Building - Units 1 & 2.
- b. Elevation Checks of Settlement Markers Vogtle Electric Generating Plant Turbine Building - Units 1 & 2.
- c. Elevation Checks of Settlement Markers Vogtle Electric Generating Plant Auxiliary Building - Units 1 & 2 Radwaste Transfer Building.
d.' Elevation Checks of Settlement Marks Vogtle Electric Generating Plant Nuclear Service Cooling Water Towers - Unit 1.
- e. Elevation Checks of Settlement Markers '
Vogtle Electric Generating Plant Nuclear Service Cooling Water Towers - Unit 2.
f.
Elevation Checks of Settlement Markers Vogtle Electric Generating Plant Refueling Water Storage Tank - Units 1 & 2 Reactor Make-Up Water Storage Tank - Units 1 & 2.
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1 PMoCEDURE No. LEVISloN 7 AGE No.
VEGP ,
84301-C 0 4 of 22
- g. Elevation Checks of Settlement Markers Vogtle Electric Generating Plant Diesel Generator Building - Units 1 & 2 Diesel Fuel Oil Storage Building - Units 1 & 2.
-~
- h. Elevation Checks of_ Settlement Markers !
- Vogtle Electric Generating Plant !
Auxiliary Feedwater Pump House - Units 1 & 2 Condensate Storage Tank - Units 1 & 2 {
Radwaste Solidification Building, j
- 1. '
Elevation Checks of Settlement Markers Vogtle Electric Generating Plant Containment Building - Units 1 & 2.
NOTE i
All or parts of some level books listed above will not be used until Unit 2 is operational. .
3.4 SURVEY LEVEL PREREQUISITES
, 3.4.1 All settlement markers shall be surveyed to First-Order class 2 leveling as described in NOAA Manual NOS NGS-3 or other accepted references (See Step 3.5.1). -
3.4.2 The level will be allowed to acclimatize a minimum'of 15 minutes before starting to observe.
3.4.3 The level will be pegged daily before use to determine '
the collimation error of the instrument. The instrument shall be adjusted when collimation error exceeds 0.005 feet /100 feet, plus-minus.
l 3.4.4 An umbrella shall be used to shade the instrument and tripod in sunny weather.
3.4.5 In order to minimize refraction errors, running of the level circuit shall begin no earlier than 1 1/2 hours after sunrise and end no later than 1/2 hour before sunset. This instruction shall be waived when leveling within the controlled environment of a structure.
3.5 QUALITY STANDARDS 3.5.1 First Order Leveling shall be performed in accordance with accepted standard practice as described in NOAA Manual NOS NGS-3 or other accepted references. In case of conflict between the standard aractices used and the requirements of this procedure, cae more restrictive of the two shall govern,
?C3445
PMoCEDIEE No. REVISiofd PAGE No.
IEGP , 84301-C 0 5 of 22 P
4.0 MAIN BODY 4.1 PERMANENT BENCHMARKS 4.1.1 There are two permanent benchmarks located near the :
~~ structures for convenient access, but are a sufficient distance away so that they are outside the influence of foundation settlements. -
1 4.1.1.1 The two permanent benchmarks are located at N80+00, E50+00 and N80+00, E139+00, 4.2 CONTROL MONUMENTS 4.2.1 Control monuments are reference points of known elevation set throughout the plant site, ,
4.2.2 The elevations for control monuments are established from permanent benchmarks. Periodic elevation checks against the established benchmark shall be made at a maximum of 6-month intervals or when taking level readings of settlement markers at required survey intervals. Control monuments with excessive ( 0.02 foot) movement shall be replaced in order to continue accurate evaluation of foundation settlement.
4.2.3 Control monuments which are destroyed or become inaccessible shall be replaced.
4.2.4 Procedure to establish Control Monument Elevations upon need of replacement and when performing periodic checks:
t a. Elevation shall be established by First Order
) Leveling,
- b. The maximum limit of the sights shall be 197 feet in length,
- c. Backsight and foresight distances shall be approximately equal.
- d. Rod readings shall be to the nearest 0.0001 of a foot.
1
- e. A complete elevation traverse closing at the starting point shall be made. The maximum permissible error in feet will be plus or minus (0.0168 x the square root of the distance in miles),
- f. Reference Step 3.5.1.
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- i PRoCEDUmE No. KEYi$loN
" P AG E No'.
EGP 84301-C 0 6 of 22 i
4.3- SETTLEMENT MARKERS :
4.3.1 Settlement markers are placed on the columns of structures, set in structure foundations, or other
__ places as shown on the appropriate forming drawings.
_ 4.3.2 Each settlement marker is assigned a specific number and the number is stencilled on a flat surface adjacent to the marker. ,
4.3.3 settlement markers are arranged on the structure or foundation so that a transverse or longitudinal settlement profile of the structure can be derived from the individual markers.
4.3.4 Settlement markers that have been relocated are listed with a suffix 'R'. !
4.3.5 Any settlement marker which is destroyed or becomes inaccessible shall be immediately replaced as near as possible to the original location and elevation. If possible, tie the elevation of a replaced or relocated marker to that of the old marker. An adjusted initial elevation shall be established for the new marker so that an uninterrupted settlement observation of the marker can be obtained.
4.4 ORDER OF SURVEYING 4.4.1 All settlement markers on drawings AX2D55V001 and '
AX2D55V014 shall be surveyed except markers:
- a. 107-118, 207-218, 301, M-1, M-2, M-4, M-6,
- b. 1-90 (except markers 5, 14, 20, 26, 32, 40, 48, 54, 63, 72, 81, 87).
4.4.2 If a structure's settlement markers are inaccessible due to equipment in the way or excess radiation, contact _ Manager - Technical Support or designee for decision on what action to take. -
4.4.3 The survey markers may be surveyed in any order.
4.5 SURVEY LEVEL PROCEDURE 4.5.1 The level shall be stationed approximately half way between turning points. Maximum imbalance shall be limited to 16.5 feet per set-up and 33 feet per section or loop.
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PRoCEDU2E No. AEVISloN GAGE No VEGP 84301-C 0 7 of 22 4.5.2 Sight distance shall be limited to a maximum of 197 feet. The sight distances will be reduced as atmospheric conditions warrant.
4.5.3 Differences in elevation between turning points shall
__ not exceed 6 feet. This. instruction shall be waived
~~
when leveling within the controlled environment of a structure, or when chaining up or down is required to reach different elevations of a structure.
4.5.4 Readings below 1.6 feet above ground will not be permitted on the center cross hair. This instruction shall be waived when leveling within the controlled environment of a structure.
4.5.5 Sight distances will be determined by reading half-stadia on the staff, except for distances of 8 feet or less, which shall be measured with a tape.
4.5.6 The split bubble shall be in coincidence at the time the staff is read. i 4.5.7 The observation sequence shall.be (1) back-sight-low scale (2) backsight-low stadia hair (3) foresight-low scale (4) foresight-low stadia hair. If balance is within tolerance, continue reading (5) foresight-high scale (6) backsight-high scale.
4.5.8 A constant of 10.509 feet exists between the high and low scales on the leveling staffs (if Wild leveling staffs are used). If backsight or foresight readings exceed this constant by more than 0.001 feet, plus-minus, reread the sequence with the exception of the stadia hairs.
4.5.9 The difference in elevation between the high scale l readings and the low scale readings should agree within 0.001 feet, plus-minus. If not, reread the sequence with the exception of the stadia hairs. '
4.5.10 If a settlement marker, tape or scale is direct read, add the constant of 10.509 feet to what would be the backsight or foresight high scale reading to ensure continuity of the field survey notes.
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6 P#ocEDU- E No LEVIStoN PAGE No
, VEGP 84301-C 0 8 of 22 4.6 TURNING POINTS I 4.6.1 Appropriate turning points shall be set solidly for the ground conditions encountered, with turning plates Seing used on solid ground or paved surfaces, and ,
turning pins being driven in soft ground.
~~
_ 4.6.2 Existing features such as spikes in railroads, rocks, etc. shall be avoided. {
4.7 USING LEVELING STAFFS, SCALES, AND TAPES 4.7.1 Struts shall be used to support 10 foot staffs whenever i possible.
4.7.2 The staffs shall be employed in a leap frog fashion. '
(i.e. The staff that is used going into (-) a station will also be used coming off (+) that same station.)
4.7.3 The staff that is used in the initial reading (+) shall be used for the final reading (-) at the end of a section of the tie of a loop.
4.7.4 The staff shall be in place for a minimum of 20 seconds prior to being read to allow for stabilization of the turning point and shall not depart the turn until all foresight and backsight readings are made.
4.7.5 Matched spacers shall be placed under each leveling staff when markers are recessed in protective valve L boxes and arevent the staff from being placed directly i
on the marier. This will maintain the true difference in elevation by reducing backsight and foresight readings the same amount.
I 4.7.6 When chaining up or down is required, a calibrated 100 foot steel surveying tape graduated in 0.01 foot increments shall be suspended with a 10 pound weight attached to the bottom end. The-tape will be direct read and the temperature of the tape shall be recorded I
in the field notes.
4.7.7 Wh&n the K. & E. industrial short staffs (or the equivalent) are used the scales on the staffs will be direct read and the reading converted to feet BEFORE addin the micrometer reading. Dividing the inches read- y 12 changes the reading to feet.
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- .-RoCEDUr.E No. REVISloN
- PAGE No.
I DEGP . 84301-C 0 9 of 22 4.7.8 Index error for the scales shall be determined by comparison of readings with a Wild leveling staff (or equivalent) on a common turning point. Temporary letter designations will be assigned to these scales when used in pairs. These designations shall be recorded in the field notes _to ensure applying the
- correct index error for the scale used.
4.7.9 Markers vertically mounted may be direct read when necessary. Record only the micrometer reading and state that the marker was read direct in the field notes.
4.8 CIRCUIT SCHEME FOR SURVEY 1NG 4.8.1 When there is a need to establish new control monuments, they shall be run in both the forward and backward direction unless ties are available to benchmarks of equal or higher order. In this case, the leveling shall be in the forward direction only.
4.8.2 When permanent benchmark and control monument elevations are being verified they will require only a run in the forward direction.
4.8.3 Benchmark and control monument elevations being transferred shall be run in both the forward and backward direction.
4.8.4 When monitoring settlement markers are placed in major structures they shall be double run in aoth the forward and backward direction from a control monument to the first marker or permanent turning point encountered within the structure. ;
4.8.4.1 Once within the confines of a structure, double run levels will not be required unless initial elevations are being determined (when settlement markers need to be replaced or relocated). The circuit will, however, return to the starting marker or permanent turning point.
- a. When determining initial elevations of settlement markers, the level circuit to determine the elevation shall be completed within a 48 hour5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br /> period, or else the circuit will have to be reinitiated,
- b. Settlement markers being relocated will be double run in both the forward and backward direction.
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P.,oCE00mE No. AEVIStoN PAGE No l SIGP . 84301-C 0 10 of 22 !
i 4.8.5 Should a survey circuit be delayed or halted, a stable, !
well protected temporary benchmark shall be !
established. Otherwise, the circuit shall be i reinitiated when surveying resumes. ;
._ 4.8.6 Sections of leveling failing to meet the required '
~ tolerances (see Subsection 5.1) shall be rerun in the i forward and/or backward direction until a satisfactory !
closure is obtained. !
4.9 FIELD SURVEY NOTES, COMPUTATIONS, AND RECORDS 4.9.1 The survey section (survey crew) shall keep field notes .
on standard leveling forms of the National Geodetic i Survey, see example Figure 1. !
4.9.2 Leveling forms shall also contain the
- a. Descriptive number of settlement marker,
- b. Record of any relocation of settlement markers.
- c. Identification of each member participating in the survey. ,
v
- d. Signature of the person who completed the form.
- e. Serial number for the Surveying level and rods used.
4.9.3 Survey leveling computations for each settlement marker will be performed by a computer thru a settlement monitoring software program.
4.9.4 Copies of the leveling forms shall be bound into level books as outlined in Step 3.3.1.
4.9.5 The original leveling forms shall be sent to the Nuclear Operations Document Control for permanent plant as per the surveillance task sheet schedule.
4.9.6 According to the same schedule, the survey section shall send to Manager - Technical Support (MTS) a listing of the settlement marker elevations and any settlement for the last survey reading. This printout shall be accompanied by a cover letter. The MTS shall be informed through the listing or cover letter any settlement survey, markers that were relocated since the last ww
., 1 PRoCEDUCE No GEVISloN PAGE No
- l VEGP .,84301-C 0 11 of 22 4.9.7 The MTS or designee shall submit the results obtained l by the survey section, accompanied by a Request for Engineering Assistance (REA), to a Design Agency for settlement data analysis.
i 1
- 4.10 SETTLEMENT ANALYSIS -
4.10.1 The Responsible Design Agency (RDA) shall perform the analysis of settlement data and disposition the REA.
I 4.10.2 RDA shall use the listing of the survey results and l prepare settlement graphs which will indicate i
settlement versus time.
l 4.10.2.1 The graphs shall show total settlement for each settlement marker and shall be plotted on the graph I each time survey information is received.
4.10.2.2 Two settlement curves may be drawn on each graph.
4.10.2.3 If required, settlement curves for all settlement ,
markers on one line of a structure may be drawn on the ,
same graph. This will show relative settlements from one marker to another, unequal settlement, tilting, and uplift.
4.10.3 The settlement results shall be compared to acceptance criteria as outlined in Subsection 5.2.
t 4.10.4 RDA shall disposition the REA and send a summary report with a cover letter along with the REA to the MTS
-documenting the results of the analysis.
4.10.5 If the settlement analysis results are outside of the acceptance criteria as outlined in subsection 5.2, RDA will disposition the REA accordingly, t
4.10.6 The MTS or designee shall transmit the data analysis package received from RDA, along with a copy of the l REA, to the Nuclear Operations Document Control for permanent storage.
1 5.0 ACCEPTANCE CRITERIA 5.1 TOLERANCES ON' SURVEYING 5.1.1 Agreement of observed elevation differences before l
correction, observed backward and forward during:
l we
, i
, P-oC,EDU;E No mEVISioN P AGE No VEGP 84301-C 0 12 of 22
- a. One-setup section plus/minus 0.0033 ft.
- b. Two runnings of a plus/minus 0.0042 ft, section less than 0.062 mi. (325 ft.) - -
in length. -
- c. Section forward and plus/minus (0.0168 X backward more than Sq. Root of M) 0.062 mi (325 ft) in length,
- d. Loop or line where plus/minus (0.021 X M= length in miles. Sq. Root of M) 5.2 ELEVATION DIFFERENTIALS 5.2.1 The actual total structure settlements will be compared with the predicted settlement totals in FSAR figure 2.5.4.8 and design settlement totals given by the Bechtel Corporation.
5.2.2 Where applicable, differential' settlement between adjacent markers (i.e. across structure interfaces) shall be compared to the maximum estimated differental settlement at the corresponding location. 6.0 REFERENCE _S, 6.1 FSAR, Section 2.5.4.13.2. 6.2 NOAA Manual NOS NGS-3 (Supercedes Coast and Geodetic Survey Special Publication No. 239, 1948). 6.3 Coast and Geodetic Survey Special Publication No. 240, Manual of Leveling Computation and Adjustment, by Howard S. Rappleye, 1948. 6.4 Classification, Standards of Accuracy, and General Specifications of Geodetic Control Surveys prepared by Federal Geodetic Control Committee. 6.5 Bechtel Engineering Specification NO. X2AP01, Section C10.1. 6.6 DC 1000-C Section 4.2.5 6.7 DC 1017 Tables 6 6 7 6.8 PROCEDURES 6.8.1 30145-C, " Groundwater Monitoring" 6.8.2 55022-C, " Seismic Monitoring System Instrumentation I System" l
.__.__m._ __
____._____________-._.___..______________.____m_.- __m__ ___._______.__m__ - _ - _ _ - - . - _ _ _ - -
i 1-- PROCEDURE No, LEVISloN PAGE No VEGP .-84301-C 0 13 of 22 6.9 DRAWINGS i Drawing No. _ Title AX2D55V001 Setticment Observation Markers
'-{. ,_
Location and Detail AX2D55V002 settlement Observation Markers ' Record Table Sht. 1 AX2D55V003 Settlement Observation Markers Record Table Sht. 2 - AX2D55V004 Settlement Observation Markers Record Table Sht. 3 AX2D55V005 Settlement Observation Markers Record Table Sht. 4 , AX2D55V006 Settlement Observation-Markers Graph Sht. 1 AX2D55V007 Settlement Observation Markers Graph Sht. 2 AX2D55V008 Settlement Observation Markers Graph Sht. 3 AX2D55V009 Settlement observation Markers Graph Sht. 4 i AX2D55V010 Settlement Observation Markers Graph Sht. 5 AX2D55V011 Settlement Observation Markers Graph Sht. 6 AX2D55V012 Settlement Observation Markers Graph Sht. 7 AX2D55V013 Settlement Observation Markers Graph Sht. 8 AX2D55V014 Backfill Dewatering Observation AX2D55V015 Settlement observation Markers Record Table Sht. 5 AX2D55V016 Settlement Observation Markers Record Table Sht. 6
%$ctDURE No. Levi 5 son RAGE No VEGP 84301-C 0 14 of 22 s Drawing No. Title AX2D55V017 Settlement Observation Markers i Graph Sht. 9 i l
AX2D55V018 settlement observation Markers Graph Sht. 10 AX2D55V019 Settlement observation Markers Graph Sht. 11 , AX2D55V020 Settlement Observation Markers Graph Sht. 12 AX2D55V021 Settlement Observation Markers Record Table Sht. 7 AX2D55V022 Settlement Observation Markers Record Table Sht. 8 AX2D55V023 Settlement observation Markers Record Table Sht. 9 i 1X2D05V002 NSCW and Misc Category 1 Structures i Key Plan - Unit 1 2X2D05V002 NSCW and Misc Category 1 Structures Key Plan - Unit 2 END OF PROCEDURE TEXT 1 l "32n
yv --
.. i PROCEDURE NO. CEWSION PAGE NO.
VEGP . 84301-C 0 15 of 22 APPENDIX A MARKERS WHOSE READING FREQUENCY SUBSEQUENT TO , OCTOBER 1987 IS ONCE EVERY 6 MONTHS
._ Marker No. Locafien - Unit 1
~{
~ i 100R Turbine Building 101R 102R 103R 104R '
105R 106 163 i 164R 165R Main Steam Tunnel 166R 167R 168R 159R Radwaste Solidification Building 160R ' 161R 119' Control Building 120 121R 169R 170 220 420-1 423-1A 191 Tunnel IT2B 196 173 Tunnel IT3A , 177 184 174 Tunnel IT3B 175 176 , 171 Tunnel IT4A 172R 137 Tunnel IT5A 198
PRoCEDU ~E No- L Evt$10N
' ^
FAGE No VEGP . 84301-C 0 16 of 22 APPENDIX A ,- MARKERS WHOSE READING FREQUENCY SUBSEQUENT TO OCTOBER 1987 IS ONCE EVERY 6 MONTHS i
~{ Marker No. Location - Unit 1 Containment Unit 1 124 149R Auxiliary Feedwater Pumphouse 150R 129R Diesel Generator Building 130R 131R 132R 145R Diesel Fuel Oil Storage 146R Tank Pumphouse 199R 1000R 143 Condensate Storage Tanks 144 147 148 ,
138 NSCW Cooling Tower & Valvehouse 152 1001R 1002 503 Natural Draft Cooling Towere 504 505 506 507 508 509 510 511
- 512 P
Marker No. Location - Unit 2 202R Turbine BuildinE (Non Category 1) 206 420-2 Control Building
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*-' PROCEDURE No. L EVLStoti PAGENO
, ,VEGP 84301-C 0 17 of 22
,0 -
APPENDIX B LIST OF MARKERS SURVEYED ONCE EVERY 60 DAYS Marker No. Location - Unit 1 l -. _ 128R - Auxiliary Building 133R 134R 136R 181 183 186R 187 1006 123R Containment Building 125R 122 Control Building 162 126 127 151R 139 NSCW Cooling Towers and Valve Houses 140 141 142 153R 1003R 1004R e 1005 156 Radwaste Solidification Building 157 158 189 Refueling Water Storage Tank 192 Reactor Makeup Water Storage Tank 185R Main Steam Tunnel ITI 190 Tunnel IT2B 193 194 ' l l l 1 wn l-E -
e PR6CEDURE NO ..EVISION PAGE NO o .VEGP 84301-C 0 18 of 22 Marker No. Location-Unit 1 175 Tunnel 1T3A 179 180 182 135 -Tunnel ITSA _ 197 188 Tunnel IT5B 154 Radwaste Transfer Tunnel 155 5 Turbine Building 14 20 26 32 40 308 310 Marker Location - Unit 2 231R Auxiliary Building 232R 233 234 235 237R 238R 278 281 282 284R 247R Aux Feedwater Pumphouse 248R 225R Containment Building 226 227R 426
- 427 l
! 219 Control Building 221 222R i 223 224 261 l 266R 269 c2xs
e.. CEDU.xE No. LEVISloN PAGE No. VEGP . 84301-C 0 19 of 22 i Marker No. Location - Unit 2 249R Diesel Generator Building 250R 251R
-. ._ 252R -
~
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228 Fuel Handling Building 229 230 257 258R i 242 NSCW Towers and Valve Houses : 243 244 245 246 259 260R 297R 298 299R 2000R ! 2001. 239 Refueling Water Storage Tank 287 240 Reactor Makeup Water Storage Tank 290 ' 255 Condensate Storage Tanks 256 253R Diesel Fuel Oil Storage Tank Pump House 254R 295R < 296R 264R Main Steam Tunnel 2T1 265R 267R 283R 2000 286 Tunnel 2T2B 288 291 292
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L PRoCEDURL No- CEviS6N ~ P AGE No. VEGP 84301-C 0 20 of 22 L L h Marker No. Location - Unit 2 236 Tunnel 2T3B ' i 271 i l 279 _ 280 _
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. 272 Tunnel 2T3B 273 ,
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- 241 Tunnel 2TSA 293 294 285 Tunnel 2TSB 289 48 Turbine Building 54 63 72 81 87 200R 201R 203R 204R 205R 262 263R 603 Natural Draft Cooling Towers 604 605 606 607 608 609 610 611 612 am
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I. l7 , , , 7, y.. k.i . . >.;; i>$ ATTACHMENT 5
- i COMPARISDN OF DIFFERENTIAL SETTLEMENTS L.
l.. I l 1 1 4-
C ' y .A . UNIT 1 COMPARISON OF CALCULATED, ACTUAL, AND ALLOWABLE DIFFERENTIAL SETTLEMENTS FOR SAFETY RELATED BURIED PIPES INTERFACING WITH CATEGORY i STRUCTURES l PIPE l SYSTEM l MARKER l CALCULATED l ACTUAL l ALLOWABLE l lIDEN11FitAfl0N] !NSTALLATION l DATA lOlFFERENTIAL l DIFFERENTIAL lDIFFEREWTIAL l l NUMBER. l DATES l l SETTLEMENT l SETTLEMENT l SETTLEMENT l l l l MARKER l BUILDING l l l l l l l NUMBER lLOCAfl0Nj INCHES l ' INCHES l !NCHES l l l l l l l l l l11202029-6"l 04/10/86 l153RlNSCW1l 0.3 l 0.11 l 0.46 l l112020306"l 04/13/86' l153RlWSCW1l 0.3 l 0.11 l 0.36 l l I I I I I I I l112020296"l 01/13/85 l196 l TUNNEL l 0.3 l 0.37 l 0.36 l l112020306"l 05/28/86 l196 l TUNNEL l 0.3 l 0.08 l 0.74 l 1 1 I I I I I I l124030444"l 03/11/84 l132Rl DG 1 0.3 l 0.54 l 0.85 l l124030663"l 02/03/85 l132Rl DG 1 l 0.3 l 0.29 l 1.05 l l124030532"l 10/14/84 l132Rl DG 1 l 0.3 l 0.35 l 1.46 l l124030512"l 01/13/85 l132Rl DG 1 l 0.3 l 0.30 l 0.59 l l12403068^3"l 02/03/85 l132-Rl DG-1 l 0.3 ~ l 0.29 l 0.58 l l124030434"l 12/23/84 l132Rl DG 1 ] 0.3 l 0.31 1 0.41 l l l l l l l l l l124030444"l 08/18/86 l145RlDFDST1l 0.25 l 0.11 l 0.50 l l124030663"l 02/03/85 l145RlDFOST1l 0.3 l 0.34 l 0.37 l l124030532"l 06/03/86 l145RlDFDST1l 0.3 l 0.10 l 0.43 l l124030692"l 02/03/85 l145RlDFOST1l 0.5 l 0.34 l 0.60 l l124030512"l 03/24/85 l145RlDFOST1l 0.3 l 0.30 'l 0.38 l l124030683"l 09/11/86 l145RjDFDST1l 0.3 l 0,11 l 0.35 l l124030434"l 12/16/84 l145RlDFOST1l 0.5 l 0.35 l 0.88 l l l l I I I I 1 l l
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%+
Iu UNIT 2 COMPARISON OF CALCULATED, ACTUAL, AND ALLOWABLE DIFFERENTIAL SETTLEMENTS FOR SAFETY RELATED BURIED PIPES INTERFACING WITH CATEGORY 1 STRUCTURES l- PIPE l SYSTEM l MARKER l CALCULATED l /.CTUAL l ALLOWABLE l llDENTIFICATIONl INSTALLATION l DATA l DIFFERENTIAL l DIFFERENTIAL l DIFFERENTIAL -l l NUMBER l DATES l l SETTLEMENT l SETTLEMENT l SETTLEMENT l l l l MARKER l BUILDING l l l l l l lNUMBERjl0 CAT 10Nl INCHES l INCHES l INCHES l l l l l l I I -- l l21202029-6"l 12/09/86 l260RlNSCW2l 0.3 l 0.29 l 0.61 l l21202-030-6a l 02/01/87 l260RlNSCW2l 0.3 l 0.22 l 0.95 l 1 I I I I I I l l21202-029-6"l 05/07/86 l292 l TUNNEL l 0.3 l 0.46 l 0.55 l l212020306"l 05/05/86- l292 l TUNNEL l 0.3 l 0.46 l 0.62 l l l l l l l 1 1
-l224030444"l 01/29/87 l249Rl DG 2 l 0.3 l 0.22 l 0.55 l l22403066-3"l 02/05/87 l249Rl DG 2 l 0.3 l 0.22 l 0.58 l l224030532"l 12/08/85 l249Rl DG 2 l 0.3 l 0.71 l 0.53 l l224030512"l 08/10/86 l252Rl DG 2 l 0.3 l 0.30 l 1.90 l l224030683"l 07/30/86 l252Rl DG 2 l 0.3 l 0.30 l 1.95 l l224030434"l 09/01/85 l252*Rl DG 2 l 0.3 l 0.68 l 1.93 l l l l l l 1 I I l224030444"l' 04/13/87/ l296RlDFOST2l 0.25 l 0.03 l 0.50 l l224030663"l 04/22/87 l296RlDFOST2l 0.3 l 0.08 l 2.66 l
-l22403-0532"l 06/23/87 l296RlDFOST2l 0.3 l 0.06 l 0.78 l
.l224030692"l 08/17/86 l296Rl0FOST2l 0.25 l 0.24 l 0.77 l l224030512"l 06/09/87 l254RlDFOST2l 0.3 l 0.06 l 0.36 l l22403068-3"l 04/28/87 l254Rl0FOST2l 0.3 l 0.08 l 0.63 l l224030434"l 09/15/87 l296Rl0FOST2l 0.5 l 0.06 l 1.48 l l l 1 I I I I I l
l-l
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t a ATTACHMENT 4 , LAYOUT AND ISOMETRIC DRAWINGS SHOWING BURIED SAFETY-RELATED PIPES ENTERING CATEGORY 1 STRUCTURES-SK-A-SMP-001 IK5-1202-029-04 1K5-1202-029-06 1K5-1202-029-07 IKS-1202-030-05 1K5-1202-030-06 i 1K5-2403-043-01 IK5-2403-043-02 IK5-2403-044-01 IK5-2403-044-02 1K5-2403-051-01 IK5-2403-051-02 IK5-2403-053-01 IK5-2403-053-02 1K5-2403-058-01 IK5-2403-066-01 IK5-2403-068-01 1K5-2403-068-02 IK5-2403-069-01 2J5-2403-051-01 2J5-2403-053-01 2J5-2403-053-02 2K5-1202-029-01 2K5-1202-029-02 , i 2K5-1202-029-03 L 2K5-1202-030-01 2K5-1202-030-03 2K5-2403-041-01 2KS-2403-043-01 2K5-2403-043-02 2K5-2403-044-01 2K5-2403-044-02 2K5-2403-044-03 2K5-2403-051-01
.2K5-2403-051-02 l
2K5-2403-053-01 2K5-2403-057-01 2K5-2403-058-01 2K5-2403-066-01 2K5-2403-066-02 2K5-2403-068-01 l l 1
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