ML20090L874

Rev 3 to Procedure F-7220-C-208-QCP-7-3, Soil Fines Testing of Area Dewatering Sys. Related Info Encl

ML20090L874
Person / Time
Site:	Midland
Issue date:	03/17/1980
From:	UNITED STATES TESTING CO., INC.
To:
Shared Package
ML17198A223	List: IR 05000329/1983008 ML20090A052 ML20090A064 ML20090A067 ML20090A071 ML20090A076 ML20090A080 ML20090A090 ML20090A103 ML20090A106 ML20090A110 ML20090A367 ML20090A377 ML20090A397 ML20090A403 ML20090A447 ML20090A451 ML20090A456 ML20090A465 ML20090A481 ML20090A487 ML20090A491 ML20090A500 ML20090A504 ML20090A514 ML20090A517 ML20090A543 ML20090A547 ML20090A559 ML20090A590 ML20090A594 ML20090A600 ML20090A613 ML20090A614 ML20090A623 ML20090A626 ML20090A631 ML20090A637 ML20090A642 ML20090A656 ML20090A658 ML20090A673 ML20090A698 ML20090A703 ML20090A733 ML20090A741 ML20090A748 ML20090A751 ML20090A758 ML20090A762 ... further results
References
CON-BOX-04, CON-BOX-4, FOIA-84-96 F-7220-C-208-QC, NUDOCS 8405260092
Download: ML20090L874 (25)

Text

{{#Wiki_filter:- UNITED STATES TESTING COMPANY, INC. / 7.m - C. Je R-QC P-7 3 POWER GENERATION SERVICES Controlled Copy No. Tm.a PROCECUR E NO. QCP-7 SOIL FINES TESTING OF THE AREA REVIS!CN NO. REVISION s7ATUS 1-DEWATERING SYSTEM 3 FA - 1 SCOPE OF REVISIONS: Revision 1: Extensive changes made in response to comments received from Bechtel Power Corporation on 11/15/79. Revision 2: Incorporate Change Notice 1 Incorporate Change Notice 2 Incorporate Change Notice 3 Incorporate Bechtel Comments Throughout Revision 3: Incorporate Bechtel Rev. 2 coments. Incorporate Change Notice 1. Revise Form MEI 225 dated 2/22/80 Formula clarification only. 13R 251980 BECi4TEL pa' CORP. ~ I HAVE READ Thl4 PMOQDURE AND PUU.Y UNDERSTAND ITS REculREMENTS AS IT PfRTAINS TQ MY RESPCNSIStuTIES. (Qqy agn unen seey 4 immaed to yesal' square.& Osse REVIS!CN NO. Original l 1 l 9 3 NQ.CPSHEITS lJ.Speltz '"*P^REo sy Y J. Speltz W a s )) ) ; c a t.p s A _ a 1 % K ~ =" WM -ws' n g/.:.4 3.Q ~~" h B405260092 8M N I ~ 9 2 PDR FOIA RICE 84-96 PDR

1. STATUS cecEs: P A. FC R APMQT AU A-APMCVED Uffir PWC.1.1 REV 3 H HCLO.00 NCT IMPt3 MENT; NMPLIMENT i

9\\ 7.2.2.0 - C.2 02 N 58 19172

.m-pypp-C=208-4CF-/-3 oCP-7 Rev. 3 Page 2 TABLE OF CONTENTS SECTION PAGE I PURPOSE 3 II SCOPE 3 III RESPONSIBILITIES 3 IV SAMPLING 3 Responsibilities 3 Procedure 4 V TESTING 5 ~ Procedure 5 Calculations 6 Documentation 7 .{ VI QUALITY ASSURANCE CONTROLS 7 l VII ATTACHMENTS 8 s ~! i h SB 19173 72.10- caog.iL A 4

4 fuo-d..aef. Q dP 3 UCY-! Rev. 3 g Page 3 .= a. I. PURPOSE 5 E Quality Control Procedure 7 identifies pertinent factors j relative to detemining the quantity of soil fines that h may be contained in a water sangle. 5 I This procedure will facilitate the documentation of the a j requirements of Section 6A of Technical Specification 7220-C-88Q. t a h j II. SCOPE a y The requirements of this procedure shall apply as a minimum 3 to all tests conducted for Section 6A of Technical Specifi-cation 7220-C-88Q, and whenever monitoring of the fines is } directed by contractor to detemine the adequacy of the = j j dewatering system.

p III. RESPONSIBILITIES f

1.0 It is the responsibility of the U. S. Testing Project = f p Supervisor to implement the requirements of this pro-i F 2 1 i i cedure. { i 2.0 It is the responsibility of the U. S. Testing dewatering i 4 technicians to perfom sampling in accordance with Section { [5] IV, and testing in accordance with Section V of this pro- .5 4 l 3 cedure. s 5j IV. SAMPLING m i 1.0 Responsibilities 1 s i Sampling points and sampling frequencies shall be identi-fied by Bechtel. U. 5. Testing personnel shall do the sampling. The sampling points shall be the only portion 2 of the dewatering system operated by U. S. Testing ~ 58 19174 5 7.220 - Caos -/4,-g

1 p g d*.3df* & W'?~ f QCP-7 T Rev. 3 Page 4 personnel. Beental Quality Control shall be notified prior to sampling. 2.0 Procedure 2.1 Initial sampling of the individual wells, production i sampling of temporary dewatering system during pump- ^ y ing and monthly sampling of the individual wells during pumping will be conducted in accordance with Attachment I to this Procedure and supplemented as follows: ~ 2.1.1 Prepare a sample identification tag and record well number on it. 2.1.2 Attach a sampling tube to the petcock and flush for a minimum of one minute to remove ac' cumulated dust, fines, and debris. Indi-vidual wells may be sampled directly from a 2 well discharge hose when directed by Bechtel. i 2.1.3 Rinse the contiliner with the water being sampled. 2.1.4 Direct the flow into the sample contair.er < to obtain a minimum sample of 850 milli-l liters. - l 2.1.5 Stop the sampling flow and remove any excess I ~ if the sample is more than one liter as de-l termined by reading the bottom of the sample mentscus.- 2.1.5 Cover the sample. t 58 13175 f 4 - 72.20- C201 R.-4

f. 7,a,a.o-d.ro/- 4cP-/- 3 i

nep., Rev. 3 Page 5 2.2 Sample containers will be protected as necessary to assure that foreign materials are not included in the sample. 2.3 Whenever a test sample is transferred from one con-tainer to another, the container that held the test sample will be was!.ed with distilled water. These wash watars will be included tre the test sample but will not be included in the sample volume when f; calculating test results. V. TESTING 1.0 Procedure 3 1.1 The quantification of soil fines in a sample shall be per Attachment I to this Procedure and supple-2 mented as follows. 1.2 All weight determinations shall be to a minimum f accuracy of 0.001 grams. i l j 1.3 Filtration shall be by vacuum extraction thru a l l filter. 1.4 The filtering funnel shall be a Buchner type of 2 serviceable size. An initial dry weight of filter ] shall be incorporated into the calculations. j 1.5 Filter drying shall be for a minimum of two hours in a gravity convection oven at 221 to 2390 F followed by cooling in a dessication chamber until the air temperature in the chamber is within 50. F i of the ambient laboratory temperature in the test area. The filter shall remain in the dessicator i 72 to - c aop u,-y' 'l

x ~ ..f' y;L10 - C oLd A - A C P ~wY~ $ qcp.7 Rev. 3. Page 6 4 ( until weighing. 1.6 The dessicating chamber and the balance weighing chamber shall contain a des:icant when in active I 'use for this procedure. 1.7 Filters shall be receipt inspected to deteming their servicsability under this procedure. Re-caipt inspection > shall include the following tests . as a sinimum: $.).weightloss b) verification of pore size., Note-Verification 2 not necessary foi filter medias less than 25 mircons. c) oven drying time to constant' weight. Weight loss shall be determined by pre-testing a sample of the filterr,' selected for use using j distilled water to determin'e'if.an'y' excess fibers are removed by the filtering process. If filter -l j weight loss is notede a' maximum loss factor (f) 2 wilk be ' determined and applied to all filters. 1 This ' factor wili' he 1.'O if no loss is recorded. 2.0 Calculations-2.1 One ppm of soil fin.; e, fined as 0.001 gram of dry weight retained by the filter paper per, e O', 1000 milliliter sunple. 'a j f_ 1 SB 191r/ g j il 7210 - C. 107-1L-4 t

p puo-d.,zof-pct 7-3 ne,_, Rev. 3 Page 7 s 4 2.2 The ppm of fines in a test sample (P ) shall be s calculated in accordance with the following formula. W2 -((W)(f) 10*f P 1 2 s y W1 initial dry weight of filter in grams. = I W2 dry weight of filter in grams after the = test sample has been filtered thru it. filter correction factor. f = volume of test sample in liters. y = 3.0 Documentation 3.1 Data shall be documented on Attachments 2, 3 & 4 and transmitted to Bechtel Q.C. for review within 24 hours after the completion of the test (s). 2 i l 3.1.1 Test data generated under this procedure shall be submitted to Bechtel for evalua-tion and application. l 3.2 Report distribution shall be'as directed by ~ Bechtel Quality Control. I VI. QUALITY ASSURANCE CONTROLS United States Testing Company Personnel certification and equipment for this procedure shall be ccutrolled per the provisions of the Project Quality Assurance Manual 7220-C-208 . i with its supplementing procedures. - j i 4 i 58 13178 7.uo-c hot-Is-y T

] f ype - d -d.68' QCf* 7~ b QCP-7 Rev. 3 P. age 8 VII. ATTACHMENTS Attachment Number Description 1. Monitoring Fines 2 2. Report of Dewatering Effluent Test for Fines (form MEI-223) 3. l.og of Area Dewatering Flow Meter Readings (form MEI-224) 4. Calculations for testing temporar dewatering system (form MEI-225) y 5. Sumary Sheet 2 o Me t 1 ! 'j l, l i i i l SB 19179 I i 7aso-cace-is-4 ' go

$7,;Lze-d A 68 - G &* * ? ~.3 hCP7 y 3 I Page 9 MONITORING FINES 1.0 The Subcontractor shall first test the effluent from each individual temporaty dewatering well prior to production pumping 1 to detemine the amount of fines being removed by the dewatering i well. The subcontractcr shall collect a minimum of 850 millilite-sampled from the petcock of each individual temporary dewatering well after a minimum of 15 minutes and a maximum of 90 minutes of h well development (test pumping) for each test. This time limit shall start over when a well is being ratested. In addition, when the dewatering system is in operation, the 2 Subcontractor shall test each individual dewatering well on a monthly basis. These monthly test results shall be reported to the contractor's on. site geotechnical engineer. t The samples shall be tested in accordance with Item 2.2 below. 2.0 After the completion of testing each individual dewatering well, the effluent shall be tested every Monday and Thursday that the temporary dewatering system is in operation. The procedures for this testing are as follows: 2.1 Collect minimum of 850 milliliter samples of water from: a. Overflow line at Location A (Pa), Figure 1 b. Return line at Location C (Pc.), Figure 1 Hydrant at Location 7 (P ), Figure 1 (only c. H test water at hydrant on the first day of testing and whenever hydrant water is added to the system by the Contractor). o Li 2.2 Procedure a. Protest a representative number of the glass fiber .i filter discs (no coarser than 0.0S. millimeters) 2 to determine the filter characteristics and weight loss potential. b. Assemble the filtering apparatus; place the wrinkled -i surface of the filter disc facing upward and begin suction. Shake the sample vigorously and rapidly transfer the sample to a Buchner Funnel by means of a 1000 m1 volumetric cylinder. Measure and record the exact amount of sample collected in the i volumetric cylinder for use in the calculation. c. Carefully remove the filter from the Buchner Funnel i-membrane filter apparatus. Dry at least two hours at 221-239 F. Cool in a dessicator and weigh on an analytical balance. Repeat the drying cycle until a constant weight is obtained or until weight loss is less than 0.5 mg. SB Duo 'g ?)2.0 - C 2 o g -lG ~y 0

.~ QCP-7 [ 7.1 so - C.2 d 1 - q e e-? - 3 mv. 2 Page 10 3.0 Calculations for testing individual wells 2.1 Calculate as follows: mg/l = (A-B) x 1000 C Where: A = weight of filter + residue B = weight of filter (use filter correction factor if necessary) C =. litre of sample filtered Report results to Contractor. 4.0 Calculations for testing temporary dewatering system 4.1 Record the flow in gallons from the flow meter on the hydrant, location 7, Figure 1, ( (G7 = total gallons at location 7). 4.2 Record the difference in the flow at the hydrant, location, 7, from the previous measurerrent (G ), 7 4.3 Record the flow in gallons from the flow meter on the over-flow line, location 8, Figure 1. (T G8 = total gallons at location 8). 4.4 Record the difference in the flow at the. overflow line, location 8, Figure 1, from the previous measurement (Gg). t 4.5 Record the flow in gallons from the flow meter at the i recirculation line, location 9, Figure 1. ( ft.G9 = total gallons at location 9). i 4.6 Record the difference in the flow at the recirculation line. l location 9. Figure 1, from the previous measurement (G ). 9 P is the average quantity of fines (ppm) measured for the interval j skce the last test was completed (Monday or Thursday). PET is the average quantity of fines (ppm) measured for the total gallons of ground water pumped. For all other symbols see Items 2.1 and 4.1 through 4.6 above. x (G8+ G ) - Pa (G ) - PH (G7) PGW = Pc 9 9 G3,- G7 P 'M = ((Pow x G8-G) G 7 iG8 - (G7 Report results to Contractor. gg 33ggy 2 7.uo-Ca.of 4 4 iz

~ puo. e..us-gbP 3 g-1,. Page 11 5.0 Purging Eductor Tank 5.1' Contractor will notify subcontractor whenever he indends to purge any collected fines from the eductor. tank. As the contractor purges his eductor tank, all material from 5.2 the eductor tank shall be sieved through a No. 325 U. S. Standard screen over a 55 gallon drum by the Subcontractor. The material collected on the sieve will be retained and stored 5.3 A for inspection by the on-site field geotechnical engineer. representative 1-liter sample of the water that passes through the No. 325 U. S. Standard screen shall also be collected by the Subcontractor. The materials collected on the screen and the corresponding water 5.4 sample will be placed into separate suitabile sized containers, sealed and properly identified as follows: Tank - dewatering sample No. - Job No. - Date - Initials - Total amount of grcund water pumped at Location 8, Figure 1 2 on the date of tank. purging. Total amount of gesund water purged shall be estimated by the 1 Contractor and ref,orded by the Subcontractor. .4 Samples shall be stored with the other soils samples on-site. 6.0 All used filter discs shall be stored in " zip lock bags" or equal 1 with adequate documentation for traceability. .i 1 'l e I 'I e 4 SB 13182 1 13 i 7.2.2o - c or-y,.4

-..... ~.,.

p. p.uo - d Ge # 4 C#-7 q~CS7 Rev. 3 Page 12 SAMPLE DATA SHEET FOR MONITORING FINES.

(Temporary Dewatering System) DIFFERENCE SINCE LAST MEASUREMENT TOTAL FLOW MEASUREMENT QUANTITY OF (Gallons) (Gallons)

• FINES (oom) r POINT i

DATE l Overflow line location A, r Figure 1 (Pa) ) Retum line location C, Figure 1 (Pe) Hydrar.t. (G) (CG) 7 location 7, (PH) 7 Figure 1 Recirculation (G) 9 line, location ((G) 9

9. Figure 1 Overflow line (G) 8 location 8.

(LG) 8 Figure 1 4 On first day the previous readings are "0". t 4 i t 9 e e Go 58 19133 a Hl 72.1.o -ca.og-n -4

f yp e. C =J,49 - & & P -7 ~ 3 QCP-7 Rev. 3 Page 13 FOR MONITORING FINES, (Temporary Dewatering System) DIFFERENCE IN FLOW SINCE TOTAL FLOW LAST MEASUREMENT (Gallon MEASUREMENT QUANTITY OF (Gallons) FINES (com) POINT DATE Overflow line Day 3* Location A, 2 (Pa) Figure 1 Return line Location C, 3 (Pe) Figure 1 i Hydrant location 7. 1 (P ) H Figure 1

Hydrant, 3,000 (G )

7 Location 7 3,000 ((G ) 7 Figure 1 Recirculation 3,456,000(G) 9 line, Location 3,456,000((G) 9 9, Figure 1 Overflow line 1,728,000(G) B Location 8, 1,728,000(fG) 8 Figure 1 Overflow line Day 6 Location A, 3 (Pa) Figure 1 i Return line I Location C. '4(Pc) I Figure 1 - 1 I ~ ! Hydrant 0 Location 7. 3,000 (TG ) 7 4 Figure 1 I [

• Recirculation 3,456,000 (G )

9 6,912,000 Location 9,' Figure 1 s' Overflow line 1,728,000 (G ) 8 Location 8 3,456,000 Figure 1 On first day previous readingsare "0" After pumping started 38 13184 i 7220- Clot - /6-4 15

) C.3*8= $Cf'7~J (730-

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Rev. 3 Page 14 SAMPLE (cont'd) DAY 3 8 + G )) - ka (G h - (PH (G b t (P X (G 9 9 7 Pgg = c G7 G8 3 (3,456,000 + 1,728,000) - 2 (3,456,000) - 1 (3,000) Pgg = 3,000 1.728,000 15,552,000 - 6,912,000 - 3,000' Pg = 1,725,000 8,637,000 Pg = 1,725.000 PGWT) 5.0 ppm (for first test cycle Pg = PGW = _ Day 6 8 + 6 ) - Pa (G ) + PH (G ) P x (G 9 9 7 PW = G c 4 G3-G7 4 (3,456,000 + 1,728,000) - 3 (3,456,000) - 0 Pg = 1,728,000 -0 4 (5,184,000.) - 10,308,000 Pg = 1,728,000 20,736,000 - 10,368,000 f Pg = 1,728,000 10,368,000 Pg' 1,728,000 = 6 ppm (Report results to Contractor) j PW = G f PGWT li.(Pow x G8-G) 7 = 1G8 - 167 5.0 (1,728,000 - 3,000) + 6.0 (1,728,000 - 0) I PGWT -= 3,000 l 3,456,000 8,625,000 + 10,368,000_ j P WT = G 3,453,000 l 18,993.000 l PGWT = 3,453,000 l t 5.5 ppm (Report results to Contractor) i PGWT = 58 19185 i It 72.20 C2.09 -l& 4

FIGURE 1 +' u_ _I y ___a e w gj es 3 c 4 7,,8 Q g 2A as 52 w e a. < w to f D i 'I 6 7 3 I ( I .g u I e E 2_ 0 5.b 1 w w 6 8 5 g O- 'l o o p._ T -3 4n 4 g y g ~ 1 k 7 5. Sampling Petcock: 1/4" petcock and all necessary 9 g Loughney Water Tank: A 2000 to 3000 TFttings needed for sampling. 1. gallon tank supplied by Subcontractor. 10" return line under Atas. pressure. 4 6. Return Line: 2a System Pump: Centrifugal pump able 3" Spar 11ng inline meter series to pump over 800 GPM(Electric) 7. liydrant Meter: lL2 to monitor water input. Centrifugal pump able Backup Pump _: 6" Sparling Inline, saddle mount 2b to pump over 800 GPM (Diesel) 8. Overflow Meter: Meter to monitor amount of system series FM 103. Outgoing Line: 8" pipe line going overflow. 3. to eductors under approx 125 P.S.I. at max flow rate. 9. Recirculation Line Meter: 8" Sparling In-line. saddle mount, series FM 103 meter. i 4. Well Point: Down hole eductor well needs 8.2 GPM to operate.

10. Purge Valve: Tank purge location. A.B.C.D_ -

y Fossible sample lacations. okg g Eductor Well Line: i Retern Ifne ~ w w 4a y Q.@ carries both eductor water and uell. water. o n. in es ~ ~ " ^

• " ~

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== w w ^- - - - - - - - - - _ -. - _. - - - - - - -, - - - - - - - - - -. - _ _ - - -. - - - - - -. _

Rev. 3

f. y p e - C 2.e g - Q C r"~ / Q A !Ic nt 2 UNITED STATES TESTING COMPANY, INC.

MIDLAND NUCLEAR PROJECT REPORT OF DEWATERING EFFLUENT TEST FOR FINES SAMPLING DATA at by Q. C. Representative Notified on (date) (time) (name) Date Sampled by Valve No. UST Log No. Timing Device No. Sample Container No. TEST DATA 3) W9 OW3) (f 10l P = s y initial dry weight of filter in grams W1 = dry weight of filter in grams after the test sample has been W2 = filtered thru it. filter correction factor f = volume of test sample in litres V = grms, W2= grms, f = ,V= litre W1 = b I I E P ~ s 9P" P s CF 0F Ambient Test trea Temperature Temperature in de.ssication chamber 1.0. No.' 1 Test Eouioment i Cy1'inder Tested by Date Checked by _,__ Date Oven Reviewed.by Date Balance Thermometer SB 19187 Sheet of / MEI 2231/22/80 7.uo -c2eg gs.q

l l 4 1 3 0- C'3ed* WG'"~7'"] UNITED STATES TESTING COMPANY, INC. Rev. 3 Page 17 MIDLAND NUCLEAR PROJECT LOG OF AREA DEWATERING l FLOWMETER READINGS Meter Number Location Flow Quantities (callons) Sample Checked Date Time Technician Flowmeter Readino ( 's Flow ( ) Loc Ref. Bv i i bb b1bb Checked by Date Reviewd by Date MEI 224 12/14/79 7,gg,gggy,jG,q Sheet of li

g f.2.20 - d' 2 C#- yc t-- / 4 QCP-7 UNITED STATES TESTING COMPANY, INC. Rev. 3 Page 18 CALCULATIONS FOR TESTING TEMPORARY DEWATERING SYSTEM REPORT OF AVERAGE GROUND WATER FINES Average Quantity of Fines Since Previous Measurement Date of this measurement (P)(G[-[(Pg)(G} [(P ) (G8+G9 Pgg = a 9 7 e G8-G7 Pgg = Pgg = Average Quantity of Fines for Total Pumping Date of this measurement ~ { (Pgw)(G8-Gb PGWT = 7 (tG8 - (G L 7 t i GWT a i PGWT = Note: The symbols used in these fonnulas are as defined in Sections 2 and 4 of Attachment 1 to UST Procedure QCP-7. ME! 225 3/17/80 l i 58 13183 l I l 7.2.20 C.?ot-/6 4 .20

f JMO - C'A08~WCP'"4

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UNITED STATES TESTING COMPANY, INC. Rev. 2 Page 19 ~ Attachment @ DEWATERING VOLUME AND FINES

SUMMARY

SHEET FLOW SINCE TOTAL FLOW PREVIOUSMEASURE4NT5 pg p SINCE PUMPING ."t$f"* 't&" "'f4P ,"W* TIGT " "f @ Sheet of MEI 226 2/22/80 0 722.0 - c 2.o g to.4 y

v< kr<A. F-n=. e= ALFRED J. H ENDROliC=3UR. .M W =a Geotechnical Engineer ?:l il @ ,g- .n=. 28 Golf D: g Mahomet, Illinois 618 Ei Ei Phone: (217) 586 27

== == J256 3,93.cy (M. 17 November 1978 3j c DISTRIBUTION gg oise m e.e r. .1 ?:s! uca i Mj Dr. Sherif Affft. ^S"'" 5F: Bechtel Associates W2 P. O. Box 1000

• ' ' ' *A M

3621 South State Road g[^h paj Ann Arbor, Michigan 48106 pger g

1. 2 30u A

Mi RE: Meeting on Midland Nuclear Station RcuH AeNp YcN W: 5j; Diesel Generator Bldg., November 7,1978 % sae w I a4 Z soa 7.1.3 n esta.ai m Mi

Dear Dr. Afifi:

b RECD }wnf 94 e ~ ~ii In the following letter I have briefly sumarized what I believe ~l3 to be the essential items of discussion and the conclusions.which were gji. reached at our meeting in Champaign, Illinois on November 7,1978. Eg W1 In this meeting the Bechtel engineers presented the settle 5en't data, .Nis @} soil boring data and the lab data cbtained on samples from the borings in the Ms M?! area of a diesel generator building at Midland. After these presentations, 2 ll5 the various options which were considered for fixing the' observed settlement M. 53 problem at the diesel. generator building were discussed. These options

.gE

~ were: Aj Option A - no correction plus grouting ME l gi Option B - modify the continuous footings to a mat foundation under li the structure EG-Es Option,C - preload the area around the structure and within the struct' 55 3 Option D - a combination of changing the footings to a mat and preload' ].1.4. ' Option E - underpinning the structure with piles or piers _p.. Option F - remove and replace the building (M =2 ..: s* 53 13335 l

....' q C. .. - = =. }2 V2 "EE fi Dr. Sherif Afift @m 17 November 1978 53 gr Page ) .e.*W

== ,1",_,... .4-.. a= 3

== si In the discussions of Option A. it was pointed out by Professors fili pack and H ndron that no correction would sanan that settlement..of the fill wou t a$ continue under its own weight and that gaps may open up under the foundaticns

e...

n of the building at a later time. In addition, the relative movements between ti$ the building and the piping and some of the piping systems with respect to ead

== es other may continue over a period of 5 or 10 years. This would mean, if no = di =g instrumentation were added, that these possible harmful movements could go undetected until it was too later Even if they wem detected, Bechtel and the = contractors would be off the job and corrections would be much more difficult E=- 3 to make and they may cause a regulatory shutdown of the plant if the plant Ei .li were operating at that time. -Q 2g Although modifying the strip foundations to a mat foundation would . 7-D 11 make the structure settle more uniformly it would not prevent the fill from itd settling due to its own weight over time and resulting in the same problems iis M with the piping as Option A would yield. I ij Both consultants favored the preloading solution (Option C) because i D S it would accelerate the settlements such that very little settlement would ~ I a M@ occur after the preload is removed. We can observe both the structure and the i j gj piping during this process and then determine which of these systems may need ?.. i~l the remedial measures before the 1teense is obtained for the plant. It has I s

a f.

the advantages.that remedial measures probably will not have to be made to the' 9 1: structure but there is some possibility that remedial measures will have t: v: be emp'loyed to correct the differential movement between some of the pipin; i g systems and the building. Some comb'ination of the mat and preload (Option D) possibly could w:rk, I however, if the preloading is employed and works then the changing of the strfG j 1 53 13336 i footings to a mat foundation would be an unneccessary expense. m

h b?2 ~ n-Dr. Sher.if Afift gjl 17 November 1978 Page * .,x_. ,Underpinnin ruled out because underpinnidi c'f the struc-ture itself kould.still not relieve our problems with the relative movements between the piping and the structure. The piping would still be settling with' the fill because it 'would be settling under its own weight. g piles or piers would also develop

• negativ'e skin friction because the fill would still be settling under its-own weight. We feel that'this may be as expensive as a preloading solution ch One option would be possibly to remove and replace the building. However s

we do not feel this is necessary because even the.r.emoving and replacement of the building without preloading would still not solve any of the' basic problems of the pipe settlements below the building. Preloading would have to be employed in between the removal of one structure and the rebuilding of another j Since we feel the structure will undergo the preloading without any i one. undue. distress. removing and replacing the present building does not seem to . offer a solution unless preloading is employed between removal and replacement. '1 In a discussion of the preferred option of preloading, some of the fol-t lowing points were discussed at the meeting. The main problem at the' location of the diesel genera' tor building is settlement of t,he fill due to its own weight and the imposed loading of the ( diesel generator building. The preloading solution is simply a method +1= W employed to accelerate the settlement by applyirg a leading in and around the building which exceeds the design loading. The preload is then removed after S'h 19337 _.m.. - - -. -.. .,.._.__._._,,..,,--.e- _-e,.._....-

I 2 1 $1 $~

x=.

5 l2 ln &W = !?! Dr. SheHf Afiff f@ Q pago -<. 17 November 1978 = e .= M sufficient consolidation has occurred such that very little additional settle-ikli ment will oc, cur under the oesign loadings..The key judgement which must be in made in employing this method is the selection of the time at which the pm-

=

j load can be removed. This decision must be made on the basis of both se 3j and piezametHc observations and is one of the main reasons why-extensive EEj field observations of piezametHe 1e'vels and settlesent measucements are a , required. ~ T.. M A lot of discussion was given to the instrumentation which must be. 3 g employed during the preloading phase., These included many settlement monuments - n 3 to monitor settlement versus time, piezometers to monitor. pore pressures within u 3 i and below the fi,11, and special settlement p'oints to measure the settlements .} Q ' n at vaHous depths in the fill. In this respect,it was also.suggest.ed to have a sedes of settlement points installed at various depths at some point in I i 4' y the fill outside and away from the building to monitor as soon as possible t B l g how the fill is settling under its own weight. This location should pre-li ferably be, between the diesel generator building and the reservoir in an ama g y which is already, being affected by saturation from the reservoir in the event i n g that one of the major sources of compressibility of this material may be the e } ' initial wetting of the material because cf compattion on the dry' side. j The plan of action is in general for instrumentation and settlement t 4 1 j points as well as piezometers to be installed iymediately such that preloading 5.. s can begin as soon as possible. Initial planning is to have on the order of N i! 15 to 20 feet of preloading for a distance of about 20 to 30 feet around the i ll li esh structure with the slopes being sloped on probably about a 2 to 1 slope to the D a i present grade elevation of 634. Because this depth of backfill will cause 53 1333S

. -. - - ~ - ~ - [ f.. gg n. 3 n=... tu. j Dr. Sherif Afift e_ 17 November 1g78

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~ / = i some problems for the retaining wall on the south side of the tNrbine building, 3 t consideration should be given to bracing tha,t wall either by bracing the top of = } it with the floor system in the turbine generator building or possibly by y i anchoring the top of the wall back to the wall of the dicsel generator building. 1i It was also decfded'that it would be advisable to graut under the i ~ j footings who m gaps have developed before preloading. It was also decided .that, imediately after this grouting is done, to cut away the structure 1 i' from the electrical duct banks that are concreted in vertical members. ihese-i duct banks are now essentially acting. as a series of piers along the north i i j side of the building. It was also indicated that grouting will also have to ),_ be done under the footings after the preloading operation 'is completed, i

==

l Within the structures.the present grade el.evation is proposed to be }, soil up to elevation' approximately 635 and the interior floor slab will be 2 i supp'orted on soil. It is possible.to reduce the total weight of the struc-N. y ture causing settlement if the lower most slab in the diesel generator building t i were a structural slab and the soil surrounding the pedestals were removed to 2 an elevation close to the foundation elevation for the building.' This should a n l l be considered as,an alternate for reducing the long term loading of the i o 4 4 butiding. i i Since the compressibility of the backfill could be affected by the i rising reservoir level it was also recomended that the reservoir should be h brought up to the maximum,' design, elevation while the preload is on such that 3 i { l the embankment under the diesel generating building becomes saturated. i !Q; Respectfully submitted, hn h., pa Alfred J. Hendron, Jr. ...53 193S9 dre cc: Dr. R. Peck

Bschtel Incorporated Interoffice Memo,andum To M. Mirsky e.r. October 3,1978 swei.ci Midland Project no Walter R. Ferris . Job 7220-101 J.. Diesel Generator Buildin9 or H&CF - Soils Settlements 45/31/C36 coa.u io R. Schnaible H. H. Burke Extension 7834 S. Afifi On September 28, 1978, Dr. Ralph Peck visited the Midland site to inspect the emergency diesel generator building and to review the initial results of the exploration and testing program presently 4 underway at the site. Dr. Peck was given a brief summary of the geology and foundation conditions at the site. He expressed interest in the program ddveloped to monitor areal subsidence th9t might result from pumping from Dow Chemicals" brine production wells. To date there is no evidence of such subsidence. The emergency diesel generator building was inspected and also several other buildings on compacted backfill. Exposures of the fill were inspected at locations where trenches had been excavated into it. Following the inspect; ion Dr. Peck made some recomendations modifying the exploration program. He also concluded that, based on the data i presented to him and his inspection of the site, the glacial till used for backfill is similar to that encountered in many places in i .l this part of the United States and structures placed on compacted material of this kind have performed satisfactory. l Dr. Peck said that it was too early to discuss a fix as all of the j exploration, testing and observational data were not yet available. { He also said that he will read and digest the preliminary data given j to him and may have some additional comments to make on investigation. 1 Dr. A. J.' Hendron of the University of Illinois will. visit the site on_ October 5. He was asked to participate as Dr. Peck's time is limited and Dr's'. Peck and Hendron have cooperated previously for us '!:~ { satisfactorily with such an arrangement. E,C] 1 0'STE fJ) TION 1 Notes of the meeting on September 28 will be published t rt'hy aut,-mm,.m office. I r. e n i il l g w:w i i iv er.r, i g b l g l r WRF/mz W. R. Ferris l l

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FOR THE =. 1L CONSUMERS POWER COMPAhi Ij MIDLAND PIANT UNITS 1 AND 2 12 MIDLAND, MICHICMT 81

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Specification 7220-C-9,5(Q)t, Rev,i 3... t TECHNICAL SPECIFICATION FOR UNDERPINNING, EXCAVATION, AND PLACING OF CONCRETE i 1 CONTENTS i i 1.0 SCOPE 1 j 2.0 ABBREVIATIONS 3 '3.0 CODES, STANDARDS, AND REFERENCES 3 4.0 DOCUMENTATION REQUIREMENTS 4 5.0 MATERIAL REQUIREMENTS 5 6.0 DESIGN PARAMETERS 5 7.0 PILE AND CAISSON LOAD TESTING 9 ~ .8. 0 UNDERPINNING AND SUPPORT OF STRUCTURES 11 9.0 WELDING 22 1 10.0 EXCAVATION 22 )i 11.0 CCNCRETING 26 4 12.0 CLEANING AND RESTORATION 27 3 13.0 QUALITY ASSURANCE REQUIRE 1ENTS 28 1 = 14.0 MEAS *JtEMENT OF PAYMENT 28 i 4 3 '""~ APPDCICES 4 ~~ A (IRI2TY ASSURANCE REQUIRDENTS ICR Q-M 22D5 AND NulqK S SPECEFICATICN 7220 C-231 (Q) "ICRCNG, PIAC:NG TINISE:mG AND CURING T CMCRE:Z" PAGES 22, 23, 24, 25, - " = = = = 1 tv, es ;- ,ll 'n - --71.=F I "t. i 111 ,--4 n r. e.--- r- ,a-

e. - : - :. t '. specification 7220-C-95(Q), Rev 0 1.0 SCOPE 1.1 ITEMS INCLUDED The following work to be performed in i accordance with this subcontract is located at

• Midland Plant Units 1 and 2.

This specification includes Q-listed work where 4 specifically noted and is to be performed in accordance with Subcontractor's QA program: 4 1.1.1 Underpinning the auxiliary building i penetration rooms with caissons in the area indicated in the drawings 1.1.2 Removal of all unsuitable material as l determined by contractor and L replacement of all removed material with concrete from under the feedwater valve pits i 1.1.3 In addition, the following items are included under the scope of this s subcontract: .I a. Submit all drawings, calculations, and detailed procedures for a proposed type and method of underpinning which is best suited for the intended purpose and, as a minimum, meets all of the applicable criteria specified herein. t b. Furnish all labor, material, 4 tools, equipment, supervision, i design, and procedures to perform j all operations and incidentals i i necessary to complete the work to the satisfaction of Contractor. c. Provida (design, furnish, and install) local dewatering to remove and control all water which could cause soil movement. d. Provide (design, furnish, and install) permanent support under the auxiliary building penetration rooms capable of withstanding approximately 4,000 kips vertical load at locations shown in the. 1 drawings without exceeding a 1/2-inch settlement (movement) of l 1 I SB 13464

Specification 7220-C-95(Q), Rev 0 the structure at points indicated in the drawings. e. Provide (design, furnish, and install) permanent support under the turbine building along the K line to support the column and slab loads at columns 2.0,2.5, and 3.0 for Unit 1 and 10.0, 10.5, and 11.0 for Unit 2, resulting from and including the temporary support of the valve pits as indicated in the drawings. f. Provide hydraulic jacking capacity sufficient to simultaneously lift approximately 4,000 kips of structural load utilizing the permanent support as a reaction point. g. Provide lateral support for the soil in the zone of influence resulting from excavation made during underpinning to prevent soil movement. h. Place and cure lean concrete backfill under the designated buildings including encasement of the permanent caissons. 1. Provide positive contact between the underside of the building foundation and the lean concrete i backfill by methods acceptable to contractor. j. Install styrofoam or similar material as indicated on the drawings. k. Monitor the buildings for settlement. 1.2 ITEMS NOT INCLUDED BUT PERFORMED BY OTHERS l.2.1 Area dewatering prior to underpinning and excavation -s e 9 SD 13465 2 de

~ Specification 7220-C-95.(Q), Rev 0 ~ 1.2.2 Temporary support (above the ground) of the feedwater valve pit for Units 1 j and 2 as indicated in the drawings. 1.2.3 Disposing of the waste material from a stock pile to be located at the ground surface near Subcontractor's access - shaft. 1.2.4 Furnishing and testing pf lean concrete backfill 1.2.5 Furnishing and testing structural ,p, concrete .4. 1.2.6 Furnishing reinforcing steel . ~.$g.

1. 2.'7 Furnishing styrofoam 1.2.4 soil testing i

j 1.2.9 Monitoring the auxiliary building for cracks 2.0 ABBREVIATIONS ACI American Concrete Institute AISC American Institute of steel Construction j ASTM American Society of Testing Material AWs American Welding society 3.0 CODES, STANDARDS, AND REFERENCES i i ACI 318-77 BuildingCodeRequirementsforReinf5bced ~ Concrete ACI 543-74 Recommendation for Design, Manufacture, 1 and Installation of Concrete Piles AISC Manual of Steel Construction, 7th Edition ASTM A 36-77a specification for Structural steel ASTM A 53-77a Specification for Steel, Black and Ect-

i Dipped, Zine-coated, Welded, and seamless Pipe i

ASTM A 252-specification for Welded and seamless 77a steel Pipe Files 1 58 13466 3 -. -. '. - -.. - - ~ _ - ,_.,-,--r

Specification 7220-C-95(Q), Rev 0 AWS D1.1-74 Structural Welding Code Reference 1 Soft Cround Tunneling with Steel suceerts, Commercial Shearing Inc., Proctor and White, Youngstown, Ohio, 1977 (used for definition of state and behavioral characteristics of soil) 4.0 DoctNENTATION REQUIREMENTS 4.1 Engineering and quality verification documents shall be submitted to contractor by the underpinning Subcontractor. Permission to proceed, based upon contractor's review of the procedures, does not constitute acceptance or approval of design details, calculations, analyses, test methods, or materials developed or selected by Subcontractor and does not relieve Subcontractor from full ccmplianca with contractual obligations. The submittal requirements are summarized in Form G-321-D attached. These requirements are au pented b detailed requirements in this specification. y 4.2 As a minimum, Subcontractor shall submit the following proceduras hold points and inspec(*. ion points) toin detail, including contractor's satisfaction: 4.2.1 General Underpinning Precedure - This procedure sball include the overall concept of the work involved, including the interface of all the operations listed below, i 4.2.2 Detection and Monitoring of Structural Movement Procedure i 4.2.3 Local Dewatering Procedure

• 9 4.2.4 Support of Excavation, Bracing, and j

Lagging Procedure i 4.2.5 Installation of Access Shafts Procedure 4.2.6 Permanent Support Procedure for. l approximately 4,000-Kip Caisson capacity Installed Under Each Electrical Penetration Room s ' i: l> J l 50 13467 4 i

Specification 7220-C-95(Q), Rev 0 4.2.7 File and/or Caiss5n Installation, Cleaning, Concreting, and Testing Procedure 4.2.8 Lifting Procedure for Raising Ends of the Electrical Penetration Rooms Utilizing Approximately 4,000 Kips of Bydraulic Jacking Force 4.2. p Mass Excavation and Removal of the q Material Under the Structures Procedure 4.2.10 Installation of Styrofoam Procedure 4.2.11 Mass Concreting Procedure i 4.2.12 Dry Packing / Pressure Grouting Procedure I 4.2.14 Soil Grouting Procedure (Chemical and Cement) 4.2.14 Pump Tremie Procedure l 4.2.15 Final cleanup Procedure 4.2.16 Welding Procedures and Qualifications 4 l 5.0 MATERIAL REQUIREMENTS Materials shall conform to the above standard specificahions, and subcontractor shall submit to contractor certified copies of mill test reports of all material used as specified by the applicable } ASTM specifications. I' 5.1 ASTM A 34: Por structural steel and bearing j l plates ) 5.2 ASTM A 53: Types E or 5, Grade B for piles j and caissons i 5.3 ASTM A 252: Grade 2 seamless for piles and j j caissons i y 4.0 DESIGN PARAMETERS 4 i 4.1 FILE AND CAISSON DESIGN l 1 Piles or caissons may be used to underpin the turbine building along the K line adjacent to i i the valve pit structure. Only caissons shall be used to underpin the auxil:.ary building l penetration rooms. I i 58 13468 5 i 1

Specification 7220-C-95(Q), Rev 0 6.1.1 Piles shall be located at a minimum center-to-center spacing of 3.0 feet 4 for 80-ton piles and 3.5 feet for 100-ton piles. The pile center to the edge of concrete shall be l'3" for 80-ton piles and l'6" for 100-ton piles. 6.1.2 Combination bearing / soldier piles shall penetrate a minimum of 5 feet into the till or natural dense sand strata as determined by the soil removed from the interior of the pile and the jacking resistance. 6.1.3 Maximum calculated soldier pile lateral deflectio'n shall be limited to 0.25 inch due to bending under the combined axial and lateral loading. 6.1.4 Maximum calculated lagging member deflection due to bending shall be limited to 0.25 inch. 6.1.5 The lateral pressure diagram for soil pressure shall be traperoidal with break points at 0.2 of the full excavated depth. 6.1.6 Bending stress reduction.of lateral loads due to a:ching shall not be allowed. p 6.1.7 Pile and caisson locations shill be .ttier: jnto account in the support of the mudmat to. prevent separation from the foundation. 2 i 6.1.8 A full vater head'shall be considered ~ 1 for lateral' support from el 627' to the .\\ bottom.of mass excavation under th.e j structures. s I 6.1.9 C$1sson: shall extend at leas't 4.0 feet i a into. the till or natural dens ~e sand Ns strata as evidenced by inspection of in s m situ material. The design bearing \\ \\' capacity shall be 20 ksf times the. li -diameter' squared (ft ) of the caisson. 2 If the caisson is belled, the capacity "shall be: calculated at 17 7 ksf times I m the plan ~ area of the bell. No' increase s in capccity is allowed for additional s embedment of the caisson in,the' bearing y ~ Ti " \\ 3 x 6 SB 13463 ..s di ,g -N e~.e s e v

l l Specification 7220-C-95(Q), Rev 0 l strata.. Caissons ' acting as combination soldier and bearing elements are governed by the stress and deflection criteria from Sections 6.1.3 through 6.1.7. 6.1.10 The access shaft from el 634' to el 607' need not conform to Sections 6.1.3 to 6.1.8 but must be in accordance with acceptable industry practice. 6.1.11 For bearing plate design, the allowable bearing stress for concrete shall be 750 psi. Bearing stress for steel shall be 27,000 psi. 6.1.12 The design stresses shall not be greater than the allowable stress presented in AISC, ACI, or as specified herein. In the event of conflict, notify contractor, who will determine the governing criteria. i 6.2 DESIGN LOADS 6.2.1 Structure Loads The load of each auxiliary building penecration reom is equal to 8,300 kips (vertical). The center of gravity of the load is shown in the drawing. The allowable eccentricity of the underpinning support system during 4 construction with respect to the east-west centroidal axis of the penetration room load is 3 feet. Foundation pressure as well as local column loads for structures in the i vicinity are shown in the drawings. j 6.2.2 Soil Conditions 1 Soil conditions and interpretation of j soil properties encountered are discussed below. In general, the backfill consists of heterogeneous mix of very loose to dense sand and very soft to hard clay fill. Details of soil information and boring logs are 'given in the foundation engineering sections of the PSAR and FSAR and are 1 available from contractor. The interpreted engineering properties of i i 7 SD 13470 1 k e.

Specification 7220-C-95(Q), Rev 0 backfill presented below are based upon the laboratory and field investigations performed in the vicinity of the diesel generator building. a. Soft to stiff, silty, sandy clay fill (CL) Total unit weight Tt = 110 - 130 pcf Dry unit weight Td = 98 - 116 pcf Undrained shear strength = 150 - 3,000 psf b. Loose to dense, silty, fine to medium sand (sm-sp) Total unit weight Tt = 110 - 130 pcf Dry unit weight Td = 94 - 116 pcf Angle of internal friction 28 - 32 degrees p c.- In-Situ 5 Total unit weight Y t = 130 pcf Average undrained shear strength El 580-560' 6,000 psf Below 560' 8,000 psf 6.2.3 The permanent support for each auxiliary building, penetration room provided by underpinning shall have a vertical resistance capacity sufficient i to produce a moment equal to or greater than 325,000 foot kips at column rows 5.3 and 7. 8, respectively. This moment capacity is'the major design criterion and shall be met by Subcontractor. The approximate value of 4,000 kips of installed capacity as referenced throughout this specification is an estimate of the actual caisson ,, capacity. The exact capacity required is to,be determined by Subcontractor. All pumps, jacks, gages, equipment, and other hardware shall be of sufficient capacity and number to install and 8 5B 13471

~ Specification 7220-C-95,(Q), Rev 0 test, in accordance with this specification, the caissons that will produce a moment equal to or greater than 325,000 foot kips. 6.2.4 The permanent underpinning support for the turbine building shall be capable of safely resisting the column loads i indicated in the drawings plus half the base slab pressure within the zone of influence. The zone of influence is defined by a slope of one horizontal to I one vertical from the bottom of the excavation required for removal of the unsuitable material frca under the valve pit structure. The permanent underpinning support for the turbine building shall take into account the 1,300 kips of force anticipated due to support of the valve pit structure. 7.0 PILE AND CAISSON LOAD TESTING 7.1 The vertical factor of safety established by in-place testing shall be not less than 1.5 for piles and caissons. 7.2 Test Method 7.2.1 The first caisson installed under each auxiliary building penetration room shall be load tested for 24 hours at 1.5 times the design load and 12 hours at 2.0 times the design load. The test i load shall be applied in increments of 50%, 20%, 10%, 10%, and 10% of 1.5 times the design load at 1-hour intervals which are not included in the 24-hour period. At the completion of j the 24-hour test at 1.5 times the l design load, the load shall be i increased to 2.0 times the design load in increments of 10% of the design load per hour. The load shall be maintained at 2.0 times the design load for 30 hours and then removed in decrements of 20% per hour to 80% of design load, I then removed in decrements of 30%, and finally 50% at 1-hour intervals. This caisson selected for testing shall be " representative of the majority of caissons to.be installed. l i 9 SB 13472 s ~,,.,

Specification 7220-C-95(Q), Rev 0 7.2.2 All remaining caissons shall be loaded to 1.0 times the design load prior to concreting. This loading shall be referred to as the Empty Shell Test (EST). A satisfactory EST is defined as causing a caisson movement of less than 0.10 inch in a 5-minute period under a load equal to 1.0 times the design load. 7.2.3 After the EST and concreting of the caisson, the caisson shall be subjected to a Full Test Load (FTL). A satisfactory FTL is defined as causing a caisson movement of less than 0.05 inch in a continuous 1-hour period under a load equal to 1.5 times the design load. Extensometers (AMES) dial gages shall be calibrated to 0.001 inch per revolution and used to measure the movement of the caisson relative to the structure. 7.2.4 After installation of a group of caissons which constitute 500 design tons of underpinning resistance and pI_cr to the completion of the caissons of the next group, one caisson in the previous group shall be chosen by contractor for retesting. The caisson shall be tested for a period of 5 minutes at 1.5 times the design load. l A satisfactory test shall be one where less than 0.010 inch of settlement 3 occurs from the start of the test to i the end of the test. If the test is satisfactory, the work on the next group may continue. If the test is not '] satisfactory, the caisson being tested j shall be unloaded and retested in accordance with the requirements of FLT (Section 7.2.3 ). Then one more caisson in the group shall be subjected to the i 5-minute and 0.01-inch settlement test. If the second caisson retested is ~ satisfactory, the work on the next group may continue. If it is not satisfactory, repeat the procedure on caissons selected by Contractor until a s , satisfactory 5-minute and 0.01-inch settlement test is achieved before proceeding with the work. i 58 13473 10 i

Specification 7220-C-95(Q), Rev 0 After completion'o'f the FLT (Section 7.3.2) or 5-minute retest, the caissons shall be locked off (wedged tight) at 1.5 times the design load. 7.2.5 During the period of the test performed in Section 7.2.1, neither jacking against the structure nor any work which causes vibrations or may otherwise affect the test results shall be permitteC. 7.3 The test method for the piles and/or caissons under the turbine building adjacent to the valve pit structure shall be in accordance with Section 7.2. 8.0 UNDERPINNING AND SUPPORT OF STRUCTURES 8.1 GENERAL Subcontractor shall provide the necessary underpinning and permanent support for the auxiliary building penetration rooms for Units 1 and 2 in accordance with the requirement of this specification and as shown in the drawings. In addition to the underpinning work shown in the subcontract drawings, Subcontractor shall take all other action necessary to maintain the integrity of these buildings. Subcontractor shall be responsible for supporting structures and taking all necessary i precautions to prevent the settlement (movement) greater than specified in this specification or cracking of the buildings, i including slabs on grade, supported slabs, appendages, interior partitions, and other t columns and walls. 8.2 RESPONSIBILITY v i Subcontractor shall conform to the following. f 8.2.1 Assume full responsibility for all underpinning and related operations. 1 Take necessary precautions for protection of persons, and preclude damage to property, including ' structures which are underpinned or affected by underpinning work. i SB 13474 11 i

~ ~ s Specification 7220-C-95(Q), Rev 0 8.2.2 All underpinning o'perations shall conform to applicable codes and also meet requirements of other authorities having jurisdiction over the work involved. C.2.3 The maximum settlement (movement) of the auxiliary building penetration rooms and the turbine building along the K line for Units 1 and 2 shall not exceed 1/2 inch. 8.3 TEMPORARY SUPPORT Prior to underpinning for Unit 1 and 2 operations, the feedwater valve pits will be temporarily supported by contractor as shown in the drawings. The feedwater valve pits shall not be subjected to any additional vertical loads or external forces by Subcontractor during the underpinning operation. 8.4 PILE AND CAISSON INSTAI1ATION ~ 8.4.1 General The piling or caisson shall consist of a concrete-filled steel pipe. The steel pipe shall be installed by jacking against the existing structure. The pipe shall be precut to a convenient langth for jacking. The l Pipe segments shall be joined together by full penetration welds around the l circumference as the pipes are advanced 'l into the subsurface. The pipe shall be installed open-ended to the depths specified. The pipe shall than be subjected to the EST (Section 7.2.2), cleaned, inspected, concreted, subjected to the FLT .j (Section 7.2.3), and wedged tight to the structure under a load equal to I 1.5 times the design load. 1, l. 't s 1 12 58 13475 .1 Yk_ O y w en,- w w - w-- ,-+-twm m--* w v-a ww s- -v w

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0 j Specification 7220-C-95(Q), Rev 0 j 8.4.2 Materials Steel pipe shall conform to ASTM A 252, ) Grade 2 seamless or ASTM A 53, Types E 1 or 5, Grade B. It shall have a minimum wall thickness sufficient to sustain the design load of the pile or caisson calculated at fa = 18,000 psi. All cutting of the pipe shall be done in such a manner that the cut edge shall be perpendicular to the longitudinal axis of the pipe. Flame cutting is permitted. Beveling of edges for welding shall be done in such a manner to ensure a true cut. Internal or external pipe couplings, whether mechanical or welded, are not permitted. The pipe tip shall be reinforced by a steel shoe or by increasing the wall thickness of the lowermost section of pipe. The reinforcement shall be sufficiently strong to sustain a static point load apal to the maximum jacking force w:1.thout permanent deformation of the lowermost pipe section. The shoe diameter or outside diameter of the lowermost pipe section shall not exceed the diameter of the remaining pipe section by more than 1/4 inch. Steel friction breakers may be installed on the outside of the pipe by welding. Friction breakers will not extend more than 1/8 inch beyond the outside of the pipe. I 8.4.3 File Installation a. The plan location shall be established at the bottom of the concrete slab at el 607 '+.- The tolerance for the plan lEcation shall be +5 inches, but the ) l; algabraie aggregate of the deviations shall not exceed i ?; +5 inches. ? l b. The allowable top-to-bottom } plumbness of the pile shall be not more than 2% out over the entire . length. If the plumbness is more than 2% over the entire length, Subcontractor shall reduce the 1 58 13476 13 .c e ,ymv.-+---- + ,, + .-,-t + 3- .-m r c

Sp;cificatien 7220-C-95(Q), Rsv 0 design load o'n the pile accordingly. c. The maximum deviation for pile j ~ straightness shall be 1/2 inch in 10 feet and 1/2 inch in 20 feet. j d. If any criteria specified in Items a, b, or c of Section 8.4.3 are not satisfied, Subcontractor shall calculate the allowable reduced design capacity of the pile in accordance'with generally acceptable methods. Calculations shall be submitted to Contractor for review. Subcontractor shall not be permitted to increase the load on other piles to compensate for the reduction caused by failure to achieve the requirements stated in items a, b, or c of Section 8.4.3. All additional. piles which shall be installed to compensate the loss of capacity shall be at the expensa of Subcortrac*wr. e. The maximum jacking force shall be 1.50 times the design pile load or 0.85 fy prior to the reduction for L/r ratio or 0.70 fy as indicated in the certified material test ratio. prior to reduction for L/r report A commercial grade bentonite slurry may be injected j be+. ween the pipe and the soil to mitimize side wall friction. i f. Maintain a minimum of a 1-foot 1 (vertical measurements) soil plug i in the pile at all times unless an obstruction is encountered. If an obstruction is encountered, then j maintain a liquid level inside the pile to within 5 feet of the bottom of the jacking pit, and .j _ limit the removal of material beyond the existing tip of the 4 pile to less than 1 foot except by specific written instructions by i c,ontractor. i 14 SD 13477 ) 1

Specification 7220-C-95(Q), Rev 0 g. No water jetting, slurry jetting, 1-or air jetting for loosening or removal of material inside or in i advance of the pile is permitted except by written permission from Contractor. h. No airlifting or venturi principle lifting of the material in the pile or in advance of the pile is permitted within 5 feet of the pile tip except after final seating of the pile in the till. If air or venturi lifting is employed, Subcontractor shall maintain a liquid level in the pile at the bottom of the jacking 4 pit during the entire operation. Contractor shall be notified in l advance and in writing each time i Subcontractor employs this procedure. l 1. No impact or vibratory forces may be used for advancing the pile. j. Inspection of piles prior to concreting shall be accomplished by visual inspection and measurements inside the pile. subcontractor shall make a final cleaning of the pile and remove all water and deleterious matter l-from inside the pile. The pile I will then be inspected by l Centractor, who will give written i permission to subcontractor to .] place concrete in the pile. The .j-maximum length of earth plug at 1 the pile tip prior to concreting I is l'-6" of compact material. k. The cencrete for the pile shall be placed in such a manner that the concrete drops vertically from the i top of the pile. Subcontractor j shall take necessary measures to 1 prevent segregation and voids in j the concrete during placing. 58 13473 i-15 i l

Specification 7220-C-95(Q), Rev 0 ~ 1. Contractor reserves the right to direct Subcontractor to use the pumped tramie method for concreting the piles without employing the grout plug. 8.4.4 Caisson Installation \\ a. The plan location shall be established at the bottom of the concrete slab at elevation 607'+. The allowable deviation from the plan location shall be +5 inches, but the algebraic aggregate of the 4 deviation shall not exceed i +5 inches. b. The allowable top-to-bottom plumbness of the caisson shall be not more than 2% out over the entire length. If the plumbness is more than 2% over the entire length, subcontractor shall reduce the design load on the caisson accordingly. c. The maximum deviation for caisson straightness shall be 1 inch in 10 feet and 1 inch in 20 feet. d. If any criteria specified in Items a, b, or e of Section 8.4.4 1 are not satisfied, subcontractor shall calculate the reduced allowable design capacity of the caisson in accordance with generally acceptable methods. Calculations will be submitted to Contractor. Subcontractor shall 1 not be permitted to increase the .I load on other caissons to l compensate for the reduction ] caused by failure to achieve the requirements stated in Items a, b, and c of Section.8.4.4. All additional caissons shall be at -{ the expense of Subcontractor. e. The maximum jacking force shall be s 0.85 fy prior to the reduction for ~ the L/r ratio or 0.70 fy as indicated in the certified material test report for the steel shall (prior to reduction for L/r. i 16 58 13479 .t r w .v-- e

4 Specification 7220-C-95(Q), Rev 0 ration) or 800 kips, whichever.is less. A commercial grade bentonite slurry may be injected between the pipe and the soil to minimize side wall friction. I f. No water jetting, slurry jetting, or air jetting for loosening or removal of material inside or in advance of the caisson is permitted except by written permission from contractor. T u:. g. No airlifting or venturi principle lifting of the material in the caisson or in advance of the caisson is permitted within 5 feet 4 of the caisson tip except after final seating of the caisson in..s the till. If air or venturi lifting is employed, Subcontractor shall obtain written permission i i from contractor, and then maintain a liquid level in the caisson at the bottom of the jacking pit during the entire operation. h. Caisson linings shall ha of adequate thickness to ensure safe working conditions within the caissons. i. The straight-shafted portion of: i the metal-lined caissons shall be i limited in plan area to 16 square feet. .l j. Metal-lined caissons with belled: or wedge-shaped bottoms shall not have the top bell started until-the shaft has penetrated only into the clay till a minimum of 2 feet. 4 . :.s l

k. -

The bell angle shall be a minimum. j i of 60 degrees from the horizontal, The bell shall be lined for depths t i in excess of 4 feet below the i, straignt shaft. The annulus i (void) between the straight shafte liner and the ground shall be. f:;- grouted 'and cured for 24 hours l prior to starting excavation of the bell.

C.

17 SB 19480 j

Specification 7220-C-95(Q), Rev 0 1. If squeezing ' ground (as defined in Soft Ground Tunneling with Steel Supports by Proctor and White) is encountered, subcontractor shall l proceed in such a manner that no .i ground is lost. Methods acceptable for this operation are as fo11cws: 1. Jacking the lining past the squeezing zone without removal of material 2. Drilling under bentonite slurry and jacking (Drilling cannot proceed in excess of 1 foot beyond and of lining.) m. If running ground (as defined in Soft Ground Tunneling with Steel Supports by Proctor and White) is encountered, the following methods for advancing are acceptable. 1. Jacking the lining past the running zone withm:t.h of matarial 2. Drilling under bentonite slurry and jacking (Drilling cannot proceed in excess of 1 foot beyond end of lining. ) 3. Grouting n. If flowing ground (as defined in Soft Ground Tunneline with Steel Supports by Proctor and White) is encountered, step excavation, fill caisson with water or slurry, give written notice of the condition to contractor, and await written l direction from contractor prior to proceeding. 4 o. Concreting shall not be performed until contractor has inspected the bottom and bell of the caisson and made measurements for plumbness, straightness,- and location. SB 13431 t 4 m-- ., _ ~.

Specification 7220-C-95(Q), Rev 0 p. The concrete *for the caisson shall be placed in such a manner that the concrete drops vertically from the top of the caisson. Subcontractor shall take necessary measures'to prevent segregation and voids in the concrete during placing. 1 q. Contractor reserves'the right to direct Subcontractor to use the pumped tramie method for i concreting. l 8.5 JACKING AND TESTING EQUIPMENT 8.5.1 The jacking and testing apparatus is to be actuated by hydraulic pressure generated by electrically or mechanically driven pumps. All high-i pressure hydraulic apparatus shall be kept in a state of good maintenance. 8.5.2 All jacking and testing apparatus shall be equipped with two hydraulic pressure gages. The pressure gages for the production jacking equipment shall have a minimum face diameter of 2 inches. Testing equipment for the 24-hour load test (Section 7.2.1) shall have gages with a minimum 6-inch diameter face calibrated so that 270 degrees of dial a movement covers the operating range of L! the equipment. Test equipment for the j FLT (Section 7.2.3) shall have 4-inch diameter gage faces and be calibrated so the 270 degrees of dial movement cover the operating range of the equipment. i l 8.5.3 Subcontractor shall have the following hydraulic pressure gages at the job: three 8-inch face, three 6-inch face, j 1 and three 4-inch face gages calibrated 1 1 with the specific rams intended to be Il used with each set of gages. The calibration shall be performed and 1 certified by an independent laboratory 4 which specializes in that type of work s i no earlier than 1 month prior to load " testing. The' calibration certificates ) i l shall be submitted to contractor. l I t l { 19 SB 13482 } l .? w e- --r e -n-w-r

Specification 7220-C-95(Q), Rev 0 8.5.4 The gages and rams referred to in ..11 Section 8.5.3 shall hereafter be referred to as the master set. The. r master set shall not be used in the field operations except for the 24-hour load test. The master set shall be kept in a place suitable to Contractor and shall be used for calibrating all gages used in the field.

c 8.5.5 Subcontractor shall furnish a test manifold and test stand which will j

enable Subcontractor to field-calibrate four field gages simultaneously in the same hydraulic circuit as the respective three master gages and ram. Subcontractor shall notify Contractor: in writing when field calibrating of gages will be done. Contractor will have a representative present during-field calibration. The field gages a shall be calibrated against a master set having a larger gage face. The results of the field calibration shall; be forwarded to contractor following..; the calibration. .:. :1 8.5.6 Each field and master gage shall be assigned a unique identification .i number, and that number shall be engraved on the gage cover and also be painted on the gage back. In addition, a suitable calibration curve or .f 4 tabulation for the particular gage shall be afixed to the back of the gage q by means of a clear, sticky, celluloid cover. If gage face overlays are used, this is agaally satisfactory. 8.5.7 Recalibration of the master sets is required at a minimum of every l 3 months. This should be scheduled so 1 .) there is at least one set of 6-inch.or larger master gages on the project ati ! l all times. In addition, the master... .ij gages shall be recalibrated any. time j that one master gage varies by more I than 5% of its calibrated rating as:.-" established by the other two master.ri. ,. gages in the same master set. Fieldi gages shall be recalibrated monthly.or at any time when one gage is broken or i damaged or when one gage varies by more \\ 3 SD 13483 t' 20

Specification 7220-C-DS(Q), Rev O' than 10% from its ca ibrated ratin established by its compsnion gage.g as 8.5.8 The field testing apparatus shall contain a snubber valve in the hydraulic circuit. The snubber valve shall be located on the high-pressure side between.the tandem gases and the pump, and immediately behind the gages. For the FLT (Section 7.2.3 ), the snubber valves shall be closed when the ram attains the test load and shall stay closed until either the move,sent of the pile exceeds 0.05 inch, or when -'- the FLT (Section 7.2.3) with less than. 0.05 inch has occurred. Movement (not '; i aage pressure) is the testing critorien.- for the FLT (Section 7.2.3). However,* if the sage pressure drops by more than' los during the FLT (section 7.2.3), the-test shall be restarted. For the 24-hour load test, the gage pressure required shall be maintained throughout. the test period. 8.5.9 During the underpinning operation, Subcontractor shall have available at the site all rm s, gages, pumps, hose, and fittings required to simultaneouly ~ lift the auxiliary building penetration... area at the location of the permanent ~1 support. The_ total lifting capacity required is approximately 4,000 kips, which is to be distributed equally as { specified in Section 6.2.3.

3 ~

8.6 DETECTICU OF MOVCMENT ~~' 4 8.6.1 General l . i Subcontractor shall submit and l implement to the satisfaction of 3 '. Contractor a procedure to monitor each.'" o. structure which eight be affected by the underpinning operations. d' l 8.6.2 Horizontal movement detection points shall be located at or near the top and the ground level of the structures. at Vertical movement detection points . ~.. shall be located near the ground level '. ~. of 'the structures. ~ 't ~ rt = ' t. SD 19484 21 s V e a e m y y o-e- --<y, eme+w w-o

Specification 7220-C-95(Q), Rev 0 8.6.3 Measurements shall be to the nearest 1/16 inch based upon survey observation. 8.6.4 Measurements shall be made daily during the underpinning operation, and Contractor shall be informed in writing if any movement is detected in excess of 1/16 inch of the previous reading or accumulated value of 1/8 inch. 9.0 WELDING 9.1 All welding shall be performed in accordance with AWS D1.1. Contractor shall approve all welding procedures. 9.2 All welders shall be qualified to the applicable welding procedures in accordance with AWS Dl.1. 10.0 EXCAVATION 10.1 GENERAL Subcontractor shall submit prior to excavation a detailed procedure describing the method of excavation. This procedure shall te to the satisfaction of Contractor and shall indicate coordination of the installation of lagging and tracing. The procedure shall also indicate the maximum amount of excavation below any previously installed lagging or 4 structure. As a minimum, the excavation procedure shall include the following. 10.1.1 The location and dimension of each jacking pit i i 10.1.2 A flow diagram showing the excavation of all pits and the sequence of installation, testing, and locking off vertical support elements (caisson or jacked pile). 10.1.3 A table relating the information provided in Item 10.1.2 showing the 'l following data with respect to each vertical support element: .s i l ,lt l 22 58 19485 i, .,7--

m*.m-. 4 ~ Specification 7220-C-95(Q), Rev 0 a. Pile or caiss~on number b. Pit number c. Sequence number d. Vertical capacity installed (kips) 4 e. Area undermined times 5.5 kips /ft (Note: The area undermined includes the disturbed but not excavated soil (influence zone) determined by a 1 horizontal to 3 vertical slope subtended from the bottom of the excavation prior to the installation of the lagging. Thus, a pit which is opened up to a depth of 6 feet prior to the installation of the lagging would have an influence zone which extended 2 feet beyond the edge of the excavation. If this same pit was subsequently (after installation of lagging) excavated to a greater depth, and lagging was installed as frequently as required by this specification, the influence zone would remain at 2 feet.) f. Net overload (Item e) minus (Item d) (kips) g. Percent net overload (Item f) times (100) divided by 8,300 kips 10.1.4 Sequence Control and Limits l In general, the objective is to install j approximately 4,000 kips of underpinning resistance as close to the l extreme end 'of the wings as possible. Subcontractor's plan shall be governed i accordingly. a. Piles which are adjacent to one another may be worked l simultaneously provided the area j of undermine is within allowable limits i [ ] 23 SB 18486 ! l l-ti. l , _..,_. -,., ~,. _,, - _ _ ,--7 y,-,.

Specification 7220-C-95(Q), Rev 0 b. Caissons whic'h are adjacent to one another cannot be worked simultaneously. Where there are adjacent caissons, one must be excavated, concreted, tested, and stressed before work on any adjacent caisson can start. However, the first 7 feet below el 607' may be excavated in advance (if the space is required) for access to a nc. adjacent caisson or pit. 10.2 once an excavation is started, it must be worked continuously and without cessation until the lagging..s in place and the lateral ground support restored. i 10.3 Explosives shall not be used to dislocate 1 and/or remove hardened material during l i excavation. Conventional tools, such as rock splitters and demolition tools, are { acceptable. 10.4 Subcontractor shall submit the following. procedure that is satisfactory to Contractor. This procedure shall describe in detail the measures, including hold points and inspection points, taken by Subcontractor to ensure slope stability and to prevent any movement of foundation material outside the excavation area. t 10.5 Prior to excavation of material from under or within 7 feet from the foundations of the auxiliary or turbine buildings, the sand = material shall be grouted. The progrouted

d zone shall extend vertically from the i

underside of the existing foundation or mudmat 4 to a depth of approximately 1 foot below the access excavation, or approximately 7 feet beyond the farthest lateral extent of the excavation. 10.6 The initial excavation below the bottom of the slab at el 607'+ shall not exceed 7 feet in depth. In addiEion, in no case shall the jacking pit exceed 7 feet in depth. 10.7 The percent net overload as established by j Section 10.1.3 shall'not exceed 10% during i installation of approximately 4,000 kips of i ', permanent support capacity under each '1 electrical penetration room l ; 24 r i

'e SD 13487

.i _

e

i O specification 7220-C-95(Q), Rev 0 10.8 subcontractor shall advance the mass excavation under the valve pit structures to the depth determined by Contractor. The bottom surface shall then be prepared for concreting as follows. 10.8.1 The surface shall be flat but sloped to a minimum of 1/4 inch per foot draining toward a sump located in one corner. 10.8.2 Subcontractor shall dispose of all water in the sump to the satisfaction of Contractor. 10.9 LAGGING INSTAILATION 10.9.1 All lagging material that will remain in the ground shall be metal or concrete. Any wooden lagging used for jacking pit lining or any other purpose must be removed. If removal of the lagging exposes earth, which will not be excavated, then the unremoved soil shall be grouted prior to removal of the lagging. The object of the grouting is to ensure intimate contact between the soil and the structure, and where granular soil is invo2ved, to ensure the material in the zone of influence is self-supporting. 10.9.2 The initial excavation, where the earth is not supported, shall not exceed a depth of 4 feet if it is within 6 feet of the K line. Otherwise, a maximum depth of 7 feet shall be used. 10.9.3 After initial excavation, the lagging 'i shall be installed and back packed or grouted. The lagging along the K line located below el 600.0' shall be grouted. 1 1 10.9.4 The excavation shall not proceed to a depth greater than 3 feet below the previously grouted lagging. 10.9.5 The procedure for installation of the lagging below el 600' along the K line shall indicate the maximum vertical " distance betw'een unpacked lagging and the bottom of the excavation. This distance shall not exceed 16 inches. 25 SB 19488 i l

Specification 7220-C-95(Q), Rev 0 10.9.6 If sque.ezing ground (as defined in Soft Ground Tunneling with Steel Supports by Proctor and Wh.ite) is encountered below el 600', Subcontractor shall employ a Chicago lagging system (near vertical-driven lagging) for advancing. The advance shall be limited to a maximum of one-half the length of the lag. After advancing one-half a lag, the lower breasting member shall be installed and the lagging wedged. 10.9.7 If running ground (as defined in Soft Ground Tunneling with Steel Supports by Proctor and White) is encountered below el 600', the zone shall be grouted in advance of excavation. Spieling is not a satisfactory procedure for running ground. 10.9.8 I' f flowing ground (as defined in Soft Ground Tunnelinc with Steel Supports by Proctor and White) is encountered, Subcontractor shall immediately close the opening from which ground is flowing, dewater the area to the extent that the ground behavior is changed to a running condition, and then proceed in accordance with Section 10.9.7. 11.0 CONCRETING 11.1 GENERAL i 1 Subcontractor shall submit to the satisfaction i of Contractor a detailed procedure, including hold points and inspecticn points, describing the placing of concrete under the structure. As a minimum, the placing and consolidating cf the concrete shall be in accordance with Articles 11.0 and 12.0 of Specification l 7210-C-231, unless otherwise specified herein. 11.2 Pile, pit, and caisson procedures are specified elsewhere. 11.3 Mass concrete shall first be placed in the N corner' opposite the sump such that any water shall be driven to the sump as the concrete is placed. ~ i j t i l 26 r i SD 13489 J

Specification 7220-C-95(Q), Rav 0 11.4 The first lift shall not exceed 2 feet in ' thickness; all subsequent lifts shall not exceed 5 feet in thickness. 11.5 Successive lifts shall be doweled into the preceding lift by using #8 bars on 18 -inch centers on a grit pattern. Dowels shall be located such that a minimum of 24 inches shall be embedded in both lifts. Reinforcing steel will be furnished by contractor. 11.6 The surface of the concrete lifts shall be horizontal within +3 inches for the entire ~ ~ area. 11.7 The top lift shall be placed to within. 6 inches of the bottom of the existing slah. The remaining void between the lean concrece backfill and the foundation slab shall be either dry pack grouted or pressure grouted using a nonshrink grout. Subcontractor, shall submit a procedure to the satisfaction of Contractor, including hold points and witness points, describing in detail the method of dry pack grouting or pressure grouting. 11.8 Each lift of concrete shall be water cured for a minimum of 48 hours in accordance with ACI 318-1977 before continuing the placement. 11.9 Centractor will perform slump, percent air content, temperature, unit weight, and compressive strength cylinders on the lean concrete placed, and perform a compressive strength test on tne grout used. Subcontractor shall assist contractor when performing all grout.and concrete testing. 11.10 Preceding the placing of concrete, Subcontractor shall install 2-inch styrofoam along the containment structure and 3-inch styrofoam between the containment and auxiliary buildings. Subcontractor shall submit a procedure for installing the styrofoam to the satisfaction of Contractor. 12.0 CLEANING AND RESTORATION Subcontractor shall' restore the work area to the same condition that existed prior to the start of operation and to the satisfaction of contractor. 27 SB 19490

^ ^^ Specification 7220-C-95(Q), Rev 0 Subcontractor shall also submit a procedure on final cleaning. 13.0 QUALITY ASSURANCE REQUIREMENTS 13.1 GENERAL I' i j The following operations are to be controlled in accordance with Subcontractor's approved QA program (Subcontractor's QA program shall be 1 in accordance with Specification 7220-G-23, Appendix A, At+=rhnant 2): 13.1.1 The design, materials, installation, testing, concreting, grouting, and all other incidentals for the permanent a l underpinning (caissons) of the i euxiliary building penetration rooms l 13.1.2 The excavation, mass concreting, and grouting under the valve pit structures 13.1.3 As a minimum, the following sections of this specification are under the scope of Subcontracter's QA program: 50, 6.1.4, 6.1.5, 6.1.6, 6.1.7, 6.1.8, 6.1.9, 6.1.11, 6.1.12, 6.2.1, 6.2.2, 6.2.3, 7.1, 7.2, 8.1, 8.2, S.4.1, 8.4.2, 8.4.4, 8.5, 8.6, 9.0, 10.1, 10.4, 10.E, 10.6, 10.7, 10.9, and 11.0. These sections are applicable only with the work defined in Sections 13.1.1 and a 13.1.2. e 13.2 Because of the nature of the work, an .I independent overlay inspection will be j performed by Contractor in accordance with this specification and Subcontractor's -1 procedures, i 14.0 MEASUREMENT _Of, PAYMENT The measure of payment for this subcontract shall be in accordance with the pricing structure of the Contract. 4 I i 1 \\ l i ' l 28 SB 19491 -.. ~,. ,m

Bechtel Power Corporation Interoffice Memorandum J. Wanzeck T. om December 4,1979 Job 7220 N t Comments on "U. S. Testing Comments of J. Allen Bechtel Geo-Technical" " Review of U. S. Testing Field and o,H&CF-Soils Laboratory Tests on Soils" c w ie A Houston Files: M 3410 1. The specification for soil testing was written for the use of the subcontractor (UST) and regardless of Bechtel responsibilities it is UST contractural duty to follow the specs. " Monitoring" usually means "looking over the shoulder of" not " directing." 2. At the bottom of Page 1 UST overlooks the fact that when fill soil is excavated and replaced it may not be represented by the original proctor since excavation would cover several soil layers, laid down under differnet conditions and possibly from different sources. A new proctor on the composite soil would have to be run in this case. 3. The first sentence at the top of Page 2 is unclear to me. I do not understand what it says. 4. Item 2, Pagt 2 is partially correct. The failed tests should have been reported at the time of failure, not days later as happened in some cases. It is difficult and very expensive to correct failed tests that were not reported immediately. 5. While it is true that specific gravity values varied widely on this project (from rock to sand to clay), any one material with similar descripti..; and proctor curves show very similar specifit: gravities. Therefore, I disagree with the UST statzment at the bottom of Page 3 and the top of Page 4. 1 6. In *ceference to item 4, Page 4, I do not believe it is Bechtel's responsibility to check UST's arithmetic as implied in the last sentence. l 7. In reference to item 5,,Page 4, I disagree. However, I am i not quite sure what the last sentence at the bottom of Page 4 says. SB 1S356 1

J. Wanzeck ~ i DECEMBER 4, 1979 Page 2. 8. In reference to item 6 Page 5, the nuclear density device was approved subject to verification by physical type tests. 9. The first sentence at the top of Page 6 indicates that it was a recent Bechtel idea to run wet and dry relative densities. ASTM D-2049 is clearly written and calls for wet and dry methods. The ASTM has not changed recently.

10. The method of determining relative density is well defined.

I do not believe that Bechtel directed UST to use a different method, and I would like to review such instructions if they l exist. E Bechtel did not ask UST to evaluate field test data, but a i competent soils testing technician or company representative i is expected to recognize bad data, such as moisture-density points that plot above the zero-air-voids curve to which it is referenced. i I i 1 i SB 1S337 .}}