ML20090L891

Rev 0 to Procedure 7220-C-81, Tech Spec for Surcharging of Diesel Generator Bldg Area for Midland Plant,Units 1 & 2

ML20090L891
Person / Time
Site:	Midland
Issue date:	12/12/1979
From:	BECHTEL GROUP, 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 7220-C-81, NUDOCS 8405260098
Download: ML20090L891 (37)

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'h TECHNICAL SPECIFICATION

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CONSUME.'tS PCWER CC:!PM Y I5 s,tc oss cu oc.

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RICE 84-96 PDR..

Specification 7220-C-81, Rev 0 TECHNICAL SPECIFICATIONS FOR SURCHARGING OF THE DIESEL GENERATOR BUILDING AREA CONTENTS 1.0 SCOPE 1

2.0 QUALITY STANDARDS 1

3.0 SUBMITTALS 2

4.0 MATERIALS 2

i 5.0 INSPECTION AND TESTING 3

6.0 FIELD CPERATIONS 3

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Specification 7220-C-81, Rev 0 1 ~. 0" SCOPE

1. l' ITEMS INCLUDED

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, i 1.1.1 Furnishing and placing of granular fill material for surcharging purposes 1.1.2 Fabricating and placing of concrete block weights for surcharging purposes l.1.3 Designing, fabricating, and ins talling retaining measures to prevent granular fill from encroaching on adjacent areas 1.1.4 Gradation analysis of fill material prior to fill placement

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1.1.5 Density testing of surcharge fill j

during placement 1.1.6 Removing and disposing of granular fill i

material and concrete weights upon completion of surcharging activities 1.2 RELATED ITEMS NOT INCLUDED 1.2.1 Furnishing and placing structural or plant area fill 1.2.2 Furnishing and placing structural concrete 1.2.3 Settlement and utilities monitoring and j

data acquisition 1.2.4 Interpreting data obtained from surcharging activities 2.0 QUALITY STANDARDS l

t-2.1 GENERAL Work under this specification is not considered a quali:y -related activity.

The quality of items and services shall be controlled to meet the requirements of this specifica tion.

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Speci fication 7220-C-81, Rev 0 2.2 REFERENCED CODES AND STANDARDS Sponsor Number Subject ASTM D 1556-64 Density of Soil in (1974)

Place by the Sand-Cone Method ASTM D 2167-66 Density of Soil in (1977)

Place by the Rubber Balloon Method ASTM C 136-76 Sieve or Screen Analysis of Fine and coarse Aggregates ASTM D 1140-54 Amount of Material j

(1971) in Soils Finer Than the No. 200

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Sieve 3.0 SUBMITTALS 3.1 FORMS Laboratory and field test results under the scope of this specification shall be reported on standard forms currently in use on the Midhnd project.

3.2 DATA SUBMITTAL REQUIREMENTS 3.2.1 Gradation analysis reports for the proposed fill material shall be submitted to project engineering prior j

to starting placement of the preload i

fill.

I 3.2.2 In-place density reports and daily placement records shall be submitted to project engineering on a weel:ly basis.

4.0 MATERIALS 4.1 GRANULAR FILL j

Granular fill for surcharging purposes shall be pit run sand and shall be free of debris,

.I brush, peat, sod, organic, perishable, or deleterious ma tter.

Snow, ice, or frozen material shall not be used.

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Specification 7220-C-81, Rev 0 4.2 CONCRETE BLOCK WEIGHTS Concrete block weights shall be fabricated as shown on the drawings from_3,000 psi minimum concrete as specified in Specification 7220-C-230(Q).

5.0 INSPECTION AND TESTING 5.1 GRANULAR FILL 5.1.1 Prior to placement of fill, representative samples shall be obtained and gradation analysis performed in accordance with ASTM C 136 and ASTM D 1140. n.ereafter, gradation analysis shall be perforned once per week for each source of sand.

5.1.2 During placement of fill, in-place density tests shall be performed in accordance with ASTM D 1556 or ASTM D 2167.

Four tests shall be performed in each building bay for every 5-foot layer of material placed.

The test location shall be at about 20-foot intervals in the north-south direction, starting about 10 feet south of the diesel generator building north wall.

5.1.3 Daily records shall be kept as to the location and quantity of fill placed.

Quantity of fill shall be based on truck weight tickets.

6.0 FIELD OPERATIONS 3

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6.1 GRANULAR FILL

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I 6.1.1 Fill may be placed by methods determined by the Field Engineer in lifts t

not to exceed 5 feet.

Bulldozers or front-end loaders may be used as needed to spread and shape fill material.

J 6.1.2 Fill shall be placed to the elevations 1

and dimensions shown in the drawings.

' zj Fill placement within 3 feet of any

,1 settlement monitors or permanent building structure shall be made with extreme care in order to prevent damage.

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Specification 7220-C-81, Rev 0 6.1.3 Unless directed otherwise by engineering, the difference in elevation of the fill across any wall shall not exceed 5.0 fee in crder to

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evenly load the structure.

6.1.4 In lieu of fill around the exterior of the building, concrete block weights may be used, provided the total weight, loading area, and geometry are equivalent to the indicated granular fill as shown in the drawings.

6.2 FILL-RETAINING MEASURES 6.2.1 Measures shall be provided at locations shown on the drawings to prevent the surcharge fill from encroaching on adjacent areas and structures.

Prior project engineering approval is required for these fill-retaining measures.

6.2.2 Retaining measures may be concrete blocks, cribbing, temporary bulkheads, or other devices.

6.3 CONCRETE BLOCK WEIGHTS 6.3.1 Selected areas, as shown on the drawings, shall be surcharged using block weights of cas t concrete.

6.3.2 Prior to placement of concrete weights, a cushion of sand or other compressible 3

i material shall be provided to protect 1 -{

existing structures from damage.

6.4 PRELOAD REMOVAL

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operation and based on direction from

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project engineering, fill and concrete

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surcharge, the precautions of Sections

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6.1.2 and 6.1.3 shall apply.

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6.4.2 Fill may be removed in stages as directed by project engineering.

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6.4.3 Granular fill within the buildin shall be removed to elevation 628 per=1t inspection of the contact u_

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between the buildin9 footings and underlying material.

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• Minutes of %ctin.

Held at Canonic Construction Company 6 /17/6 c Subcontract 7220-0-10 A meeting was held at Canonie Construction Company on 6/17/6C in South Ha en, 4

Michigan to reach an understanding on the various items prior to awarding of the subcontract. The ic11owing were in attendance:

Carl Meader, Consumers Power Company Chuck Hunt, Consumers Power Company Tony Canonie, Canonie Construction Company 2

Ray Holden, Canonie Construction Company Jim Collins, Canonie Construction Company Jack Marsden, Canonie Construction Company i

Melvin J. Mitchell, Bechtel Corporation Strat Pohtos, Bechtel Corporation i

Items discussed and agreements reached are as follows:

i 1.

It was pointed out that restrictions not in evidence at the time of the bid now exist with regard to the work to be performed. A drawing was given l

to Canonie indicating types and locations of these restrictions. These res-trictions consist of property not yet purchased and/or vacated and purchased property upon which access is limited until after crops are harvested this

.j fall. It was agreed that these restrictions would not delay start of work or create additional cost to Bechtel.

2. A joint survey effort will be made by Canonie and Bechtel for determining

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quantities for pay purposes. The borrow area, the dike and railros.d j

embankment and the plant site area will be cross sectioned after cleari=g and prior to excavation or fill.

'3.. Embankment Foundation Dewatering, Item 2 of Price Schedule, will be paic

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at Canonic's cost, without addition of overhead, Canonie will submit work sheets to Bechtel on a daily basis showing labor, material and equipment used. Prior.to commencing this work, Canonie will furnish a price list i

of equipment, maintained and operated, they anticipate to be used, d_'

4. Canonie will furnish a unit cost per foot and unit cost per hour for performing i

the probing required to determine water level on dike areas.

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5. Approved for Construction drawings will be the basis for the work to be performed and bid units will apply to quantities thereon.

6. Junk lying about the property not Itsted tn the Price Schedule _ such as 4

abandoned cars, boiler casings, etc. will be removed. Cost of removing 1

is covered by the cicating units and no additional compenst. tion is required.

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7. Canome is to remove tae county farm buildings a'fter t.cy are vacated. The l

vacating date is scheduled for 12/1/6c. All other b;ildings are to be remo.ed by Dow. Any b'uilding foundatidr.s on p~ond site above elevation 015 are to be removed or. lowered to that cicvation by C.nonie.'

j S. The e::isting brine lines runing throuh. work area are to be protected b.-

Canonie from damage and there will 'ce no additional compensation for this.

New brine lines are to be installed b) Sechtel alorg the west dike between the dike and drainage ditch. This work will be coordinated for maximum efficiency s

of installation by both paiticsw i

9. There is a "hol.d" on cooling pond baffle pending results of flow studies with the model.

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10. A permit is required lfrom the Corps of Kngineers prior to dredging to the river from the outlet box. It is estimateo that i-t will take 3 to-4 months to get.

It is no.t anticipated that this will delay buildind of the outlet box itself.

'11. A permit is requbed from the '.41ichigan Waier R. sources Commis sion prior to starting any work in the flood plain.

This involves the plant site, east cooling pond dike and, railroad embankment areas. A meeting is scheduled by the Commission on June 23, 24. or 25 tihandle this permit. Chuck Hunt stated that approval looks favorable. Canonie stated that 2 to 3 weeks delay beyond the above date would not. affect the schedule and date of this phase of the - cork nor reqdire any 'adcition11 compe.sation. However, if a longer delay was experienced, he would expect Eechtel to provide relief on this 1

phase of the cche'dule, but in~any event the plant site and railroad embank _

ment areas would be completed this year.

12. The plant site, railroad section of dike and railroad embankment are priority areas of work required.

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13. Canonie will hold a pre-job meecing with He:.ry Del.uca, International representative of the Operating Sngineers, prior to starting of work. Canonie will try to work out an arrangement whereby any work stoppage by Bechtel forces.will not affect his work nor,'any work stoppage by his forces will affect Bechtel work.

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>C 6 - l #- 7 9 Bechtel Asst..iates Professior.al Corpora; Inter-office Memorancum T:

R. L. Castleberry Date 10 May 1979 u-Sucie-

"'dland Units 1 & 2-Job 7220-101 From S. S. Afifi i

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Underpinning at Midland p

Of Geotechnical Services

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Cepies to A. Almuti w/a At Ann Arbor 10(D)5

.E S. L. Blue 7220-79-72 j

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E. H. Eurke/W. R. Ferris v/a P. A. Martinez -

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1. 2 Attached is a copy of memorandu= prepared by K. Wara regarding his thoughts on underpinning the auxiliary building wings and ejj service water pu=p structure at Midland.

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. inter-office Memorandum To S. Afifi cate May 2, 1979

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GEOTECH sut: ject Underpinning at Midland From K. R. Ware e.';. w ;

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j The following is a su= nary of cy trip to Ann Arbor a:,d the Midland jobsite:

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E Sunday, 4-29 Fly to Ann Arbor, Michigan.

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Monday, 4-30 Morning

- Briefed by Ji= Wanneck, Mn Alcuti, 31=al Dhar, yI, and Gordon Tuvesen. Next, I gave a slide present i

tion of the eight underpinning =ethods used on th 3

Washington, D. C. Metro Project.

3; Afternoon' - Meeting with efergenti=e Corp. (see attached Meeti 3

Notice). In the evening I traveled to the jobsi?.

M with C. Gould and Ji= Wan=eck. Tues. 5-1 Morning - Tour jobsite, s. h Afternoon - Meeting with Spencer White & Frantis (see attache j Meeting Notice). 3.: .g Evening - Returned to Ann Arbor. l Wed. 5-2 Morning - Returned to Maryland. - a In the course of these =eetings we discussed a large nu=Ser cf underpinning tes i niques for each building. I believe there are two techniques that could be usc successfully on each building. Ecuever, the =ethods used fer devatering =ay affect the succesis of the work. Based on visual observatiens of the sand backfill ss=ples, it is apparent it vi hase te be devatered er otherwise stabilized to prevent excessive less gf g ::a in underpinning pits. We are presently uncertain about two ite=s : SD700760 t

S. Afifi 2 ay.,, 19,a, First, how effectively can the soil be devatered? Second, vill dewatering cause settic=ent of so=e structures due to loss o' buoyancy? Hopefully, the two dewatering tests that are schedule to be conducted this week vi.11 help answer these questions. Fo11cwing is an oversi=plified description of each technique for the two areas considered. i i _ Units I & II Aux. Buildine k'ines and Valve Pits Scheme I - Jacked Piles 1. Install jacked piles along the south edge of Valve Pits" and the Aux. Building Wings. 2 Excavate the soil, in vertical lifts, between the jacked piles and the Containment Building. .3. Support the soil south of the jacked piles by s::ut supporting the jacked piles. Sheet between jacked. piles with liner plates. 4. Backfill the space between jacked piles and Containment Building with con-crete. YAlI/Z ff CA i t hk. &M, //./ac < 6 //' 0*$ W // 3 '/I//d/// /f 4Dag-n l/ / /, I// / / / s*"/ // ~ / .srser.: m'f sa / Ll N A ~A/ F K X fo p/./ D /

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I S. Afifi 3, May 2, 1979 Sche =e II - Pits This sche =e consists of: 1 Drift in beneath center of Valve pit and Aux. Building Wings. 2 Excavate pit adjacent to contain=ent down to acceptable bearing =aterial be re=oved when the adjacent pit is excavated.These pits c t 3. Excavata circular pits (4 ft.i dia=eter) down to e= bed =ent in till pits will be supported with liner plates. These ( 4. Backfill pits with concrete and drypack top. 5. Excavate central portion. 6. S trut 7. Backfill with concrete. //);tgye Pii GA AW, 62C<. 6WAK l j r ' hMtY h,* fyE/f///

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1 S. Afifi 4 May 2,1979 Service Water Du=n S t uc ure (S;;PS), Sche =e I - Driven Piles and Jacked Piles 1. Load test a high capacity pile in vicinity of sWps. 2 Hand excavate between utilities along N.W. face of building whereve can be installed. j " 3. Drive as many high capacity piles as possible along face. 4. Attach driven piles to SWPS. i S. Supple =ent. driven piles with jack piles to obtain required capacity. jack piles could be installed from inside SWPS or from jacking pits be These strueture, I l / Co M ft r* A F# r #.PJ/sa w P/ Y ro <ua 'fcd://cL' R M M /2 PMP .fneucrudd.(CtuPJ y / y agar (,/7M/7"/C.1 v_ A 1-5 i ( / % pgp (p // w r7 j'.OffMH AAC \\ torutg. } } 6/o:wD V ^ J/cm NW 4 SB700763 1 v & C7/'dh' l ,o t

S. Afifi , P.ay 2, 1979 Scheme II - Pits 1. Hand excavate drift beneath the SWPS. 2 Excavate alternate 4 ft. x 10 ft. pits beneath. cuter edge cf s::ue:::e down to ec=peten: soil. 3. Backfill vi:h concrete. I 4. Drypack. 5. Proceed to next pit. 3 I scwcs wr,u pup jy-EuCC/KC (ftO/)

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j i S. Afifi ; May 2, 1979 .i. An alternate to this sche =e veuld be to =achine excavate the 10 ft v the entire length of the building. both sides of the slot. This would require sheeting and shcring because it would be necessary to prevent settle =ent of soil be' ne utilities, v My pt feeling is that Scheme II (Pitt) is preferable in all cases. too many uncertainties in Sche =a I (?iles). There are plans and specifications be prepared for both schemes.However, I recoc=end that detail The contractors should be asked to propose on ooth sche =es. Then we can dete:=ine the best approach. i t /42 W K. 1. Ware KRN:eva O em e e i i I S SB700765 W t i j v i i

MEETING NOTIC' BECHTEL JO3 NO. 722# PROJECT N/AUDD 's ^ SUBJECT OF THE f.*EETING p f4.g.tn} re* M &$N C- /~, S A W W//Y AUD PLGu7ts s g ~'fi3 D r.s' C t.< s.5 U p pEy:.P / 4'dl/ N $ 0 $ s$d k. b lll W! j' & S < rt/7 -f t</ht*V.5Dt4l.T44V&,r~ Yus to A V N441 k,/$)9 OAv TIME 9 '6 a A M TO I 0 " # N' LOCATION. M /,D L 4Wh - To e J rM. \\ _i g e.j,t f g' (, . (4 M St,)l.T'4N Uh- ~ & A/ff g y [ s. 4 p y p,z C 4o* o 4-D Skuaaptliwf k' idA125' (Qokd.4pc) EY'

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-~ $*.D VO.LC0 lu JOUsS. The addressee, checked acove, if unable to attend, is requested to: j NOTIFY CHAIRPERSON O SEND REPRESENTATION I~ PURPOSE OF THE MEETING > s o c c.s ok.faiho/vmhepQ vx Bhi Nf d Sn-tiiic Wit.fw &mp $ Th.,A C.Ik. Y ( + SB'700766 .1 O AGENDA ATTACHED O uEETiNG NOTES witt sE ciSTRiEuTEo 9E.W!C.0 l CHAIRPERSON PHONE CISI* E ~jdN DATE I . m a u. '2..... ( d i4 ~7~tyessJ 766> ' yggllf. ' l l .t t l i s;.. ; i i m:. : + __j M(.I. i a 6 l Et'.P & t t I .... r.: - i t 7"::E*; e ) ,M, JOli 8:' E

N!E-ETING NOTICE' ~ BECHTEL JOS NO. 7220-101 .{ PROJECT Midland SU5)ECT OF THE MEETING Underpinning and replace =ent of soil under certain structures DAY Mendsv-AS-#' 10. 1070 1:00 p.=. 3:00 p.=. l f.'. E LOCATION 8@3E ATTENDEES Bechtel Vender Cortsu=ers S. Afifi Mergenti=e Represen'tative vill A. Al=uti Corporation be notified R. Castleberry (Opt.) W. Jones G. Tuveson K. Wiedner (Opt.) T*hw$ow.(op{.), The addressee, checked above,if unable to attend,is requested to: 3 NOTIFY CHAIRPERSON O SEND REPRESENTATION PURPOSE OF THE MEETING i 1. Background infor=ation l 2. Procedure for underpinnin3 and soil replacement 3. Dewatering and te=porary supports 4. Cost and schedule considerations O AGENDA ATTACHED @ MEETING NOTES WILL BE DISTRIBUTED CHAIRPERSON PHONE DATE q A. Al=uti 7859 SB700767 A At4te

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Bechtel Associates ProfessionalCorporation 777. East Eisennewer Parkway Ann Arcot, Micnigan

• h waneemu P O 90s 1000. Ann AfDCr.%Cn:Gan 48105 MEETING NOTES NO. 891 MIDLAND PLANT UNITS 1 AND 2 CONSUMERS PC'*T.R COMPANY BECHTEL JOB 7220 1

i . j DATE: Friday, December 8, 1978 PLACE: Albuquerque, New Mexico

SUBJECT:

Foundation Investigation for the Diesel Generator Building and Other Structures FILE: 0279, C-2645 ATTENDEES: Bechtel CPCo Consultant W. Ferris R. Wheeler R.B. Peck S. Afifi G. Tuveson f PURPOSE: To obtain recommendations from the consultant on various . l problems related to surchage loading of the diesel generator building and foundation requirements for other structures . I built or to be built on plant area fill. Dr. Pack does f have a copy of all the soil borings and available test data. ITEMS DISCUSSED: Diesel Generacer Building

1) Surcharge Loading Alongside the Turbine Building Wall 4

1-a. Use surcharge formulas as those shown in the more recent foundation books, such as Bowles' or Spangler's textbook. g Also use at rest case (ko @ 0.7) for the earth pressure when calculating the tie red forces. 4.. i. i ' j Sa70' 46o 4 i ( l J h L

~- Masting Notes No. 091 T,0 2 b. It was indicated that a 12-inch diameter culvert pipe would be used to protect the tie rods with the rods placed along the invert of the pipe. c. Large concrete blocks, properly designed, could be used as a gravity wall to retain the earth along the turbine building.

2) It is not necessary to break up the mud mat in the diesel generator building before the surcharge load is applied.

3) The current design is based on an upper li=it of 20 feet of surcharge above grade. Increments of preload may be 10 fset over the whole area. Monitor settlements for 1 week, then add 5 feet of additional fill, monitor for another week, and finally add 5 feet of additional fill.

4

4) Rebound measurements of the Barris points are to be taken frequently.

Temperature corrections are not necessary, but the ambient air i temperature should be recorded.

5) Rebound measurements should be helpful in predicting the soil modulus values for seismic analysis.

6) obtain readings of the measurement devices before preloading above grade with the surcharge.

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7) Bearing capacity should not be a problem.. We should determine the angle of internal friction for the soil, based on preloading condi-tions. Use soil to support the ground floor slab inside the building.

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Investigate bearing capacity using formulas which include overburden j and the angle of internal friction as well'ss cohesion. q

8) Dr. Peck does not consider it necessary to conduct a soils boring I

program after removing the surcharge. We may consider hand _ digging l a shallow test pit to evaluate bearing capacity by the use of pocket penetrometer and load casting.

9) Alternative Solutions

{ a. In the event that there are unanswered questions on bearing capacity af ter preloading, a mat foundation could resolve the question. It may be desirable to have a mac design available. b. Obtain a three-dimensional picture of the location of sand w under the foundation. Use the borings and the construction records. Investigate the greucability of this sand. 1 I l,i S.//0' 4 5 / 4 l 1 l 1o-e l l: L 1

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10) CPCo letter to P. Martinez dated December 7, 1978, was discussed i

next. Condensate water line cencrete encase:ent sy be in c::cact with the building susp on the south side of the building. A hard spot may be formed which could cause the building to hang up. It would appear desirable to cut the duct bank loose where the duct bank comes in contact with the sump. This should be investigated in more detail or be monitored during installation of the surcharge.

11) Building cracks should be mapped before and after preloading.

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12) Rationale for Surcharge Loading I

The final loads will be smaller than the surcharge loads. It , 1. should be possible to obtain an upper limit of future settlement E which should not exceed the rebound from the preloading. ~-c i Other Areas of the Site

1) Transformer Foundations South of Turbine Building The settlement data and the soil borings were reviewed. If differ-antial settlements develop, it will be because of the properties of the shallow soils. Therefore, a low surcharge would help.

Dr. Peck recommended that the transformer pads be surcharged to their design load and, in addition, 5 feet of soil be used to surcharge the remainder of the transformer foundation pit. Prior to the surcharge 4 loading, check with the manufacturer on the amount of differential avvement the bus can accommodate and tilting the transformer can withstand. Also, review the underground. utilities prior to preloading.

2). Tank Farm North of Auxiliary Building

!. r ( The two borated water storage tanks are Class 1, and the other two 7 tanks located in the center of the tank farm are not Class 1. The 4 L ring foundations are installed and sectiements are nominal. Tanks j can be used for preloading the soil. Monitor the settlement of the tanks and check the piping. The piping may need to be adjusted L

:I after testing. Therefore, it may be desirable to have the piping

1. H disconnected until preloading is completet... The water may be 4 -

required to be lef t in the tanks for an extended period (several weeks) until a settlement curve is established. The ground water should also be monitored during this period. -3) Guardhouse. The soil borings indicated that the material under the founfatica should be removed or a pila foundation shculd be use *. Drive 'd- . Q[ piles 15 feet into the till. I I l L 2 l s.UO'4SS (.I t h' m.. n

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4) Bullock Creek Pipe Bridge Use pile foundation.

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5) Radwasta Building 4

Settlements are only nominal at this time. Continue to monitor. At present, no action is required.

6) Retaining Walls The borings do not indicate that any additional problems are expected.

l Therefore, monitor the settlement in the nor=al manner for further evaluation.

7) Chlorination Building

/ The superstructure is very light, and the borings do not indicate tLac any additional action needs to be taken. e

8) Condensate Storage Tanks i

The borings do indicate that there is a problem. The fill is i settling under its own weight. Consider preloading the tank area. After reviewing the diesel generator data, decida en February 15 1979, if proloading must be done. Preloading, if required, should extend to a distance of 20 feet from the tanks. / d /4#\\ i G.A. Tuveson 1 e. ' CAT / bob 12/21/3 r i.; 1 l 4 F er } .F .r } i Sd<0*J.iss L ( t' k_

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%g(AJEL t-M G - t i Mr. Don Schul:e %un Goldberg,. Zoino, Dunnicliff,& Assoc. % ew i i & 30 Tower Road ses M 2. 0 N.E 3 9 h b Newton Upper Falls, MA 02164 REC'D e,t* W,9 y } RE: Dispersive Soil Tests, Midland Nuclear Project 7220

Dear Mr. Schulze:

We have completed dispersive soil tests on samples of dike stockpile material furnished to us by Bechtel from the Midland ~ Nuclear Project. The tests were requested by Dr. Sherit Afifi, Bechtel Power Company, Ann Arbor, Michigan. Our ' test results indicate that the dike stockpile samples are not dispersive according to criteria established by Sherard et al (1976), J. of Geotech Engr.-Div. (ASCE), Vol. 102, ~ ~ No. GT4. Approximately 10 pounds of the dike material was sealed in a plastic bag and submitted for testing on 6 October 1979. The soil appeared to be a grey, moist, silty clay with some coarse sand and gravel. It was labled as clay from the dike r stockpile with 62% by weight passing the #200 sieve, I.D. L No. 5964, source P-5 from Poseyville test area, requisition [ no. UST 255 test fill fil. Three smaller, 200-gram samples l of the soil were removed at random frem uhe plastic bag for testing. The dispersive characteristics of the soil were determined. by analyzing pore water extracts of the soil samples following the crocedure recommended by Sherard et al (1976). The ~ basic procedure is to prepare a saturaEion extract frem the scil samples and determine the total dissolved solids in the extract (TDS in mec/ liter) and per cent sodium (% sodium = Na+ (100) /TOS). These two measured values are then pletted against one another en a dispersivity chart (see attached figure). A soil is identified as dispersive, non-dispersive, cr questionable depending upon which :ene it falls into en the chart. The following criteria apply: Zene A-Dispersive g y Case histories and pinhole tests confirn that seils . yi,

Mr. Schul:0 Prof. Grcy . prg3 2 Zone E-NON Dispersive 1 The great majority of these soils are non-dispersive. A small percentage of exceptional soils.in Zone 3 erede in the pinhole test exactly the same as do soils in Zone A. Zone C-Questionable Dispersivity soils in this group range from dispersive to non-d sparsive (according to case history). A few of these soils give intermediate reaction in pinhole tests with some apparent colloidal erosion but at a very slow rate compared with Zone A. ? If test samples fall in Zones A or B a definitive diagnosis is obtained from a pere-water or saturation, extract i analysis alone. On the other hand, if they plot in Zone C, l then another type of dispersion test (e.g., pinhole test or,SCS dispersion test, should be run as well). The three samples of the dike mate' rial tested all fell 111 within Zone B Non-Dispersive as shown in the attached Ligure. We can conclude that this material is unlikely to be dispersive. Consequently no additional dispersion tests are recommended at this time. Sin erely, hM i. y i. (}" j Donald E. Gray Professor of Civil Engineering i -l DHG:smm Encl. CC: Dr. Sherif Afifi Bechtel Power Co. P.O. Box 1000 Ann Arbor, MI 48106 t ,p e t i\\ i 5B706610

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/5/ 36 23 i SB706611

~ i CEs 1ekhne can nouve J. C. Wink 1 t av C. A. Hunt o, CPCo - Jackson R. L. Castleberry to R. L. Rixford [' 9-PS-M' o, E-Ann Arbor xc: J. H. Allen on,c 9-10-74 9:30 File xc C-114C y. w susacet Method of cc-eaction of Plant Area Fill 7220 so. no. m Chuck called to express a concern on the part of Consumers' personnel about what they feel is a lack of control of compaction in the plant area fill. Chmk - u t 2neni. --., malaw.+1rivedon mospactiowimthe,. plan.t-area. Ytof a h the, specification required.o.nlyethardhs.Rud esult )e,.S.&,d, ASTM ~ i T47.,$hgre,,wgno, restriction on-theuequipment.useds to,4ttain it.. After a ~ e .langthy.discusrion on this pointu.we,addrassed the addetr'rupo'niib111ty*th11r laek-of control, places.upon.the..inspectorr-Chuck wanted to know where the inspector was instructed how to assure adequate compaction in the absence of a formal compaction procedure. I told Chuck that this was the inspector's job - to make sure we get proper placement, compaction, etc. Chuck finally agreed that a phone call (followed up by an IOM) to the field, re-minding them that fneressed vigilance on.the part of th inspectors would be re-cetica,d in areas where compaction methods aren't specified. would satisfy. CPCo's quire rn about control'of compaction.in the plant area.~" \\ tl * # j ohYN f 4 hl g.7-71 /' l o i 6 swrossis (L.*YMij ~.....,.

- ~.. - - - -. - -,... C-2/D PL 4 r ,1t: i ~ Bechtel Associateh Professional Corporatic Int'er-office Memorandum To P. A. Martinez case n October 1973 sutnect Midland Plant From J. H. Allen Dike Construction

• Moisture Content of Geotechnical Services

-, # E h erd As ' Ann Arbor - B copees to R. K. Suniv'an*y 1320,3410 i Construction personnel at the site have indicated to me that they are finding it extremely difficult to meet the present moisture specifications for some of the material being placed in the dike and for the fill going i into Bun ock Creek. Presently, the specifications call for placing the fin with a moisture content not exceeding a range from 2". dry to 2% wet of optimum. The majority of che material being placed is slightly wetter than this. Either the construction of this area wi n have to be stopped or the specifications will have to be relaxed slightly. Based on laboratory test data, compaction data, and location of the material being placed,,this specification can be relaxed with the following stipulations. ]' The optimum moisture content range can be specified as 2". dry to 5% C-wet of optimum provided that if the moisture content exceeds 2% wet of optimum the fill shall be placed with a compactive effort equal l-to at least 95% of the Bechtel modified proctor test result (20,000 foot pounds effort). This will be done at no additional cost to Bechtel. This also applies only to zone 2 material which is placed in the Bullock Creek area and in other iereEe'd'~aIieEof 'the' dike as+ ,specified by the Bechtel representative. The moisture control.specifih cations originany written for ene 1 material still apply to zone 1 material. That is, zone 1 material must be placed within a moisture content range of 2% dry to 2% wet. The above change in allowsble range of optimum moisture content for the zone 2 material =ay result in more than four passes of compaction equipment. However, as pointed out above, this additional effort vill not be at the expense of Bechtel since it is being done to allow construction to continue and give the contractor the best utill:ation of his equipment and people. 1 j t .R dA J. H. Allen j JHAtabh s t SB709617 i ,}}