Text

Dynamic Core Penetrometer. Sketchs & Design Calculations of Underpinning & Settlement Analysis Study Encl
	ML20094J530
Person / Time
Site:	Midland
Issue date:	03/17/1982
From:	James Anderson; NRC
To:	;
Shared Package
ML19258A087	List: IR 05000329/1978020; IR 05000329/1981012; IR 05000329/1982007; IR 05000329/1982009; IR 05000329/1982014; ML19258A086; ML19351C947; ML20093B251; ML20093B495; ML20093B616; ML20093B708; ML20093B747; ML20093B900; ML20093B940; ML20093C001; ML20093C006; ML20093C017; ML20093C025; ML20093C030; ML20093C035; ML20093C068; ML20093C073; ML20093C079; ML20093C082; ML20093C101; ML20093C104; ML20093C108; ML20093C116; ML20093C174; ML20093C189; ML20093C196; ML20093C226; ML20093C231; ML20093C262; ML20093C318; ML20093C324; ML20093C347; ML20093C354; ML20093C374; ML20093C377; ML20093C390; ML20093C394; ML20093C398; ML20093C405; ML20093C440; ML20093C444; ML20093C649; ML20093M884; ML20093M994; ML20093N005; ... further results
References
	CON-BX16-047, CON-BX16-47, FOIA-84-96 NUDOCS 8408140352
	Download: ML20094J530 (42)
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3 THE DYNAMIC CONE PENETROMETER I

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A penetrometer is a device forced into the soil to measure its resistance to vertical penetration.

In a dynamic pene-tration test, the penetrometer is driven into the soil by a hammer or falling weight.-

Soil penetrometers are used for qualitative measurements of relative density of cohesionless soils or consistency of~ cohesive soils.

Penetrometers have been designed to give qualitative measurements of soil penetration resistance for correlation with soil physical properties such as relative density, unconfined compressive strength or shear strength, bearing value, or safe soil pressure.

' Dynamic Resistance - The oldest and simplest form of soil penetrometers consists of driving a rod into the ground by repeated blows of a hammer.

The penetration of the rod for a given number of blows with a hammer of constant weight and j

drop, or the nember of blows required per foot penetration i

of a rod, may be used as an index of penetration resistance I

i and correlated directly with local foundation experience.

l The numerical value ot this index depends not only on the nature of the soil but also on the diameter, length, and weight of the rod in relation to the weight and drop of the hammer.

Cone penetration tests were developed as an easy and quick method for determining the approximate shearing resistance i

of noncohesive soils.

The dynamic cone penetrometer con-sists of a 60-degree cone of steel attached to a section of I

rod.

The rod is driven into the ground with a 10-pound drop hammer.

The hammer is raised and allowed to fall a distance of 24 inches.

The 60-degree cone is 1-1/8 inch in diameter.

t The diameter of the rod is smaller than that of the conical drive point, and short sections of rods are joined by i

couplings.

This arrangement helps to reduce friction and permits use of a drive point and rod of smaller dimensions.

l When representative samples are desired of a certain strata, the drive point can be replaced with a small drive' sampler.

I The weight of the entire equipment is about 25 pounds.

The soil around and below the cone is slightly disturbed as the l

l test progresses; therefore, the penetration does not corres-i pond directly to the shearing resistance of the undisturbed soil.

The penetration will also depend to some extent on the speed with which the cone is pushed into the soil.

Despite these shortcomings, the cone penetrometer may be used advantageously in many soil investigations and is i

i easier to perform than other more complicated field tests.

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Variations in cone penetrometer resistance may indicate

dissimilar soil layers and the numerical values of these resistances permit an estimation of some of the physical properties of the strata.

The-penetrometer can therefore

- be considered a method of both exploration-and field. testing.

The advantages and limitations of this method may be summa-

- rized as follows.

' When.the resistance to penetration is properly determined, the profiles obtained generally furnish consistent data on

.the depths of the different soil strata, but misleading

. results can also be obtained when the soil contains gravel and boulders.

Profiles of continuous penetration resistance may indicate the presence of a thin layer which often remains unobserved in boring operations, but the strata encountered cannot be definitely identified by resistance to penetration

alone.. The cone penetrometer method is generally faster and less expensive than other more complicated methods.

Resistance to penetration profiles also indicates the con-sistency of cohesive soils and the compactness or relative density of cohesionless soils in situ.

This information-is

-va uable w en und stur ed samp es are difficult to obtain, l

h i

b l

as in saturated cohesionless soils, when many tests are

' required, or testing time is a factor.

Generally, small and large areas can be explored rapidly and ecqnomically by penetrometer methods, especially when the depth of explora-tion is moderate and the soils are noncohesive.

The results of the cone penetrometer test should be used as indicators only.

In comparing' allowable bearing pressure with penetration resistance, the depth ~of confinement is.

critical in granular soil.

Thus, correlations should be j

developed for each specific project.

This correlation can 2

be developed by using'the pressure meter, field density tests L

(sand cone or nuclear), or other methods so that a given blow count can be related to a specific soil property, such as density or modulus.

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l L.~ ^ ^^ --: - .L~~ .~ ~.' ^ ( ;.. l-, l will be repeated until a distribution of jacking loads that maintains building stresses within allowable limits is achieved. The computed adjusted jacking loads will be the final jacking loads used for construction. It is not anticipated that adjustments will amount to more than 20 percent, and the design of the underpinning structure is more than ample to accommodate increases of this magnitude. 5.3 BEARING PRESSURES 5.3.1 Prel4=4n= W Calculated Bearing Pressures ~ The marimn= bearing pressure under the underpinning wall produced by final jacking load alone amounts to 6.8 ksf at the north underpinning wall. The analysis described in Section 8.2 below indicates that the safety factors against various load combinations which incorporate the bearing pressure for jacking loads exceed by large margins those safety factors committed to for foundation conditions in the PSAR. A summary of those results is as follows: A KSh Safety Factor for U t a-Loading Conditions Bearing Capacity o 48 f Temporary peak loading during jacking ha incl. maximum downdrag and no seismic load 6.8 + 0.5 + 4.7 = 12 kaf Long-term sustained loading, including 5.4 //S8 eventual downdrag and no seismic load 6.8 + 0.5 + 2.0 = 9.3 ksf Long-term sustained loading, including eventual downdrag, plus seismic load 3.2 .3 + 6.4 = 15.7 ksf dd /2 dear er '?.'GO C/co-3-2. SUB 2 P3g
.j SERVICE WATER PUMP STRUCTURE ESTIMKrED TOP OF PIER l I DEFLECTION DUE TO CONSOLIDATION OF SOIL VS i TIME (Time is Measured from Start of Jacking) l O 0.1 5 ) .E i E ESTIMATED POSSIBLE 0.2 RANGE OF DELAYED 2 SETTLEMENT 3 0.3 / ~~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ \\ f %%L i w m 0.4 \\ ~ 0.5 10 100 1*000 10,uw 92&w-n TIME (days) rgji.,~((hTJJ/ Up 3 pg 1
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SERVICE WATER PUMP STRUCTURE q i ESTEMATED TOP OF PIER l ~ DEFLECTION DUE TOTOTAL 4 DEFORMAYION VS TIME (Based on Maximum Consolidation of Soil vs Time) i 7 0.2 z 9 0.4 !Il k M / N // W u ftf O h 0.8 i inniiviupy 1.0 1 10 100 1,000 10,000 TIME (days) 7zw-ooo-3-2. ni.., l FIG SWP-25 I37 Qgp fgf.) j$ 2 -/ ~ 9 2' SUB E l
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~~yhyANJKramer NRC PDR rm-WV RMattson Local POR -y1 Mr. J. W. Cook ~ 1MT$fMfS D T % RHartfield, MPA NSIC .. ?/ S. Vice President dfsh-W . TIC. 2.-;-4i~~
~~v. Consumers Power Compary 9. MW'M. <~~
~~. 1945 West Perna 11 Road w. n ma ACRS'(16) eq' 7NAW NFRinaldi ~iN D. N Jackson, Michigan 49201); f,Q 'Q' O' ~ ~ ' '%&R~~
~~Dear Mr. Cooks 'My.@,~~
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~~Subject:~~
~~Staff Concurrence for Installationr'and Operation of Construction- ~? ' . - Dewatering and Observation Wells for the Service Water Pump oce;Q$i Structure . '., g ].g.g yM ,g~~
~~REFERENCES:~~
~~1)' J. W. Cook Tetter of March 23,.1981, announcing bin wall concept~~
~~2) Structural Design Audit, April 20-24, 1981 Ann. Arbor~~
~~~ M.t;, 3) J. W. Cook Tetter of August 26, 1981, with " Technical Report on 'd Underpinning the SWS* .. v jfg~~
~~4) Meeting of Septanber 17 1981, on SWPS underpinning~~
~~-M 5) J. W. Cook letter of November 6,'1981, providing information 'Q requested during September 17,1981, meeting~~
~~M'i 6)~~
J. W'. Cook letter o.f November 6,1981, with report " Test Results,. _. W Vfp ':j , :SWPS SolT Boring and. Testing Program" ~ 7)P J. W., Cook Tetter of March. T,.1982, with report " Evaluation of Cracking in SWPS at Midland Plant
~~C *LT 8)- Meeting of February 23-26,1987 9)~~
~~J. W. Cock, letter of March 2,.1982, with report "SWPS Three-4 Dimensir,nal, Finite-Element Models" -:.i.4~~
ii By an audit meeting on March 16 19,1982,. and by several referenced reports and meetings, you have described the remedial underpinning planned for the Service Water Pump Structure (SWPS) for Midland Plant, Units 1 and 2~.
Preparations for this underpinning activity include temporary dewatering of the imediate area by approximately 65 construction wells to be located inside the SWPS, inside the adjacent Circulating Water Intake Structure, and the remaining perimeter outside the SWPS.. Staff concurrence to proceed with this dewatering was requested by Mr. J. Mooney of your Company on March 17, 1982. During the audit meeting on March 17, 1982, the staff was provided copies of the subcontractor's plan (Enclosure 1) and the preliminary procedure (Enclosure 2) l for construction dewatering. Several changes to the procedures were discussed including: (1) The method of well placement will be changed to the method pre-viously accepted by the staff for the interceptor and area per-i manent dewatering wells.
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>^^nef y - m g, / 4 I OPRCE) suanaus) . ~... om) unc ronu sia no.am ancu ous. OFFICIAlc RECORD COPY usam =-us-, '.
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- ~ ~ - - 4 _s. ..p t. ",,. _,Qq(,gs j ~ g Mr. J. U. Cook - (2) The depths of.the dewatering wells should be increased so as to maintain the water table below the bottom of the underpinning pier foundations. (3) Consumers Power Company is considering an optional approach for the excavation drift which would relocate the drift from beneath the structure to the exterior edges of the structure, where those exterior walls are accessible (i.e., along the northwest and .northeastwalls). Location of the ccastruction wells would be positioned to accommodate this option. These and other matters regarding the construction dewatering plans were further discussed during a telephone discussion on March 26,1982(Enclosure 3). Pages 4 and. 5 of Enclosure 3 identify several changes which were agreed to as a result of staff recommendations. We have discussed Q-listed aspects of this dewatering with our Region.III Office and have included the following items from to be of particular interest in this respect: 1. That the depths for piezonnters and filter sand identified by paragraph 3a be achieved; 2. That the minimum two foot depth between the upper phreatic surface and the bottom of any open underpinning excavation, as discussed . by paragraph 3c, be maintained; and 3. That monitoring for the loss of fine soil particles be performed consistent with the compromise position discussed in paragraph 3e. l .On the. basis of our review of the information provided, and 'the intended changes identified which Consumers has committed to making, the staff agrees with your plan to proceed with construction dewatering for the Service Water Pump Structure area. I This confirms the verbal concurrence by our Project Manager to Mr. J. Mooney on March 26, 1982. Sincerely, Original signed by 8o6 $.L Tod w oo 9 Robert t.. Tedesco, Assistant Director for Licensing Division of Licensing
~~Enclosures:~~
g[ As stated cc: See next page i RTedesco i IA 36 a f / f oo ...HGEB.... ...kN:CSk.g........0Eg.g.g.g. ..JX.4ne..f..... omcep.0L:LB..ig. 4.LA:DL:LB..fA..HGES.... su:-e >.DHood/hmc....[.MD.yn.c.4n......... ...Gle Ar......... ...JK'n.ish.t....... .n am.. cue >.41..l.l.6.3........ 41..../.83..........!/.I./32............d/.\\./.82,,,,,,,,,,3/,l,,/82,,,,,,, .,.3/,f./#3,,,....3/,{,1,8,2.,,,,,,, . OFFICIAL RECORD COPY . usanoam e tc [ony sts oc.m sncu ens
= - -_. m. w. _..., = i.. MIDLAND Mr. J. il Cook Vice President . Consumers Power Cogany 1945 West Parnall Road Jackson, Michigan 49201 Mr. Don van Farrowe, Chief Michael.I. Miller, Esq. Division of Radiological ~ Health cc: Ronald G. Zamarin, Esq. Department of Public Health ' Alan S. Farnell, Esq.' P.O. Box 33035 Isham, Lincoln & Beale Lansing, Michigan 48909 Suite 4200 - 1 First National Plaza . William ~J. Scanlon Esq. Chicago, Illinois 60603 .2034 Pauline Boulevard-Ann Arbor, Michigan 48103 James E. Brunner', Esq. Consumers Power Company .U.S. Nuclear, Regulatory Commission 212 West Michigan Avenue Resident Inspectors Office Jackson, Michigan 49201 Route 7 Midland, Michigan 48640 Ms. Mary Sinclair 5711 Summerset Drive Ms. Barbara Stamiris- ~ Midland, Michigan 48640 5795 N. River Freeland, Michigan, 48623 Stewart H. Freeman Assistant Attorney General Mr. Paul A. Perry, Secretary State of Michigan Environmental Consumers Power Cogany. Protection Division 212 W. Michigan Avenue 720 Law Building Jackson, Michigan 49201 Lansing Michigan 48913 Mr. Walt Apley Mr. Wendell Marshall c/o Mr. Max Clausen ~ Route la Battelle Pacific North West Labs (PNWL) Midland, Michigan 48640 Battelle Blvd. SIGMA IV Building Mr. Roger W. Huston Richland, Washington 99352 Suite 220 l 7910 Woodmont Avenu'e Mr. I. Charak, Manager Bethesda, Maryland 20814 MRC Assistance Project j Argonne National Laboratory Mr. R. B. Borsum 9700 South Cass Avenue Nuclear Power Generation Division Argonne. Illinois 60439, Babcock & Wilcox 7910 Woodmont Avenue, Suite 220 James G. Keppler, Regional Administrato Bethesda, Maryland 20814 U.S. Nuclear Regulatory Comission, Region III Cherry & Flynn 799 Roosevelt Road Suite 3700 Glen Ellyn,11.11nois 60137 Three First National Plaza Chicago, Illinois 60602 Mr. Steve Gadler 2120 Carter Avenue St. Paul, Minnesota 55108 8 ^ . - - ~. ---,._me .-......-_._.,J.~~.1~
.n _ w,uw - ~ ~ 1 Mr. J. W. Cook Z-cc: Commander, Naval Surface Weapons Center ATTN:' P. C. Huang White Oak - Silver Spring, Maryland 20910 Mr. L. J. Auge, Manager Facility Design Engineering Energy Technology Engineering Center P.O. Box 1449 Canoga Park, California 91304 ~ ~ Mr. Neil Gehring U.S. Corps of Engineers Y NCEED - T 7th Floor 477 Michigan Avenue ..s. Detroit, Michigan 48226 Charles Bechhoefer, Esq. Atomic Safety & Licensing Board U.S. Nuclear Regulatory Commission ~- Washington, D. C. 20555 Mr. Ralph S. Decker Atomic Safety & Licensing Board U.S. Nuclear Regulatory Commission Washington, D. C. 20555 Dr. Frederick P. Cowan Apt. B-125 6125 N. Verde Trail Boca Raton, Florida 33433 Jerry Harbour, Esq. Atomic Safety and Licensing Board U.S. Nuclear Regulatory Commission Washington, D. C. 20555 Geotechnical Engineers, Inc. ATTN: Dr. Steve J. Poulos-1017 Main Street Winchester, Massachusetts 01890 e W e= 9 ] [ ' e.
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.e ? m [EhbTos6ferT" [*.., . Service Walcr fbr Struebe. - .. b i, a ' a l d The idlo~mg proedure n, as Qmstted bY fl,e sul, , ell be rc.pirsk $ m the prec,ess of be.4 14 ikt, access, dedts a relacxfsalevis,tds i vvE"1IIESCRIPTION OF THE SYSTD[ %.0 k.1 !.e,. %t=1y %2 dewatering wells will be. installed at 6e feet on 9 feet center almas the north and east sides of the SWP f -P=4==. Rese ist ve12s willbe from existing grade, elevatica 63%1 hi ( full depths. k.2 Approzinately 18 devatoring wells vi21 be installed from withi i c' 8 the SUPS, north of the northermost wa21' extend Jrer l 11 devotering valls will be insta21ed frcan within the Cilleul#1$ W 592. Intake Stracture. (CWIS) west of the easternmost val I l 1 All we12s located within st.-.i,=es will be spaced at an average to elevation 610. feet on center and will consist of a 3" I.D. galvanized loe carbon 5 steel screen. 4.3 All devataring wells vill be located to miss existing u Alllocations vill be submitted to Bechtel on shop pipe lines,etc. All wells vi21 extend to the bottom of.the i deepest sand stratina, or to a =4=4==elevation of 585 where clay tillP l drawings ihr approval, is encounteed above that mini==.of any well, a drill permit (s from 'I 3echte1. k.% Dso inch (2") edneter 3nasping units will be used to pump the wells.. Be eductor W=g units vill be of sufficient size and number to lower ( Se eductor pressure the water is each well to the bottom of the ve21. and return headers, 8" in diameter, vill be located to suit the site conditions and vill connect all eductor units to a control pump station. De pia:p station vill have an electric operating pump and 100% stand-he diesel powered pump empable of operating the eductor units. The discharge from the dewatering system vi21 be piped to the pond.The. dewa volimme of water pumped vill be recorded by a meter. systen vill be installed and maintained in operating condition for the duration of the subcontract although pumping may be discontinued when not required. k.5 Piezansters (observation wells) vill be installed at the approxim I location shown en the subcontract drawings. vill be shoun on the dewatering shop drawing w Installation vill not proceed until said approv to Bechtel for approval. is granted. ..,------.k-,,r-,-,ve.- . - - - ~ e,-.I --.----u-.-,.
- -.. -..- - - - _. [ r n.- .. + 50 - E:MPME7rr AND MATERIAIS j 51 Devatering well screens vill consist of 6" I.D. slotted PVC, pipe for v. ells outside the sf.ructures and 3" I.D. continuous Slot galvanized Slot low carbon steel as manufactured by Loughney -Devatering Inc. size vill be 0.018 inches for the 6" I.D. PVC screen and 0.008 inches i for the 3" I.D. galvanized steel screen. 5'.2 Two inch eductor pumping units vill have an approximate capacity ~ of T gallan= per minute (GPM). 5 3 ne electric operating puse vill have a ' motor rated at 150 horsepower (EP) and will be P9 of piamping 800 GPM at an approximate pressure of 125 pounds per aguare inch (PSI). 5.li The stand-by diesel power pasp will slao have a motor rate'd at 150 EP and be capable of n4=c 800 G1W at approximately 125 PSI. ) 5 5 The meter for measuring discharge volume vill be a " Badger" flow-meter sized according to the discharge volume which develops. 5 6 Observation vell. screens vill be 1% inch I.D. by 3 feet long slotted PVC. The riser pipe vill be 14. inch I.D. PVC. 5 7 ne select filter sand will have'w imately the following gradation: ~ Sieve Size Percent Passing k 100' 10 90-100 16 75-100 60- 98 20 25-40 30 3-15 40 ~ 0- 2 50 5 8 The filter for dewatering wells inside tla structures and for the observations wella vill consist of Ottava Plint Shot (OFS) sand. 5 9 Dr"'4ar mud will be mixed using " Revert" as manufactured by U.0.P. Johnson Ccstpany or, an equivalent organic dr4"4=5 fluid. l e 4 i I 85 e l . ~. ~
. m. h m ~ 'w ..., a . ;;n m-wu Ihf*.1inTICK ERO:'EDURE ,.J. 6.1 Dewaterf.ng vens out, side the structres 6.1.2 Eydraulic Rotary M m=5 Mer.noa - A rotary drilling rig iling of drilling a ik". diameter hole to an 80 foot depth, such as.Fa A 1500, vin be used to drill the holes for the dewatering vens.i type l 6' x 6' x 5' pit will be dug and using a ventur h will be mixed in the pit and then pumped through the top of The rotating drill stem and out the bottom of the 14" diante'r bit. Revert and the soil cuttings frcus the drined hole vin be retu i up around the outside of the drill pipe and c in the botten of the ditch and the pit. After which until the hole has been drilled to t;he desired depth. d.. - a 2" pipe will be inserted to the bottom of the hole an i -Maf in , f. . } clean water will be added and the cutt ngs.-disposed of in a. the Revert fluid will be flushed out of the hole a A 6" N d diameter FTC vell screen and riser w li; ' a controlled manner. .2N s- -Nd eentered. She last T.to lo f.$ to withtm T to 10 feet of the ground surface.She annulus between the The filter feet will be 6".PTC riser.and the bole vill be filled w l sand vill be placed by shoewelisg it into the annulus anShe procedur line ed -11y removed as the filter is placed. f l for each dewatering well.
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-]j 6.2 Devatoring Wens Inside the' Structures - She educt l Where the ground-the SMPS and the CVFS will be instaned as fonows: ll be made to l inter level *is above elevation 620 and 610 provisions;wii its balance the hydrostatic head at each. prop 4 ig l i will extend shove the groundwater level.to accommo h n the 5 bottom willbe drilled through the ew co.
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open drive shoe will be driven to the batte of the deepes d b ve N.., stratus or to elevation 565 where the clay till is enc W.ty Ec7.s elevatica 585 5he At no time will a slurry, dr4"ine uud, Revert h k" I.D. it is being advanced. ar similar additives be used during the instana ,3; 7
~~c, casing.~~
above the # '4== groundwater level. i g will be will be installed inside of the 4" casing and then 4 l She section of th c removed. the bottom of the conerste floors. d it win be j within 2 finet ofvon above the screen vin be 3" galvanized steel pip Any void space. __ ~ 4a4af The, procedure vin f sealed in the concrete. screen and the soil will be filled with 0FS sand. e f be repeated for each well. l 6.3 Piezounters - Piezometers shan be instan l lower than 2'-O" above the original undisturbed natural t A chart as determined by Bechtel's resident Geeleos t r; its
~~win be prepared that win show the location of each piesame e ter, and number; its top elevation, its tip elevation, the depth to waTh W elevation df the water level.~~
~~i Bechtel within one week.of each piesometer's respective 8 Fiesmeters 1 and 2 shan be instaned at ground eleva Piezometers will prior'to'the instanation' of the access shafts.be iu date. ~ i e~~
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.o u ,.e x in'the. 6.31 - Piezameters outside the structu to At each location a hole of sufficient l / fonowing manner. n using Revert as the drined acco=modate a 4" I.D. pipe of the proposed tip of the observation ve A mininu= of k" I.D. casing vill be set in drining nuid. hole to the bottom of the hole. Using the clean water the hole flushed with water; .the k" casing with clean water.will be drined to the ti l the botton; an observation one foot of select filter sand placed at the hole fined with sa l ' the hole fined ven screen and riser placed in the ho e;for a i with one frwt of bentonite seal; the cas ng h is procedure is hole fined with sand in 2 foot increments.letely is reseved.,B 7~ . repeated until the casing comp M ~~ ~ one bentonite seal. .M5F..f. 6.3 2 Piesometers located within the I-43.Y-. ~ Erovisions will be made to balance any in the following meaner'. t noors hydrostatie head that is above the top of h concre ell' l
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will be drilled exterior casing sealed.in the concrete. i sufficient diameter to secommodate a %" 2.D.- p through h concrete.using Revert to within 6 feet of the prop i ven. A minimum of 4".I.D. casing will be sebottom of the hole. The and cztended frees the working level to the n water.. Usingl g@.d'W l Revert will be nushed out of the k" casing with c ealevatio ' ' ^ i eleen water the hole vin be drined to & t p e d placed at the ' * ~ . 'c flushed with water; one foot of select filter san h hole; the ~ 3 botton; observation well screen and riser placed in t e f 5 feet; the hole fined with Ottava Flint Shot sand for a depth o foot of bentonite se casing raised 2 feet; the hole filled with one ith sand in 2' incre the casing reaised 2 feet and the hole fil elevatio=i r .f ':Qh;..!.'. There is only one bentonite seal. 620 or 610. l in the h" c'es:. . Sche.' At all tians during the installation the water leved at lea en l d,$...c.:g~ i the exterior casing and the hole will be mainta ne v.g". o. above the p.Mme groundwater level.
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casing sad the observation well riser win beIlhere t "; Jy, win be cut off groundwater level. i of the concrete. floor the observation well r ser slightly above the top of the concrete floor an ^ ~ j the concrete floor. 6.4 After completion of the dewatering and 8 P.A.1972 which is 1 . q.., records for these vens as required by ACT 21 quality Co amendment to ACT 294 P.A.1965. Oround wate l vens. The for every well or a composite record made for severa be prepared. f e conditicas are ~ composite record may be used where the subsur acleve similar, the surface relief relatively Depehling on variations in level at a constant depth. tn aTi ke preps tM observSsen we5heles sed c5r'et**n conditions oneo several e ^ htel. Copies of these records shall be submitted to Bec

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.. r.i. ;., _, . a.. w. ;.g. sc m... r... T. OPERATION AND MAINTENANCE T.1 Development '- After each well is installed it vill be developed and . tested in accordance with the established procedures and upon approval activated. During thevell development tests SWP and Loughney personnel 2 vill aid.Bechtel in any manner required. All observation vella vill be tested by either a panping test or a j falling head test to ascertain whether they are functioning properly. I During init al connection of the eductor piamps to the header system suitable petcocks, bushings, and nipples will be installed at each dewatering well far obtaining water quality samples. T.2 the devatoring operation shall be controlled so the amount of soil particles in the discharge water is limited to ID. ppa. Se water level in the observation wells and the volume of water being Pumped and the --i. Mag pump pressure vill be recorded once each day five days a week. The stand-by diesel pamp will be started once a week. The component parts of the f.evataring system vill be checked routingly and adjustments made as required. 8.0 EIMOFAIE 8.1 Devatering wells buried or left in place under or near the structures ** shall be sealed with grout after the devatoring operation is discontinued, in accordance with the most recent Michigan Wells Act and to the satisfaction'of Bechtel. Ayr.. 1 of 3echtel shall be obtained prior to grouting wells. 8.2 All holes drilled in the SWP5 and CWIS for use in devatoring shall-be repaired using anterials furnished by Bechtel and in accordance vith Section 10.5 of specifiestion 7220-C-194(G) Revision 1. i 8.3 All piesometer holes shall be sealed with grant after the devatoring i operation is discontinued. s 4 9 0 REVISIONS Should it develop that the condi,tions encountered during the installation l or operation require deviations in the sobve stated procedure, the modificatics.s j dessed necessary vill be submitted to the on-site geotechnical engineer for ayy.w..l. I t i I' 1 1 l D ,-w-

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~ f'. ~ = .- s~ ~ ' ENCLOSURE 3 RECORD OF TELEPHONE CONVERSATION DATE: March 26.1982 8:30 am to 11:30 am PROJECT: Midland RECORDED BY: Joseph'Kane CLIENT: , TALKED WITH: CPC 8echtel CDE GEI NRC T. Thiruvengadam J. Andersoh ti. Singh S. Poulos J. Kane K. Razdan L.lMcKelyey R. Ramanujam C.' Russell j-W. Paris S. Afifi. N. Swanberg ROUTETO$ Infomation. G. Lear S. Poulos L. Heller H. Singh ? D. Hood R. Landsman F. Rinaldi R. Gonzales MAIN SUBJECT OF CALL: The purpose of this call was for the Staf,' to. respond-to CPC on three review issues which had been discussed during the March 16-19, 1982 audit. During the audit the Staff indicated they would respond to Consumers. by March 26, 1982. The review issues involved include adoption of soil, spring constants, settlement monitoring and construction dewatering for underpinning work related to the Service Water Structure. ITEMS DISCUSSED: '1. Adoption of Soil' Spring Constants. (Reference - Calculations by Bechtel DQ-29(Q) dated 12/10/81 and 2/22/82; Calculations dated 12/11/81 by G. W. Cowling; App. A entitled Service Water Pump Structure. Three-Dimensional, Finite Element Model provided by Carl Dirnbaver on 2/23/82). Bechtel indicated that, values of soil spring constants deterniined in G. W. Cowling':; calculation for System 5 (Long tem conditfordare i KMn = 190 KCf and Ku/ pin = 230 KCf for adopted differential settlement condition of 0.2" beneath portion on till and 0.5" beneath underpinning wall. For adopted differential settlement condition of 0.4" beneath ' portion on till= and 0.1" beneath underpinning wall the sprark) indicated constsnt values are Q, = 95 KCF and Ku/ptn = 1150 KCf. The Staff. its agreement with the h1ves of = 190 KCf and Ku/ = 230 KCf ss being reasonably conservative for " design of the.SWS.piihe Staff did not~ object to adoption of the other spring constant valves but do not feel the differential settlement which is assumed in this condition it likely to occur.,' j
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. s _ w f 2-The valves of the short tem soil springs for seismic loading (System 4) ~ are not. identified in Table.1. App. A but were provided in previous The Staff has not j ' testimony and technical reports by Consumers. completed their review of the seismic spring constants and will respond j to Consumers at,a later date on the appropriateness of these valves. The valves of spring stiffnesses adopted for system 3 (kmain = 150 KCF, ku/p, = 400 KCF) cid FSAR load combination conditions are ac g , the Staff. The Staff noted that the valves adopte 7 190 KCF and kujpg, = 230 KCF) would also be a reasonable estim stiffnesses for FSAR load i:ombina, tion conditions under System 4. M:. There was cons.iderable discussion on Systems 1 and I in Table 1. Appendi. with respect to how structural stresses have been detemined due to Jacking loads and also due to settlements which have already occurred. The geotechnical area of concern is identifying the appropriate soil stiffnesses to use for these loading conditions. Because of the inabili to reach an agreement on these issues, it was suggested that L. McKelvey i@A- ~ ~j week to work out an understanding on what conditions require analysis.. from Bechtel and S. Paulos from GEI get together by conference. call next . m. '. Following their discussions, another conference call would be arranged with the parties of today's confarence call to infom both Consumers and the Staff on what agreenents c'ould be reached and what soil spring - stiffnesserarrrequired. Settlement Monitoring During Service Water Structura (SWS) Underpinning., 2. .",y (Reference - Drawing C-2003). As. agreed upon between Consumers and the ; Staff during the March 19, 1982 audit, a permanent bench mark will be added near the southeast corner of the SWS. Locating this new peminnen ' benchmark on the east wall as far south as it can conveniently be posit-o. Th near SW-3 is acceptable to the Staff. The major reason for this additii is to pemit the differential settlement to be accurately established .~ " 'i between the portion of the SWS founded on till and the overhanging portion presently founded on the fill. The Staff and its Consultants indicated their difficulties with Consume previously stated intent not to require control of underpinnning operat NRC difficulties include l with established ~ allowable settlement limits. l the strain gage approach proposed by Consumers may not.be a sensitive control and may not give as.early a warning as measured settlements on The Staff and its Consultants recomended that, similar t bench marks. l what is being carried out for the Auxiliary Building, allowable settler i Ifmits be established at the pemanent benchmarks based on a structura' l i ~ analysis, where critical stresses due to differential settlement beyoni rigid body motion have been calculated. O O E 1 ~_,__-_,.,,._-_-,_.-____[
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.ma.p..> =. n.m x 3- - Consumers indicated their concerns. with establishing allowable differential settlement limits which included recognition of the more rigid structure and considerably shorter length of the main portion of the SWS on till in comparison to the Auxiliary Building. These conditions, 'in Consumers oV.fon, would result in very small settlement limits which would be impractical to measure and would possibly be overshadowed by daily This matter, after considerable fluctuations due to climate changes. discussion, was not resolved but an understanding was reached that the Staff would not take a position until after their review of the strain monitoring program had been completed. Th.is program was to be provided Consumers agreed to consider the Staff's by Consumers in early April. recommendation and provide a more definite indication on the magnitude of differential settlements v:hich.are involved, With respect to the frequency of readings indicated in Step 3 on Drawing C-2003, the Staff made the following reconnendations: At least one week prior to the stak of excavation 'below the foundation ilab of the SWS, good background settlement data should be obtained for' a. the three permanent benchmarks by increasing the frequency to a minimum of three times a day in order-to observe the effects of climate changes. Consumers indicated their agreement to this Staff request.-- When excavations below the SWS foundation slab proceed in order to b. insta1T corner piers 1, 2, 3 and middle pier 4 and during the jacking-of these piers, the frequency of settlement monitoring should be increased to a minimum of twice per shift. The frequency of readings can be lengthened to once every 24 hours after corner piers 1, 2 and 3 are completed and before work-on pier 4 is initiated, if access to the piers is by way-of an excavation out' side the SWS as presently being considered by Consumers. Consumers expressed agreement with 'this request. Following the successful construction of piers 1, 2, 3 and 4 the 3 c. frequency of readings as presently proposed by Consumers on Drawing C-2003 would be acceptable to the Staff. It was indicated to Consumers that this increased frequency of ~ readings during the more critical underpinning operations was also applicable to the strain gage monitoring program. Consumers agreed to consider the need for increased frequency of strain monitoring' in their current work in developing this program. The frequency of readings proposed by Consumers for building settlement markers other than the permanent bench marks is acceptable to the Staff. 9 9 ,,o*" T T- 'T '-eW'- "-""WTW T"*"--C-'# ---""'W"*M*
,.- - -- m .~., m.. nan a_, e.w -~ -s 4 (Reference - Plan of Construction Dewatering, Constr'uction - Dewatering. Sections A-A.and B-8, and Dewatering Procedure tran 3. The Staff. indicated their acceptance of the locations of the dewatering wells and piezometers (observation wells) and made the following recomendations on the above referenced information:
~~a.. The depths of the six proposed piezameters should extend to at least elevation 570. The top of the filter sand in the piezameters Z~~
e. should extend to elevation 590 and then be sealed above 'thi The type of piezometer to be'insta'11ed should be sensitive (e.g., .3/8" maximum inside diameter or a' air pressure cell ' type) to-sudden 5: b. n - piezametric changes in order to avo,id long periods of time lag responses.. The specification for installing and operating the construction. ' dewatering systen should establish a construction control on the c. ~ This control should require a minimum upper phreatic surface.2 foot depth between the upper phreatic surface ~ dewatering and the bottom of any open underpinning excavation at any The depths of,the proposed dewatering wells should then given time. be drilled accordingly to accomplish this construction control on the upper phreatic surface. Placement of the filter sand in the dewatering wells should be by the trenie method rather than shoveling from the ground surface in d. partic'les in holes
4.
order to avoid segregation of the filter sandConsumers agreed to modify th larger than 6-inch in diameter. construction dewatering plans and s Staff's recomendations for above items 3a., 3b., 3c., and 3d. d' ~ The Staff recomended that paragraph 7.2 of the dewatering procedures-provided by Consumers be modified to define what constitutes soil e. particles in the discharge water (inorganic, nonmetallic caterials coarser than 0.005 niillimeter) and to indicate the frequen'cy of testing similar to.the agreements reached with the Staff as reflected Consumers. 18,1981. letter from R. Tedesco to J. Cook. ,in the June responded that the const'ruction dewatering is a temporary system and 18,1981. therefore not subject to'the agreements reached in the June 4 There was. letter which covered the permanent dewatering system. considerable discussion on the' safety significance and impact that a filter media criteria of 0.005 m versus 0.05 m (Consurers) have on underpinning operations for both the Auxiliary Building and The Staff acknowledged that the 0.05 m Service Water Structure. 5 g -? see,
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x z. = w.w.u:' ..x. G ,. ~ = u. criteria proposed by Consumers would not result in a serious removal of foundation soil particles if this condition' persisted for On the other hand the Staff considered a period of several weeks. the volume of soil fines which could be removed to be excessive if soils finer than 0.05 m were being removed by dewatering' over the anticipated one year period 'when underpinning work was being completed. The past ' monitoring procedures employed by Consumers on construction. permit a conclusion to be reached as to whether dewatering did not a real problem existed for fines sized between 0.05 m and 0.005 m. ) The Staff suggested a compromise where the' Staff would agree with Consumer's proceeding with construction dewatering using the 0.05 m filter criteria but requiring the. testing for. soil particles at Consumers agreed to bring the both the 0i05 ma and 0.005 an filters. results to_ the attention of I&E fnspectors and NRR of any. test where the amount of soil particles in th~e discharge water exceeded'the limiting 10 ppm.when measured on 'the 0.005 mm filter. At that time an engineering evaluation would be made as to the seriousness of the developing condition based on actual seepage pumping rates which If the loss of soil particles were deemed are not now available. significant enough during the remaining per.iod of underpinning the Staff would require remedial actions to reduce that loss. In response to Consumer's request for flRC approval 'in their proceeding. - with construction dewatering, the Staff indicated their concerns have now been resolvedbut that approval must come from Division af The Staff indicated D. Hood would be notified of the Licensing. results of today's conference call and suggested that Consumers directly contact him sometime later this afternoon. On a matter not directly related to the subject o'f today's call, Bechtel indicated they are presently considering running a loading . test at locations near, but not in the actual pier locations at This both the Auxiliary Building and Service Water Structure areas. planning is in the early stages and it is Consumers intention to submit the load test procedures and details for Staff review in the, Very near future. e e
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~~>*a e. [ F.0712 E92 Docket Nos: 50-329 Oti, OL and 50-330 OM, OL LAPPLICANT: Constsners Power' Company FACILITY: Midland Plant, Units 1 and 2~~
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- StMMARY OF JULY 27 - 30, 1982, AUDIT ON SOILS REMEDIAL ACTIVITIES On July 27-30, 1982, the NRC staff and its consultants met in Ann Arbor, Michigan with Constsiers Power Company (the Applicant), Bechtel and their consultants to audit analyses, designs and preparations for remedial measures to correct the foundations and utilities on inadequately compacted fill soils at the Midland site. Meeting attendees are-listed by Enclosure 1. On July 19, 1982, the staff issued a draft of t[1e second supplement for the Midland SER which primarily addresses the soils settlement review. A listing of the out-standing review items in this draft SSER was prepared by the applicant and served as the meeting agenda. The list was updated at the conclusion of the meeting to indi-cate which of those items had been included in the staff's audit. Enclosure 2 is the resulting agenda. The -same-numbered items from Enclosure 2 are discussed below in this-sumnary. Selected handouts provided during the meeting are shown as attach-ments within Enclosure 3. General Itens 1 - 5. Not included in Audit 6. NRC input into the final SSER will cover range of applied bearing pressures' static and dynainic loading A draft of FSAR Table 2.5-14, including bearing pressure data for the Auxiliary Building (AB), was provided (Attachment 1). The staff reviewed the table, noted that the information was acceptable and that once provided for the docket and verified, this item would be technically closed. 7 & 8. The applicant was requested to determine that 1.5 x FSAR seismic response i spescra analyses are conservative for the auxiliary building (AB), service water pump structure (SWPS), and borated' water storage tank (BWST) in conparison to site-specific response spectra (SSRS). I The applicant has not provided comparative plots of floor response spectra that were requested by the staff for all buildings (seismic margin review). - l Tne flRC structural engineering staff reviewed calculations at 5 points of elevation for the AB to detenaine if 1.5 x FSAR response i l l oment i sunman) ousp anc ronu m po.espencu as e OFFICIAL RECORD COPY usom mi-a. iufame w m \\ a.
a:.= " L>s. A 2-spectra enveloped the results obtained by using' the SSRS. For these five points, the floor response spectra generated by the use-of 1.5 times the FSAR spectra enveloped the respective floor response spectra developed from SSRS. Mditional loca-tions in this and other structures will be addressed as part of the seismic margin study. The applicant also noted that the use of the floor response spectra derived from the seismic margin earthquake would be according to the seismic margin review criteria submitted to the staff by letter of September 25, 1981. - The results of the seismic margin review will be submitted to the staff during the first quarter of 1983. 9.' - Test data on #9 and #10 Fox-Howlett rebar splices'with up to 2% strain 4 Copies of test data up to 2% strain for #9 and #10 Fox-Howlett rebar splices were provided to the NRC during the audit. Copies were also sent to the NRC consultant, Science Applications Institute by letter dated July 16, 1982. Tne NRC found the information acceptable after preliminary review. Pending subsequent NRC discussions with its consul-tant, this item may be c'40 sed. 10. Identification, inspection, and repair procedures for concrete crack repair Criteria for concrete cracks were agreed upon and will be docurnented by the applicant in a letter in early August 1982 (Post script: see applicant's letter of August 2,1982). The crack repair program applies to the DGB..SWPS, Control Tower and Electrical Penetrations Areas of the Auxiliary Building and Feedwater Isolation Pits, which will be com-pleted prior to the first refueling of the plant. It con-sists of the following three points: (1) Repair by epoxy injection any cracks in the structures wnich are below the perwanent ground water table and which exhibit weeping characteristic.' This repair will be performed from the inside of the structures. (2) Coat the splash zone of the exterior surface of the south wall of the Service Water Pump Structure which is in contact with cooling pond water with water-proofing c mpounds. The waterproofing cmpound will be one of the three co'npounds recommended by con-sultants in -their report "Ef fects of Cracks on Serviceability of Structures in the Plant". e omes> svanams > o4ra > nac rocus po.ao> nacu ong OFFICIAL RECORD COPY use= =i-m..= ,,-g-,,,e n-n-w-, w-

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l 3-1 (3) ' Repair by epoxy injection existing cracks which are 20 mils and larger and apply a sealant to the sur-faces of the concrete walls in the following acces-sible areas (i.e. areas where removal of soil or installed equipment or installed components is not ' necessary to perform the repair). The extent (length) of.the crack that will be injected with epoxy will include at least that portion with crack width of 10 mils or larger. Prior to the initiation of repairs, all cracks 20 mils and larger and weeping cracks in the applicable areas will be identified. A verification of 'his identification to a tolerance of +5 mils will be performed. This verification and subsequent will be in accord-ance with the quality program. The material. for structural epoxy adhesive will be "concresive-1380" manufactured by Adhesive Engineering Coupany, or equivalent. . The areas to be repaired for each applicable building are as follows: DGB . (a) All accessible interior reinforced concrete walls. (b) All accessible exterior concrete walls. CTt.EPAs (a) All accessible exterior concrete walls. SWPS 1-(a) All accessible exterior walls. 1 11 & 12. Not included in audit. Auxiliary Building i 1. Resolution of allowable vertical differential settlement arid strain that will stop underpinning construction and require installation of temepor-ary supports The NRC staff reviewed the allowable settlement calculation resulting from analysis of the construction condition using a subgrade nodules of 70 KCF and analysis of reduced support along the EPA due to tunneling (Attactnent 4). provioes definitions of " alert", " action" and "requalify" levels wnich were agreed upon for underpinning activities. Attactvrient 3 provides numerical values which were agreed upon. The levels apply to Phases !!, III, and A. omcap SURNAME) oAre p a m e ponu m o oesi nncu ones OFFICIAL RECORD COPY usam mi-asum 3_, ,.,, -.-m.- ,--*-*--vv--e w-*w'-"7**v '*""Y* ' " "~ ' ' " ' '
= This item was accepted by the staff. - 2.. Compaction control specification for granular fill beneath feedwater isolation valve pits (FIVPs) It was agreed that the fill beneath the FIVP will be tested using the procedures outlined in the Seabrook FSAR. A copy of a similar FSAR section was provided by the NRC. It was also agreed that the fines portion of the fill shall be non-plastic. This will be verified by the resident geotechnical engineer by appropriate testing (hydrometer of Atterberg limits). ' The backfill will be properly moisture conditioned by soaking immediately prior to compaction. The soaking , means will be approved by the resident geotechnical engineer. ' Compaction acceptance criteria.will be 957, modified proctor or 85". relative density (whichever testing standard results in the maximum dry density) based on tests perfonned prior to placement. The applicant also committed to perfor. ming a laboratory compaction or relative density test to establish maximum dry density on soil' material taken from each field density test location. Bechtel compaction control specifi-cation will be revised. s Additional compaction equipment (e.g. self propelled double drum compactor) will be qualified by the test fill method. 3. -liethodology for transferring final loads to pennanent underpinning wall Preliminary copies of Mergentime/Hanson Drawings S-7E and S-74a (see SSER #2, Appendix !) not yet reviewed by Bechtel, were provided for staff review. Analysis of the permanent wall and preliminary design details were also reviewed. Tne review included methodology, rebar stresses in critical areas, and connection to existing structure. The staff found these items to be acceptable. The transfer of loads will be accomplished by the use of hydraulically actuated steel jacks that are incrementally increased to the specific loads determined by the struc-tural analyses. When the predetermined loads have been developed by the jacks, the loads will be maintained and locked off provided that the following criteria are met: (1) The pier will be loaded to 125". of its specifled jacking load and continued at the load stil the relative movement between the top of the pier and the underpinning structure is less than 0.01 in. in a continuous I hour period. When this con-viitinn it u H efi mi. CrAct> suamas > one) m c roaw m oo.aoi m cu omeo OFFICIAL RECORD COPY usano: mi-- ,,._,...-..-._,_._-_y. __,c.-_. .,____..,.-,_m.. ._,,..-~.,,_.._,_y_ m-...,_, - _. _
7,- t= 3- -S- ~ (2) The pier load will be reduced to 110". of its specified jacking load and continued at that load. until-the relative movement between.the top of the pier and the underpinning structure is less than 0.01 in. for a continuous 24-hour period. When this condition is satisfied, the pier will be locked off. (3) Jacking loads for the permanent underpinning wiil be maintained at the specified value for at least 30 days. (4) A semilogarithmic plot of settlement versus time - ill be developed to allow detemination of when w secondary consolidation has been reached. (5) The settlement increment in the last 30 days of sustained load will not exceed 0.05 in. (6) The settlement 'in the last 10 days of sustained load will not exceed 0.01 in. (7) Wedges to be used for the permanent wall will be driven tight ana _ pemanently welded in place. In case a predicted jacking load is not obtained (when a 0.03-in. upward. movement of the existing 4 structure occurs) jacking loads should be reduced to 80'. of the load at which the movement occurred i and this load will be used in the analyses to' determine subsequent jacking loads. 4 4. Updated scope of construction for Phases III and IV The plan which describes the construction scope (Drawing 7220-SK-C-0101) (see SSER #2, Appendix I) was reviewed. A discussion was also held regarding construction sequence. The staff found these matters to be acceptable. 5. Resolution of pier and plate load test details on maximm test load, locations, and time for performing test The load test will be performed on Pier W-11. ' The pro-posed load sequence is to jack the load frm O to 50". of the nearing pressure allowed for the seismic loading i comoination, then decrease the luad to 251,, and tnen increase the load to 130%. The staff agreed that no additional plate load test is required. The staff found these details. to be acceptable. omes > = = - > omy anc sonn ais oo.en anousses OFFICIAL RECORD COPY m oi mm ~ * :::.22
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Long-term settlement monitoring plan during plant operation 8 This is a technical specifications item. The information will be provided to the NRC as part of the FSAR technical specification submittal in October 1982. 7. FSAR doctanentation on as-built conditions i This is a confirmatory item which will provide the level of construction infomation typical of an FSAR. The infomation will be provided to the NRC once the appro-priate construction stage has been achieved. 8. Design modification at freezewall crossing with duct banks The applicant had previously committed to provide a report addressing the installed surcharge loading pro. i gram, monitoring results and backfill techniques.. The proposed method for backfilling monitoring pits will be provided prior to accomplishing the work. This carryover item from earlier meetings continues as a confimatory issue. 9.- Resolution of required depths of construction dewatering wells 4 The applicant agreeds with a staff position that, when excavating in cohesionless (natural or fill) soils, the groundwater will be maintained 2 feet below the advance of excavation. 4 In addition, a probing program will be used in selected l piers. As a minimum, these piers include E12, W12. E10, W10, E7, W7 E4, W4, CT1, CT6, and CT12. Test holes between 1 in and 4 in. in diameter will be advanced to a depth of b ft beneath the proposed bearing level (from a level 5 ft above the bearing level) in these 11 selected piers to detemine whether groundwater under pressure exists in sufficient volume to require special pier dewatering. It water pressures are low, excavation to the bearing level will continue. If water pressures are shown to be high in the test holes, special dewatering (e.g., wellpoint or other suitable means) will be used to lower the water table at that pier to at least 2 ft j below the bearing level. The hole beneath the final bearing level will be grouted. Although the available infomation indicates that the bearing stratum is a fairly homogeneous hard clay, it is possible that special pier dewatering will be needed. These holes will be used CPFICE) $UmasAa,8).................... 1 DATA ).................... nnerom mepoopmcunem OFFICIAL RECORD COPY unem w m ~ '
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._ - l r i. ~7* by the applicant as a conservative measure to confirm subsurface conditions before the bearing level is reached. Interpretation will be done by the resident geotechnical engineer. This item is acceptable to the staff on this basis. 10. 140nitoring matrix showing allowable settlements and strains An updated copy of the monitoring matrix (Bechtel Drawing 7220 C-1493(Q), Rev. 1) (Attachment 7) was provided. Alert, action and requalify 1evels will be added as agreed above ( AB Item 1). The staff agreed that no alert or action level needs to be established for monitoring strain. However, the strain data are considered supplementary to understand the behavior of the building and strain levels greater than 0.0010 in/in. are a factor to be considered in the raising of the alert and action settlement levels. This iten is acceptable to the staff on this basis. 11. Electrical penetration area (EPA) and control tower (CT) relative horizontal movement criteria The NRC staff reviewed drawings showing the gap detail between the EPA /CT and the turbine building (TB). The minimum gap between structural members of the CT and TB is 8 in,; the minimwa gap between structural members of the EPA and TB is 6 in. 1 The staff agreed that no acceptance criteria will be required for horizontal movewnt during underpinning. f Data from the horizontal instrianentation measurenents will be recorded and used as supplanentary infomation to the differential settlement records in the overall evaluation of structure movenent during underpinning work. I 12. Changes in pier configuration The applicant has determined that piers CT4X and CT9X located along Colunn line K at 5.9 and 7.2 will not be e requi red. Piers will De required at H and 5, and at Hk and 8. The NRC staff reviewed Bechkel Drawing 7720-SK C-0101 (Rev. 0) and Mergentime/Hanson drawing S-74 (Rev.
~~2) showing the details of these piers (see SSER (2 Appendix 1). Tnis is acceptable to the staff.~~
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g ;a% _.._. =.. s ^ 8 agreed to constructing the drift support system in 2-foot increments, with lagging and tight backpacking completed up to the bottom of the EPA foundation slab and with an excavation bench on the FIVP side. 14., As-built plan for deep-seated benchmarks The NRC staff reviewed Bechetel Drawings 7220-C-1490 and C-1491 (Attachent 7) showing as-built locations of the AB deep-seated benchmarks and found them to be technically acceptable. 15. Review of Specification 7220-C-200, Emergency Actions The flow charts for the emergency actions of Specif1-cation 7220-C-200 were reviewed in detail. The staff 4 found the flow charts to be acceptable. Service Water Pump Structure 1. Complete staff review of sliding and lateral soil pressure calculation under dynamic loading The NRC staff completed ~ review of the sliding and 1 lateral soil pressure calculation. Seismic loads equal to 1.5 times the FSAR SSE loads were used and were found to exceed SSRS loads. Factors of safety against sliding were 1.45 (N-S direction) and 1.50 (E W direction), which exceed the staff's minimum i requirement of 1.1. This technical item is closed. 2. Resolution of pier and plate load test details on maximum test load, locations, and time for performing test The load test will be performed on Pier 1 (east side). The proposed load sequence is to jack the load from 0 to 50% of the bearing pressure allowed for the seismic loading com-bination, then decrease the load to 25%, and then increase the load to 130%. The staff agreed that no plate load test i will be required. This technical item is. closed. 3. Resolution of required depths of construction dewatering wells I For monitoring of construction dewatering at the SWPS,12 piezometers will be provided. Six will be sealed in the zone from el 570' to el 590', Soil sampling will be con-tinuous from el 570' to el 585' in borings at the location of the six perimeter piezometers. The other six will be installed at the subcontractor's discretion. t cnicap sunmanes >................. oan > ................s Nac ronu sie om Nacu osao OFFICIAL RECORD COPY usam mi-aan -
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3- .g. The water surface will be maintained 2 feet below the bottom of pier excavations if sand is present within 8 ' ft of the pier foundations as indicated by the continuous sampling.in the six perimeter piezameters. If sand layers are identified in the exploratory borings for the piezo- - meter installations, the wells will be lowered to maintain the 2 foot requirement. The results of the explorations and the final installation depths of the dewatering wells - are to be provided to the 'MRC staff when available. This technical item is closed. 4. ' Hethodology for transferring loads fran Jacks to permanent wall and locking off Drawing 7220-C-2035-Q Rev. 2, with the. relevant parts of Specification 7220-C-194 showing final load transfer pro-cedures, were reviewed by the NRC stiff and found to be acceptable. This technical item is closed. 5. Long-tem settlement monitoring plan during plant operation This is a technical specification issue. The infomation ~~ will be provided to the NRC as part of the FSAR technical specification submittal in October 1982. l' 6. FSAR doctrientation on as-bu.ilt conditions This is a confirmatory iten with technical issues resolved. } The information will be provided to the NRC once the appro-1 priate construction stage has been achieved. j 6a. Strain monitoring to measure acceptable allowable strain i The NRC staff's evaluation of the applicant's June 14, 1982, submittal indicated the proposed 5/16 inch displacement (extension) criterion over a single 20-foot gage length was not acceptable and the staff recommended that several gages i of shorter lengths be installed to permit identification of the more highly stressed sections. In the meeting of June 25, 1982, the applicant committed to using four 5-foot long gages in place of or in addition to the single 20-foot gage. The action and alert linits for the 5-foot long gages will be based on the yield strain of the reinforcing steel. 4 7. Staff input into the final SSER will describe computed earth pressures under both static and dynamic loading and design methods Review of computed earth pressures was completed. This technical item is closed. omcap ~. .. - ~ ~ - - ~. - - -. ~ ... ~ - - -. ~ ~... ~ ~ ~ ~ ~ ~ ~ ~. - ~~~~~~-~ -.-~~~~~. eunemap . ~... .- ~ ~~ ~.~ ........ ~. - -. ~ ~ ~ ~ ~ ~ ~ ~ - -~~~~~~. omy ~ ~ ~. -...... ... ~. ~.. ~. - ~ ~ ~ ~ ~ ~. - ~.. - - ~ ~ ~ ~ ~. - - - ~ ~ ~ ~ ~. ~ sac ronn ais pea nncumes OFFICIAL. RECORD COPY u.om mi-m iiw gp_-w-w__p----.n_ -__,,,p7g -_-,g.,,_. ,,,,,,,__,i.-g.i, wg.-%,. - -.---y.-----.99,m%,.e,%,-p _,w--.9w,%,.9.,-,-,.ppwy+w_--
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The NRC staff is to review and evaluate the applicant's analysis as identified in response to Request 2.8 of Enclosure 8 NRC letter dated 5/25/82 (interaction of circulating water and SWPS wall). The NRC staff reviewed the drawing showing the structural gap between the circulating water intake structure (CWIS) - and the SWPS, and compared this gap with the predicted deflections for each structure under earthquake loads. The 1 in. minimisn gap is sufficient to accomdate the relative calculated gap of 0.518 in. Simarily, the 1 in, gap between the SWPS and the cooling pond retaining wall accomodates the calculated relative gap of 0.25 in. during a SSE. This item is closed. 9. Check dowels for shear and tension capability The staff reviewed.the design calculations, discussed the design methodology, and detennined the shear and tension capability of connections for the underpinning to the existing structure. The items were found to be acceptable. This item is closed. Borated Water Storage Tank i
1.
~~Long-term settlement monitoring plan during plant operation This is a technical specification issue.~~
The infomation will be provided to the NRC as part of the FSAR technical - specification submittal in October 1982. 2. FSAR doctsnentation on asabuilt conditions i This is a confirmatory item with technical issues resolved. This information will be provided to the NRC once the appropriate construction stage is achieved. 1 3. Staff calculational review for governing loading combinations in structural design The NRC staff reviewed the calculation for design of the new ring beam foundation for applicable load coinbinations. The governing load combination is: ll = 1.40 + 1.4T + 1.4F + 1.7L + 1.7H + 1.9E where component loads are identified by FSAR Section 3.8.6.3.1. 1 4 onnewy ~ ................ ~. sunaanse >. ~. ~... ...........~....a.. DATE) ... -. = -.... a....a.a a.~. .~~~a===.~. a aa.=~aaa.aa .a ~~ aa.a.*aa a a ..**m a a aa a a m a a a a..a -..... 8 - sac ronas sia pe ennou se. OFFICIAL. RECORD COPY u wo: mi-= w -y-, r-, ,--vi e- .,,y,- y+ev =-m w-- --we**--,,-,----ir--,+-t-=-+3--er m-- ,,,e,-,m . w w o-w wm e--*-r---r'*-ev'ee "e-te wer*we*=--=wreeww we"'
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a typical section considering forces and moments and found it to be acceptable. Additional infonnation of a confirma-tory nature will be provided as part of the seismic margin study to demonstrate the adequacy of use of 1.5 times the FSAR response spectra relative to use of SSRS. 5 Underground Piping 1. Staff evaluation of previously submitted reports on underground piping not completed The MC staff and its consultant from ETEC reviewed the calculations for stresses due to seismic and settlement effects. The staff. agreed with the assumptions, method-ology, and results of the analyses. 3 Tne staff completed its geotechnical review of previously i submitted reports. The applicant agreed to add five additional settlement and strain monitoring stations as requested, plus settlement markers at each end of transi-tion zones of replaced /rehedded pipes as shown on Drawing 7220-SK-C-745 (see SSER #2, Figure 2.11). The five addi-tional settlement and strain marker locations are station 1 + 32 and 3 + 15 for line 26"-0HMC-15; station 1 + 55 for line 26"-OHBC-20; station 0 + ' 0 for line d 26"-OHBC-55 and station 3 + 00 for line 26"-OHRC-54. The l The applicant also agreed to change the monitoring frequency to once per month for the first 6 months, of, plant operation. The frequency of readings will be lengthened to the 90 day interval following the intial six month period if the settlement readings have stabilized (not larger than 0.10 inch change from the previous reading). This will be written into the technical specifications. inis item is closed. '2. The applicant's proposed reinstallation of 26-incn and 36-inch diameter pipes including review of analysis, properties of backfill, extent of d excavation, details of transition, and controls during consturction i Thn staff consultant visited the site and ' observed the arrange.1ent of the service water piping in the SWPS. 1 The design approacn for reinsta11ation of the' service water pipe was reviewed and approved. The applicant pro-vided a prelininary stress sisnmary table for the piping i to be reinstalled. Tne final table will be provided by August 20, 1912. Drawing 7220-SK-C-745 was narked to i show the settlement and. strain monitoring locations that j . r. anc.a4 unan. i ornce > ............. ~.. . ~. ~. ~ ~. - ~. . - ~. - ~.. ~ ~ ~ . ~ ~. ~ ~ ~ ~ -~~~-~~~~ suneimes) . ~. ~... ~. ~... ~ ~. - ~ ~ ~ ~ ~ . - ~ ~ ~ ~ ~. - ~ ~ ~ ~ ~ ~. ~ ~ ~. - are > - ~.. .. - ~......... j nne,onu m pm ncu om OFFICIAL RECORD COPY use,onen-ame ,...~ -, - - - - - - - - ~ - - ~ ~ ~ - ~ ~ ~ * ' ~ ~ ~ - ""'~~" " " ~ ~ ~ ~ --...----n-,--~--w-
~. IP l j Properties of the proposed backfill were provided for 1 -review. It is planned to use a mixture of sand, cement. and fly ash. The conenercial name of this product is "K-Krete" (Attachment 6). The next FSAR revision will document the design for the reinstalled piping, properties of the backfill material, and the stress summary table. This item is closed. 3 & S. Plant control restricting placement of heavy loads over buried piping and conduits Technical specification proposal by applicant for long-term settlement and strain monitoring plan during plant operation, These are technical specification items. The infomation will be provided to the NRC as part of the FSAR tecnnical specification submittal. 4. FSAR docw.ientation on as-built conditions This is a confirmatory item with all technical issues resolved. The infomation will he provided to the NRC once the appropriate constr.uction stage is acheived. Diesel Generator Building Analysis 1. Resolution of assumptions (' structural rigidity) and completion of analysis that uses correct settlement values; documentati.on of these results with comparison to recorded and predicted settlements The NRC staff reviewed calculations for the diesel gener-ator building which included settlement effects prior to, 4 j during, and after surcharge, including predicted values for the life of the plant. The maximum calculated stress for the period 14 arch 28, 1978, to August 18, 1978, is approximately 11 ksi. The NRC staff expressed the need to further review the results of calculations on the effects of settlenent on j the DGB including the method used by the applicant to l characterize the shape of the structure resulting from 4 actually recorded settlements and predicted settlement values. Bearing pressures were reviewed and found to be acceptable. l l 2. l.ong-term settlement monitoring plan during plant operation f l "f !! : t:9-!: ! :;::hC tft::tten fi n ": '-f:n:ti:n .w.ill be provid d to t i l
h. FSAR

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... -.. ~. I* - 13 l I Permanent Dewatering 1. Resolve availability of 60-day period in view of recharge rate in wells in AB railroad bay area i The applicant ruviewed with the NRC staff the events related to the rupture of a construction water pipe which affected L.ie recharge response in the railroad bay area. Infomation in response to written questions by NRC Hydraulic Engineering Section were provided for future review in Bethesda and included infomation on the period to initiate shutdown. This period will be documented in the technical specifications. A report will be submitted after system installation to document the water contours developed by the pennanent dewatering systen..This report will provide verification of any water source in the railroad bay area. 2. Requirements of pemanent dewatering system during plant operation This is a technical specification item. The infomation will be provided to the HRC as part of the FSAR technical specification submittal. i 3. Results of typical well fines monitoring The applicant provided typical results from the July fines monitoring of the AB construction dewatering wells. Well 5 micron (ppm) 50 micron (ppm) ME-7 0.5
~~0. 2 ME-8 1.1 0.4 HE-9 0.5 0.3 ME-46 0.6 1.0 This iten is closed.~~
Other Itens A presentation was given on the project organization and consultants for the.. soils 3 work (Attacipent 5). M g Dar S. Hcod, Project Manager C. Licensing Branch No. 4 Division of Licentim I .50 E-.~~ S- ~~9kI.kI l@4.DH,,9,gd,,[, (- - uane JKnl Erin.i. $E.i-ornese Enc 40strret:~ r -.a.-~~~~~~ sua==s Hs..sta. tad....... ......LV..wa.d. lll!.W.0.R.....~.).ll..../.9.E u f u,4 kaa.
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o - a-0 4 MIDLANO Mr. J. W. Cook Vice President Lee L. Bishop i Consmers Power Company Harmon & Weiss 1945 West Parnall Road 1725 I Street, N.W., Suite 506 Jackson, Michigan 49201 Washington, D. C. 20006 cc: Michael I. Miller, Esq. Mr. Don van Farrowe, Chief Ronald G. Zamarin, Esq. Division of Radiological Health Alan S. Farnell, ~ Esq. Department of Public Health Isham, Lincoln & Beale P.O. Box 33035 Three First National Plaza, Lansing, Michigan 48909 Sist floor Chicago, Illinois 60602-Mr. Steve Gadler 2120 Carter Avenue e . James E. Brunner, Esq. St. Paul, Minnesota 55108 Consmers Power Company 212 West Michigan Avenue U.S. Nuclear Regulatory Commission Jackson, Michigan 49201 Resident Inspectors Office Route 7 Ms. Mary Sinclair Midland, Michigan 48640 5711 Summerset Drive Midland, Michigan 48640 Ms. ' Barbara Stamiris 5795 N. River Stewart H. Freeman Freeland, Michigan 48623 Assistant Attorney General State of Michigan Environmental Mr. Paul A. Perry, Secretary 4 Protection Division Constaners Power Company 720 Law Building 212 W. Michigan Avenue Lansing, Michigan 48913 Jackson, Michigan 49201 Mr. Wendell Marshall Mr. Walt Apley Route 10 c/o Mr. Max C1ausen Midland, Michigan 48640 Battelle Pacific North" West Labs (PNWL) Mr. Roger W. Huston Battelle Blvd. SIGMA IV Building Suite 220 Richland, Washington 99352 7910 Woodmont Avenue Bethesda, Maryland 20814 Mr. I. Charak, Manager NRC Assistance Project Mr. R. B. Borsum Argonne National Laboratory Nuclear Power Generation Division 9700 South Cass Avenue i Babcock & Wilcox Argonne, Illinois 60439 7910 Woodmont Avenue, Suite 220 Bethesda, Maryland 20814 James G. Keppler, Regional Administrator U.S. Nuclear Regulatory Commissi.on, 1 Cherry & Flynn Region III Suite 3700 799 Roosevelt Road Three First National Plaza Glen Ellyn, Illinois 60137 Chicago, Illinois 60602 Mr. Ron Callen Mr. Paul Rau Michigan Public Service Commission Midland Daily News 6545 Mercantile Way 124 Mcdonald Street P.O. Box 30221 Midland, Michigan 48640 Lansing, Michigan 48909 i i e i e e. a= e em.- y.. ,,.W.+-_-----.-p,-p-%~-mg_.%%.ww.wp,.p,-,,,-7--_,-r.m,.wwg-w g.,,.9 pp,w ym-,,.__n7.-
....____._l Mr.'J. W. Cook ' cc: Commander, Naval Surface Weapons Center ATTN: P. C. Huang White Oak Silver Spring, Maryland 20910 Mr. L. J. Auge Manager Facility Design Engineering Energy Technology Engineering Center. P.O. Box 1449 Canoga Park, California 91304 Mr. Neil Gehring U.S. Corps of Engineers NCEED - T 7th Floor 477 Michigan Avenue Detroit, Michigan 48226 Charles Bechhoefer Esq. Atomic Safety & Licensing Board U.S. Nuclear Regulatory Commission Washington, D. C. 20555 u Dr. Frederick P. Cowan Apt. B-125 6125 N. Verde Trail Boca Raton, Florida 33433 Jerry Harbour Esq. Atomic Safety and Licensing Board i U.S. Nuclear Regulatory Commission i Washington, D. C. 20555 Geotechnical Engineers, Inc. ATTN: Dr. Steve J. Poulos 1017 Main Street Winchester, Massachusetts 01890 i
E' ENCLOSURE 1 Midiand Audit Attendees 7/27/82 NAME ORGANIZATION James K. Meisenheimer CPCo. T. W. Thiruvengadam CPCo. K. Razdan CPCo., J. A. Mooney CPCo. John Schaub CPCo. Bill Cloutier CPCo. Dennis Budzik CPCo. N. Ramanujam CPCo. Frank Rinaldi NRR:DL:SEB Darl Hood NRR:UL:LB #4 Joseph Kane NRR:DE:HGED Steve J. Poulos NRC: Geotechnigal Engineers, Inc. Pao C. Huang NRC Consultant Gunnar Herstead NRC Consultant John P. Matra Jr. NRC Consultant Hari N. Singh U.S. Corps of Engineers Chicago Rude Samuels GE!/Crinmins Samuels Edmund M. Burke MRJO (Sechtel Consultant) Neal Swanberg Bechtel Gordon Tuveson Bechtel B. Dhar Bechtel John E. Anderson Bechtel S. S. Afifi Bechtel S. J. Rys Bechtel V. Veyma Bechtel H. Dasgupta Bechtel N. Rawson Bethtel T. Dabrowiak Sechtel D. Reeves Bechtel C. Knifton Becntel R. Tulloch Bechtel R. L. Rixford (Part time) Bechtel L&S L. McElweo (Part time) Bechtel M. Henry Bechtel P. H. Stravbe Bechtel B. Klein Bechtel i omes) ~ ~.. ~. ~. - ~.. ~ ~ ~ ~ ~ ~ ~ ~. summame).......... ~...... . ~.... ~... - ~ ~. . - ~ ~ ~ ~ ~ ~ ~ oars >........ ~.......... ...~.-- -.~. .. ~ ~ ~ ~ ~. - ~ ~~~~~~~~~ nac ronu ais po.mpeacw ooes OFFICIAL RECORD COPY usom. iwi-m m. J
og 1 ENCLOSURE 1 (Con't) Midiand Audit Attendees 7/28/82 NAME ORGAN!ZATION James K. Meisenheimer CPCo. T. R. Thiruvengadam CPCo. K. Razdan CPCo. J. A. Mooney CPCo. John Schaub CPCo. Bill Cloutier CPdo. Dennis Budzik CPCo. O. F. Rank CPCo. N. Ramanujam CPCo. Darl Hood NRR:0L:LB #4 Joseph Kane NRR:DE:HGE8 Lyman Heller NRR/HGEB Steve J. Poulos NRC: Geotechnigal Engineers Inc. e Gunnar Harstead NRC Consultant John P. Matra Jr. NHC Consultant Rube Samuels GEI/Crimmins Samuels Neal Swanberg Bechtel B. Dhar Bechtel John E. Anderson Bechtel S. S. Afift Bechtel V. Vema Bechtel T. Dabrowiak Bechtel D. Reeves Bechtel D. F. Lewis Bechtel Chuck Russell Bechtel Larry Young Bechtel David Griffith Bechtel
~~0. A. Zanese Bechtel W. Paul Chen ETEC f~~
i 1 Oppece) ) eusweasse) I mas pons swinespinemese oFFIClAL RECORD COPY ueom== F ? + ENCLOSURE 1 (Con't) Midland Audit Attendees 7/29/82 NAME ORGANIZATION John Schaub CPCo. N. Ramanujam CPCo. 4 J. P. Knight NHK Darl Hood NRR:0L:LB #4 f Joseph Kane NRR:DE:HGES Steve J. Poulos NRC: Geotechnigal i Engineers. Inc. Gunnar Harstead NRC Consultant John P. Hatra Jr. NRC Consultant Pao C. Huang NRC Consultant Rube Samuels GE!/Crimmins Samuels Neal Swanberg Bechtel B. Dhar Bechtel I John E. Anderson Sechtel S. S. Afifi Bechtel i
~~0. A. Zanese Bechtel T. T. Tseng Becntel l~~
i ~ t oseies > SU#88Aa86 ) DA FE ) naceoau m o m meusse OFFICIAL. RECORD COPY unen= =-mm
~ C /y,, L 7 u[ % L. ~ 0 - Open Item CON - Confirmatory Item TS 2 0perating License Technical Specification R - Technical Resolution Staff Input Pending C - Closed Item ~ 'i j .t HIDLAND PLANTS UNIT I AND 2 REVIEW OF DRAFT SER, SUPPL.EHENT No 2 SSER AISIT STATUS ITEM CENERAL ITEMS i i i 1. Staff's input for the final SSER will include sumanary of subsurface R No investigations. 4 - 2. Staff's input into final SSER will describe laboratory and field testing. R No 3. Staff's input into the final SSER will include staff evaluation of pertinent R No h soil profiles sectional views. 4. Summerize the settlement history of Catagory I structures other than the R No AB & SWPS. 5. Long term settlement monitoring plans during. plant operation for other TS No structures. 6. NRC's input into the final SSER will cover range of applied bearing pressures R Yes static and dynamic loading. 7. Applicant was requested to determine that 1.5 x FSAR seismic response spectra CON Yes analyses are conservative for the auxiliary building, SWPS, and BWST in comparison to, site specific response spectra. 8. Applicant has not provided comparative plots of floor response requested 0 Yes l by the staf f for all buildings (seismic margin review). mio782-0048al68 p 9 6
l. 2 ~ SSER AIBIT. _t STATUS ITDI I t y 9. Test data on #9 and #10 Fox leowlett with up to 21 strain. Coff Yes 10. Identification,. inspection and repair procedures for concrete crack repair. C001 Yes [ 11. Use of concrete expansioa anchors to attach piping and equipment to masonry 0 No walls is disallowed by Staff criteria (non-soils). 12. Staff's input into the final SSER will summarize geotechnical engineering R No review efforts and SHAKE computer code studies. l s s e mio782-0048aI68 + y .s
~ 3 l-l' SSER STATUS ' AIBIT -I ITEN i ? AIIXILIARY BUILDING
~~t i~~
1. Resolution of allowable vertical differential settlement and strain that O .Yes I will stop underpinning construction and require installation of temporary supports. 2. Compaction control specification for granular fill beneath FIVP's. 0 Yes 3. Hethodology for transferring final loads to permanent'underpinnirg wall. 0 Yes 4. Updated scope of construction for Phases 3 and 4. ~ O Yes 5. Resolution of pier adesgSenesdeed test sletails on maximims test load, locations O Yes and time for performing test. t 6. l.ong term settlement and strain monitoring plan during plant operation. TS Yes 7. FSAR documentation on as-built conditions. CON Wo - 8. Design modification at freezewall crossing with duct banks. CON No 9. Resolution of required depths of construction dewatering wells. CON Yes 10. lionitoring matrix showing allowable settlements and strains CON Yes 11. EPA and CT relativ'e horizontal movement criteria CON Yes 12. Changes in pier configuration CON Yes 13. Details on stiffened bulkhead during drif t excavation CON Yes 14. As built plan for deep seated benchmarks CON Yes 15. Review of emergency actions C-200 CON Yes t ~ mi0782-0048al68 ? 1, . ~
-t~ SSER AISIY ~ STAftlS-ITEII - 1 4 i SERVICE WATER PtBIP STRUCTultE .j ]- t 1. Complete Staff review of sliding and lateral so'il, pressure calculations- ' Coli Yes l under dynamic loading. 2. Resolution of pier and plate load test details on maximum test load, locations, Coli Yes* j ' and time for performing test. i i 3. Resolution of required depths of construction dewatering wells. 0 Yes l 1-4. Itethodology for transferring loads from jacks to permanent wall and locking-off. O Yes 4. 4 i 5. Leag term settlement and strain monitoring plan during plant operation and TS Yes i program for monitoring horizontal movement. l 6. FSAR docunestation on as-built conditions. Coll-llo 1 6a. Strain monitoring to measure acceptable allowable strain. Call Yes ~ j 7. Staff's impet into final SSER will describe computed earth pressures under R Yes. 4 both static and dynamic loading and design methods. l' 8. Staff to review and evaluate Applicant's analysis as identified in response COff Yes
~~j-to Request 2.8 of Enclosure 8,IIRC letter dated $/25/82.~~
j. (interaction of cire water & SWPS walk) l .i 9. Check dowels for shear and tension capability. - Coli Yes 1 t 1 i i 3 j mio782-004 Sal 68 i ? ~ e = k e._.. _m
. 1- - g. .:n f l SSER AtBIT. l'l STATUS ITEN l BORATED WATER STORAGE TANK .1 l I. Lo t term settlement monitoring plan during plant operation. TS Ho . I' 1 2. FSAR do.usentation on as-built conditions. CON No t 3. Staff calculational review for governing loading combinations in structural CON Yes design. - i;' l t~ -i-l l i. 1 mio782-004Sa168 .j, i 2; \\
l ~ g .'6 ? l ~ 3 ~SSEE AIBlf 3 STATUS 175I1 nau w aG80tas PIPIliG 1. Staff's evalmation of previously siebanitted reports on underground piping ' R Yes not completed.. i. 1 2. Applicant's proposed reinstallation of 26-inch 36-inch diameter pipes including O' Yes I review of analysis, properties of backfill, extent of excavation details of transition, controls disting construction. 3. Plant control restricting placement of heavy leads over buried piping and TS Ilo condesits. a 4. FSAR decismentation an'as-besilt conditions. Coti ~ Iso 5. . Tech Spec proposal by Applicant for long term settlement and strain monitoring TS Ilo plan deering plant operation. ~, t ~ i mio782-0043aI63 ~ .l -t $5
p- -[ t
1
. L. ? 4 SSER AISIT-STAMIS 17516 _ I' 1 DIESEL (*meATOR BillLDillC AllALYSIS i 4 i, 1. Resolution of assumptions (structural rigidity)and completion of analysis' O Yes i that uses correct settlement values. Documentation of.these results witti comparison to recorded and predicted settlements. f-j. 2. Long term settlement monitoring plan during plant operation. TS Bio 1-I f' ' 4 1: q a i i. 4 3 1 4 ~ 4 t. I e 4 mi0782-0048a168 -l 1
i .c ~ .8 : i SSER AUDIT 73 i STATUS ITEN I j PERHANENT DEWATERING 1. Resolve availability of 60 day period in view of recharge rate in wells in 0 Yes ~ = railroad bay area of Auxiliary Building. 2. Requirements on permanent dewatering system during plant operation. TS No 3. Results of typical well fines monitoring CON Yes, E i' r 1 i t 5 mio782-0048a168 i t
Mg-- a p .e4h r' O +ei M FS
~~e 4~~
~~W'9 +w '44D-~~
~~4* em-~~
=* e I.- + Selected Handouts for July 27-30, 1982. Audit ) l h I omeo sunName) oare > nac ronu sis oo e0) NRCM ONO OFFICIAL RECORD COPY usam ini-sm..a m
~ Wd TWee I atc n J l l FOR INFOR. MAT 10H ONLY MIDLAND 1&2-FSAR L RS 003-03 y,,og,,3 3, SUW.ARY OF COtf7ACT STRESSES AND ULTipt4TE l gg BEARI Z CAPACITY FOR FOUNDATIOlis g 44 SUPPORTING SEISMIC CATEGORY I AND 01EER SELECTED STRUCTURES. n (,- di6 esp (d contact . fig s,.. Stress Beneath FootigI ..."...#.... 8.".I.*.II I ## i NT N A Gross Net
Dead, Dead, Net

Dead, Live, Live.
~~Ultimate~~
~~Live, Cross Het Dead and and Bearing and Foundation Dead and and Seismic Seismic Capacity Dead and Seismic 8~~
Unit Supportine Soils _ Elevation Live Load Live Load Load Load (Ib/ft 1 Live Load f.oad Category I Structures teactor containment very stiff to hard 582.5 10,000 3,300 19,500 12,800 45,000 13.6 3.5 wildings natural cohesive soils U# N, 45,000 Auxiliary building very stiff to hard 562 4### asea"' A natural cohesive soils ff,000 //4 I/*3 I# Y## Analliary building very stiff to hard 579 / 4g areas a and C"8 natural cohesive soils /3 W P / d#O JW t,t/ Ausiliary building very stiff to hard 556 , /Il## 1 / 45,000 Area W" natural cohesive , soils Auxiliary building very stiff to hard 571 //j odp Y) M O/, /]/M 45,000
~~#,8 Je [~~
Areas E and F"' natural cohesive ' soils Auxiliary building Zone 2"' 630.5 /j @ y O JO 3j/# 3# 15,000 /S,8 SO / Area G"' !d'N b !# M 30,000 Auxilia building Zone 2 610' /*M#O N/) Area 5' J k (5,000 /V'8 Ausiliary building very stiff to hard 56g g g40 0 $M j j Areas I and J natural cohesive soils Table 2.5-14 (sheet 1) Revision 44 6/82
.g e l' ~ $dTN FOR INF0MMT10M DHl.Y 1 NIDLAND 182-FSAa 7220 l Rs-003 03 l 7ABLE 2.5-14 (continued) Contact 4 Stress Beneath Tooting) (Ib/ft Factor of Safety M Cross Net
Dead, Dead, Not

Dead,

Live, Live, Ultimate

Live, Cross Net Dead and and Bearing
.d and Foundation Dead and and Seismic Seismic capacity Dead and Seismic Unit Supportine soils Elevation Live Load Live Load _ Load . Load 11b/fta) Live Load Load Auxiliary building very stiff to hard 579 121 883 82: 121 g) erg (23 Areas K and 11'8 natural cohesive soils Feedwater isolation Structural sand 601 4J00 set 10,100 5,800 25,000 4.3 '*8 valve pit backfill Diesel generator Zone 2'" 628 4,400 3,600 5,700 4,900 '.4.000 3.9 2.9 building 44 l Diesel generator Zone 2'D 628 1,670 900 2,050 1,300 8,000 8.9 6.2 pedestal founda-l tion - l Borated water Zone 2'*8 629 2,000 1.400 4,600 4,000 12,000 8.6 3.0 storage tank Service Water Pump Structure Table 2.5-14 (sheet 2) Revision 44 6/82 L
't 7 u w...n I-e~ % FOR INFOMATION ONil NiDL4'O 1L2 4:An RS-003-03 7220 f_Ast2 2.5 14 (continuedl I i 1 i Contact Stress Beneath Footin I 1 e (1b ......... - -- /.f t ) --.c. tor of Safety Fa J Cross Net Dead,-
Dead, Net

Dead, Live,

Live, Ultimate
. Live, 44 Cross Net Dead and and Bearing and Foundation Dead and and Seismic Seismic capacity Dead and Seismic . j Unit Supr>orting soils Elevation Live Load Live Load Load Load (Ib/fta l Live Load Load -t Circulating water Very stiff to hard 596.5 4,030 3,800 4,090 3,900 25,000 6.6 6.4 isolation system natural cohesive soils and dense natural sande Note Factor of safety is defined as the ratio of not ultimate bearing capacity to net contact stress beneath footing. 8"nefer to Figure 2.5-47 for auxiliary building areas. "*___f __;-__ --- *- i_,...___ L, ----'---;.__..,...r-33 Refer to Table 2.5-10 for description of Zone 2 soil. ror these cases, the applied loads are less than or about equal to the depth of embedmont times the unit 44 weight of the soll. Therefore, net loads are negative or insignificant and the factor of safety aga16st bearing capacity failure is not applicable. .?.1049 /6 7 @NSrDtRED 70 JAEM D, d' yr f /9s if grsp;7 pp i THE VnDMMasw6-ofc4 r/siv, ( rs *
k

l- )
~~s Gross Gox PAtessvae** 4'HofA ~7b'd AMoS B TMP J. A$$ WM rwe werex usec is /9 r s<. ces / o, ( 'I 1 Table 2.5-14 j (sheet 4) Revision 44 6/s2 I',~~
I
b b 5 GM, k.J/ P.T'f-rf 4 AREA FILL LDAD 405 4.03 ( 05 2.53 o 8 o 5000 RADWA51E SLDG 629.5 4.9 4.9 (9 AUMILIARY BLDG A 567 9.F ( 46 2.88 N W B&C 579 2.9 LO4 -LM D est 13 5.3 ( 18 S 4600 EEF e LS Le 4.88 'N G etL5 Et at R9 ~ H 610 0.9 19 4 16 1&3 5et 1.4 -1.15 4 TF I J K&L 579 0.8 -1.06 4 05 Q IIEACToR SLDG5 l & 2 582.5 IRO 1 39 1 61 ca TUR81NE OLDC. 409 3.0 3.0 Lat b H G 50U0 RADWASE BUILDING IUR81NE PEDESTALS (3 tot is
~~4. IF 3.31 I~~
~~DIESEL GENERAL'1t BullDING 628 SE NOIE 6 l AUXILIARY l FEEDWATER ISOLAil0N VALVE Pli (FIVPI 61LO L5 1.5 (lit~~
I**
B C BulLDING. l TAS8 TENDON ACCESS SHAff IUTTilE55 + TASB l e5 11A581 Ser.5 1.8 4 27 -2. 75 (") [\\ J A s mr** ADMINISTRAil0N AND (/1 !. I SERVICE BullDING 429.5 4.5 ' t5 4.5 [**[ \\ Il of 00 f REACTOR )l 1f REACTOR I BUILDING l EUILDING INEN
~~n. j~~
~~,l UNIT 2~~
~~1. O,Is the elevation of the bollem of Ita foundelen, EL-UNIT 1 TASS K~~
~~TASB~~
~~2. P,isthegrossstructuralload.~~
~~s g'{Jj~~
~~3. P is the not load intensHy before be teollag water re".arvlor Alling~~
~~-f y ns E' F p P -Excavaileo load trerrected ler touyencyl. w D m g / \\~~
~~4. P,,Isthe notloadinlensMy aner tu coolingwaterreservlerfuling U~~
m g;g FIVP ggyp p.PArostaucpressure. 9 d C , ' AH unns W WsIW in tW M p M. ms W from U. S.C. S. datum. Q 9 $EltVICE TURBINE BUILDING i P,*P,,*P, *10 kst was used for the diesel generaWilNng load and W f----~ q 2.0 kst was used for the surchanje load for delsteining the influence t ! TUR8tE PEDESTAL l TURRINE PEDESTAL l '" *' N M 'O *"4-S 5000--- L______ I ___i o 2s so soo Iso zoo SCALE IN FEET DIESELGENERATOR ~ BUllDING hiM HMW 75 o u. m o g s 7,rg / g e+' O CONSUMERS POWER COMPANY lf Ml0 LAND PLANT UNITS 1 & 2 su y FINAL SAFETY ANALYSIS REPOR1 soil Freneures used l S 5200 i In Settlement,Analyste of rower Block pK-C-59. Rev 2) r:iAR Fisture 2.5-47 y g. .--,r,-- ~~-.
Attcchment 2 [ Shast 1 Alert Level,. All values up to the alert level are considered to be within normal working ranges. Settlement readings should be reviewed by the resident structural engineer daily'. In general, for readings below the alert level, attention should be focused on the value of the readings versus the construction progress and any indication of trends that would indicate the alert level will be exceeded. Once the alert level is exceeded, the site resident engineer must inform engineering in Ann Arbor of the situation. The data including information from the other appropriate data mechanisms should be.. evaluated in total. Where trends, exist that indicate the action level is likely to be reached, plans,should be evaluated to remedy the situation. (Note:. It is recognized that the evaluation may well conclude that no changes are warranted.), Action Levels
~~hMda}St~~
,h mg AWalues A_: ;... 4 the action level must be reviewed by the resident structural engineer and as soon as possible by engineering in Ann Arbor. m _,,,_.-.,m,- r,.. '^~ m
Attcchment 2 Shant 2 .,1 As, a=,c.nwa in sebbn c-2= Plans,should be initiated to modify the condition that caused the hM settlement reading to w the action level. Consumers Power Company must be informed of the revised plan so that the NRC can be advised of the situation. The revised plan shall be initiated immediately upon verbal notification by the resident structural engineer. (wa* - T* 'r -!!s*6u.. w'u= 6 ^ sveAuaElon may wuAA ConcAuus 6ua6 uw sim u65 * $~A' 6us ^^rr-rt fi If swoulu
re-- rrt i.,.u..cuan AeveJ. occurs, immediate

L il 1

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~~_ " _ 0 2^^ U V % Y \\ [=., - r n_ ,e n7 M O g. h h t n h ak 5 h h tri 5 Ceo. 0.50inc%e.ag,=ltco d tydl sh 8 ht3C455toni Wb NR(. hr CoristdtJOk On h QM con 40<(ewC9. W ocbs S wykmenhng Reie cdwrs. I~~
~~- Cracking levels correspond to these definitions for Alert and Action.~~
/dj 072801
1 .Attcchment 3 r pEMEDIAL SOILS sa==c i SETTLEMENT MONITORING MATRIX C A ) STRAINS 4 0010 = 700 C B ) STRAINS t>-0010 i 400 500 C REQUALIFY LEVEL-) Ae ._... RELATIVE _.0ELTLEMENT. N C ACTION LEVEL) DUE _TO. BENDING . J N.. M IL S.._. y g 3_ ) lVA$g f~AUMG M lMEMI.,T &lV7/4Z._. 250 CB) K 26 Y-" l C ALERT LEVEL.) A ~ ~ 4ltMIN K [k Mff A A A o f 6 & e r. o ~ M m W : g n o ,,5 A ) 'a wMecp M T~ns e.10 15 0- ~CB) ), 1 =- w nuorteo A't._ ^ Jt/Mr )f.94W177AL) foo .. PR/ae 10 MK/Nb.
~~AfTM sMM/M6 ~~~
. _.6MJLLAdd f/WB . BRJU A M A/WB .2 ~ ~~ PHASE ll PHASE Ill PHASE IV -- r ....m
,.m.p- ..-w enam -Mk $h g g e g. a e 5 0 W t .u. g 9 ) es p s y @ _- a -. og ys i t i s I I g f I 2 i J = .c .s i i '.b I l s i 3 w I x v I ex 1 t s q k,e l 4.h k.N I 4 I 4 hl -t NN } Jl 44 I i C i I e 9 I a l E Y i W4 j(i (g I I k i qi y l N 8l I s I kle .Ll 4 + b \\p l e y I Q l 9 g i o i l 6 4 )_ < d I 9 i 1 Os-9------ E s I w _a I e l 4 1 n is i 3 l 1 i w i i + 8\\ d l 8 i l N i is. I l. It\\ ? i i ', 1 e i i 4 i j'I o I i \\ D I li \\ I 9 l x ii l tb I \\ 1 !.I d ) g __ o _ _ _ - _ _ _ _ _ \\ o i' g v) c x L. I 'r 4 / -^ ,.v y l Ofo. 47ft A/7A .:T~'
. _...., _,... = 2/2 gjg z G>% A +- C A L c J f AT E.D pl 5 P'L A c.E M EtJT S AT t? ESP $2ATEC7 GE NcR M ARx S DSB AN2e DSB.A N1 USit) (leio) KsTo l DSB AS3 e DSB AS4 e ) (l'it S) g K. = 18 "Wl ,M K' 21 DSB-2W DSB 3W e e DSB-3E (go,g)
DSB-2E C-(to40 (geo g) 6.6 7.8 Figure 1

Exact locations are shown on drawings C-1490 and C-1491 G-25'E.:2
~ ' ~ ~ ~
. - ~.. -. Av. p i im-V. i l' i I D 1 S P L., A CE. M E. MT S w iT R tc., t 7o K.c,P t I l j I i. i i i No ot. BEW 9 E xisT5 STAdP-t STAG E 2. MME3 I 3 4 5 (., 7 MARK i 1 IS to i VSS-Dnt - t.os" - 0 *J74 ' -1.c37 -I.007 -I.12 0 - o 56o - e. ySq \\1!b t 2 ~ 056 - M2 - \\. f o -l.054l-1117
~~-l.091~~
-I. Rett -o.fq1 -o 94t'- 1003 a-1E ?qg -2.464 l 2.f58 -2 158 - l. g3 p -39/5 - 2.r53 ~ ?L - 2. S fe -1. s%. -x.3 ts -2 4 I 4 '-l.993 -LI lic",-3.c 21 't. o 4 t - - 3W -Z.46 -21,88;-444 -4563 -2.I49 -4 333 ;--S lfo 1.026 1t '5 A u 't H -1 64 -1844 I-R k92. - R. 56 - # 84 7 -4 369;-3 363 2522 ,, _ A s 4 - I.7o - I. 7 7 6, - l.((9 -172 -l.553 -p.43 -l. 77/ 25?,4 . - Ass - 1 182 -1 024 - l.772 -1 534 -1 663 -p. c19 ,7. fly ( 3 j h-E k t STt MG DtS PL AC4M E NTS l
~~7. -~~
(TA G E.1 Soli R.E M ov AL 3-6 l o i. + J AcK W G LoAo 4-2 ii 5-n '2. J A ct:. M G L o A..; '3 G n t Ik_v iaG L o s.r-i- 3 k5. C O M P T 1 o 4 5. = = _ @ Ow-Y t3 E.tt M EN T 5 R.E o 0 c.E. D to sriF5c e z 8 --m--,--,n,, ,.en, ,.,.,4-e.- em.,,.,g
i. @W C A L c. O L AT E.D DI S PL A C-E M E/0T S hT Q&&P 4EATEC7 BE NCR M A RK S ? 1 DSB AM O.A DSB AN2. (Isto (taio) l OC ~ 7 = K = 3o OG j. / DSB AS3 DSB AS4 * 'N (~423). ' K r-r. g, g,= gg DSB 2W
~~DSB 3W e~~
~~..D SB-3E~~
~~DSB-2 go,g) ll *O l~~
l l (toog} 7.8 Figure 1 ' Exact locations are shown on drawings C-1490 and C-1491 G 2t's. 2 '~~ ~ ~ '
... = A v Y- . n -. ( i I dis PL AC E.M E MTS VltT H K = 3 0 KCF i I i ' Exist $ IST $TA(-E 7tJD STA6L 390 $N.4 A"s p A _, - 3A 3A+ss 4A 4At48 5A Wi
~~58 7A i 7An8~~
.i. la to ;-2.79 275 ' - 2 81 -1. So - 268 - 7 9 2. : - 1 11 -2.17 - 2 83 i 1812 - 2.03 -295t - 2. g f - 2 86 - 2.Si - 2 8g ! - 2A9 '2. S G, - 2.9 2. !-3.2.C -14t]-3tc)" - 3. 3",, - 2 6 4' -322 - 2 is -46 - 3 i ?. 1.o01 Z o 41. - 3. 3 2 -34+ -3.13' - 3.% - 2 7 2' - 3. 3i - 244 - 3.&5. - 2. 18 2.0 99.- 3 34 -3 51G -1.17 - 2. 4 - 2. So 3 gi - 2. s1. -18 - 3. 4 t. t 2134 - 3 4G (,l' ~3 42' - 1 G 3" - t 8 6 ' -341 - 2.62 - J. g ? - 3 so 15 7. *a, - 3. 06, - Z.10, - 3 0 4' -3OG" - 2. % - 3 oG - 2 41 - 3.28 .3 of 2534 - 3 11 - 2 1 fo - 3 0t" -311" - 2 81' 3.14 - 2.63 - 3 3 4. - 3 t o ( 3A STAG E I So t t. R E M cV A t,. 3A+ 3, s. + J Acv. in s t o Ac> u a
~~4. A 1.~~
j 2, I 4 IA cx.iN G 4 A + A E. 6A 2 j l i 5 A 4-E E. + JAcx. ins g l "J A j. 4 a 7A4 7 9.,;, + IAc.r r MG 1 -..,m -,------,-o~
....m._ g ~41[ T L MIDLAND PROJECT ~ { ~ CP Co Bechtel Project Office Project Management Soil Project Soils Remedial Co o k -- - --- -- - - -- - - -- -- ----- Ru t g e r s - -- -- ---- ---- -- -- -- -- -- -- -- -- --- NTn'iny MBoos
~~s. Schaub Ba uman ------- - ------- ----- Cur t i s -------------~~
~~Engineering lnt;t Swanberg, 9~~
y. 6

c...,
Cr Co Design Review 3 Miller. ------------------- Davis -------------- Construction 1 -Fisher t I CP Co I Construction Review l Marguglio --------------------------------------- Quality =~=- Meisenheimer Daniels ------------ Quality Control Blendy h Quality Project Direction Assurance Technical and Administrative Horn - - --- Proj ect Coordination i .a ,-,....,,-.-,-n- --_-.---~..-, ~.,------.-w. +. - ~,
LIST OF SPECIALTY CONSULTANTS AND SUBCONTRACTORS FOR MIDLAND REMEDIAL SOILS WORK J. Mooney A. Boos (CPCo) (Bechtel) J. Schaub (CPCo) l I Bechtel Bechtel CPCo Construction Engineering Engineering A9 Struc Mech (19) Mergentime/ (7) ~ Mergentime (1) Hansen Assoc 1 *4 (Dr. Kennedy) Sa f 5 l' 'g MRJD (8) i Moretrench (2) PCA (20) (Dr. Corley) %,m $ , l. )., ' 9)
~~Spencer, i.'~~
~~White & Prentis L-JAQUES ' i(3) Woodward / (21) g e.., - Clyde 17,,*.. s W-J-E (10) kan,. - ,,a.,... i Spencer (4) J..i.*J Teledyne (22) White & Prentis Prof. Hansen ,(11) Eng~~
~~.!,$ 3-~~
"W' p es. g. v au 7<l(r u f, %'-
~~"r, Prof. Sozen (12) 4 4 Southwest 23) RECO (5) Research i rrd. , "'*"U* t e r r e;w:... s c.y Prof. Peek (13)~ R/r Weston (24) Structural (6) ~ Ge P ysical h 1"~ - Bonding Prof. Hendron (14) g g,~~
~~pga, H1T~~
^ '#"I' Prof. Woods (15) Prof. Vanmarcke (25) - ' ~~ ~ Prof. Kausel .U ' ' g Prof. Cornell .C. Dunnicliff (16) Prof. Nuttli y, Goldberg-(17) Zoino g. Loughney (18) Dewatering f,. 6,
es9. %e aW4_ W " *
~~t LIST OF SPECIALTY CottSULTANTS AND SUBCONTRACTORS POR=~~
MIDLAND REMEDIAL SOILS WORK 1. Subcontractor -Performing underpinning of auxiliary building and PIVP foundation material replacement 2. Subcontractor Responsible for groundwater control in support of auxiliary building underpinning 3. Subcontractor Responsible for soils stabilization (if necessary) 4. Subcontractor Performing service water pump structure underpinning; also providing system for temporary support of utilities during fill replacement north of SWPS and CWIS 5. Subcontractor Has developed a proposal for and will relevel borated water storage tank 1T-60 6. Subcontractor Pertormed crack repair on BWST foundations 7. Consultant Providing input for design of auxiliary building underpinning and review major underpinning details of auxiliary building 8. Consultant Providing input for design of service water pump structure underpinning and review major underpinning details of auxiliary building and SWPS; "also providing overview of construction at the Midland jobsite J 9. Consultant Providing input for integrating SWPS underpinning and removal of soil in designated part of service water piping 10. Consultant Providing instrumentation of auxiliary building and SWPS to detect movement and measure strain of selected points; also developed procedures and performed crack mapping in auxiliary building and SWPS 1
11. Consultant Bechtel chief civil engineer's staff; reviews structural model, analytical technique and results of analysis for auxiliary building, SWPS. and BWST

22. Consultant Provides input to Bechtel regarding behavior of concrete, including variation of staffness due to cracking in concrete i
~~s ,,.,m__ .., _.., _. - _ _.,.m_,,-, [M,, _. 4,~~
13. Consultant Provided recommendations on remedial action for the diesel generator building and the general approach to permanent plant devatering and underpinning

14. Consultant Provided recommendations on remedial action for the diesel generator building and the general approach to permanent dewatering and underpinning; provided testimonies on static and seismic stability, ECWR dikes, and the BWST soils aspects

15. Consultant Made dutch cone and shear wave velocity measurements; performed dike stability calculations and settlement calculations 16.
~~Consultant Provided consulting services on instrumentation for diesel generator building 17. Subcontractor Performed laboratory and field soil tests and installed and monitored instrumentation~~
~~18. Consultant and Provided consulting and subcontract service on site Subcontractor temporary devataring; subcontractor to SW&P on SWPS temporary devatering 19.~~
Consultant Provided overview of design basis, seismic criteria, and dynamic models for seismic ant. lyses; separately performed seismic margin review for site specific response spectra.. earthquake 20. Consultant Performed evaluation of cracks in concrete structures, specifically, auxiliary building, FIVP, SWPS, and DGB under existing conditions, their effects on structural integrity and serviceability; will also be responsible for evaluation of concrete cracks during underpinning
21. Subcontractor Performed soil investigation through boring programs and developed laboratory test results

22. Consultant Overall consultant on underground piping; developed acceptance criteria for same

23. Consultant Performed pipe profile measurements

24. Consultant Developed site specific response spectra; performed seismic hazard analysis and soil amplification studies through fill material

25. Consultants Provide consulting services to Weston Geophysical for soil amplification, studies, seismic hazard analysis and seismology e
m....,: wn!'% MQ aui..may.w.;ou, C.>.:n:,. :3 Ml 1 O.:C ,s. Jot .i31. J. l... .;eforeacau 12 C,...re.:a iv:.. ave 10,0JJ fec 1>,Us) fs 1,2 14 t vul::ci ty 15 Shuar.eav.: velocit.y 5,UJD f;'s 5,]OJ fps 1,2 IJ Surface wave velocity 4,G75 fps 4,675 f,2a 1,3 21 w .!ar.l.iu.:,.articlu velo-2.. l. : in/vec J.G; i.i/sec 4 24 city (all.iave ty.es) 25 Af in/see %- 3,5 23 f axi::u:t carticle accola-23.1G in/sec& G 9. -i. I t t.cs) 20 i ration ~(all ...s ve f Coil unit udit,;.it 130 ;ef 130 ccf 32 I Pois:.:an's ra tio a.25 0.25 35 I A:'.gle of litterosi .: 5 25 3.1 .frictica 3) p ~ Ceoffici. int of lateral s.33 u.33 42 ,.reasure 43 Cuelficio:st . r tetias. ....i,,, 4G [5) Gaear .sve /e1. cit-; E oax 3,322 fps 3,322 ihs 51 e :.in 1,Sua fea 1,$dJ f sa 53 Ultii:ste coupressive 250 tsi 2'5a psi 3G strenyth 57 4 -1
~~-!axirtun soil strain (G.17) 10 (1.d5) la 1~~
60 in/in la/in G1 33 b (-Klu TS is a brand na.te for a type of low-strength fly ash concrete G5 to be used in place of cc:.q acted backfill. GG ceve'/mWf The shear audulus and Young's nodulus are assu:aed to rc:aain with G3 A $3 shcar strain. N acceleration nas : aeon increased by 5J0 to pravi:le a...argin 71 d.331 e tne aite-, cific res.cuse spectra. 7. t j 3;toct 1 w I l l
e. v a. &L&G 3tJ"J!aP.? OF SOIL CD'l3TICIT!I P0tt !!-HRI;TU (Continued) 2 ME RCpcitCI:Cd3: 75 1,) TP3 Desi.:n Guide C-2.44, Geismic Analyses of Structures and 79 kju l,:..:en t for :<uclear Pouer Plants, Rev 0
~~2. J 2)~~
~~Cuosurface Investigation and Foundation Soil Re;)crt, Vol 2 of 2, D 3 l?75,.'.ppundix 20 J3 3) I.20al,~~
~~...'s.,~~
and Goodlin C. C. J r., ScisnicUcsignofj.aried u, Piping, 2nd ASCC Specialty Conference on Structural Design of JG Uuclear Power Plant racilitics, "ew Orleans, Louisiana, Dec 1975 d7 4) !!cw..tcrl:, 1..* ;., Cluuc, J.A.;and Itaisur, K.K., Scis:aic Design Spectra for I!uclear Power Plants, ASCE, Journal of the Poucr 90 civision, ;1ov 1973 90 5) .:idlatid civil Design Criteria, Standard C-501, Rev 11 93 i l I O e .,e 0 e 9
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p.:. \\ e INDEX 1 i Bechtel Drawing 7220-C-1490(Q). Rev. 2 Bechtel Drawing 7220-C-1491(D). Rev. 2 - Bechtel Drawing 7220-C-1493(Q).Rev.1 Bechtel Drawin9 7220-C-1495(Q). Rev. 0 l l 6 omcap summme) are > sac ronu ou o+esi nacu sses OFFICIAL RECORD COPY um ~- -- ___________________ : = - -
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